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HomeMy WebLinkAboutP_Truss_Engineering_180606_v2Re: Pages or sheets covered by this seal: K4702336 thru K4702364 My license renewal date for the state of Washington is September 28, 2018. B1803160 Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: L2-2853-2L The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). 250 Klug Circle Corona, CA 92880 951-245-9525 MiTek USA, Inc. May 30,2018 Job B1803160 Truss A01 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702336 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:04 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-pBAMtJ1wP8kMNcucNta4AP86c4x5nSCMxeHpxlzBGyL Scale = 1:83.0 1 2 3 4 5 6 7 8 9 10 11 12 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 58 59 5x8 8x12 8x8 8x12 8x8 3x8 3x8 5x8 1.5x4 5x8 1.5x4 5x8 5x8 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 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 27-4-12 15-3-8 31-9-0 4-4-4 39-6-0 7-9-0 -1-3-7 1-3-7 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 18-2-1 6-0-13 19-9-0 1-6-15 21-3-15 1-6-15 27-4-12 6-0-13 31-9-0 4-4-4 39-6-0 7-9-0 40-9-7 1-3-7 0-4-510-2-130-4-56.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-15], [7:0-6-0,Edge], [11:0-4-0,0-1-15], [19:0-1-9,0-0-12], [19:0-3-8,0-2-8], [29:0-1-8,0-0-12], [29:0-3-8,0-2-8], [32:0-3-8,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.72 0.09 0.22 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.01 (loc) 12 12 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 397 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-4,10-12: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 6-8: 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 25-34,23-35: 2x4 HF 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 39-6-0. (lb) - Max Horz 2=196(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 15 except 29=-194(LC 10), 19=-209(LC 11), 32=-169(LC 10), 16=-120(LC 11), 26=-210(LC 17), 22=-210(LC 17), 14=-157(LC 19), 13=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s) 27, 28, 30, 31, 33, 21, 20, 18, 17, 15, 14 except 2=494(LC 18), 29=469(LC 18), 19=487(LC 19), 32=853(LC 1), 16=733(LC 1), 11=441(LC 19), 25=435(LC 17), 23=435(LC 17), 13=311(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-677/118, 3-4=-346/80, 4-5=-713/146, 5-58=-877/184, 6-58=-697/216, 6-7=-404/83, 7-8=-405/95, 8-59=-697/203, 9-59=-880/173, 9-10=-749/140, 10-11=-514/65 BOT CHORD 2-33=-177/566, 32-33=-177/566, 31-32=-8/389, 30-31=-8/389, 29-30=-8/389, 28-29=0/623, 27-28=0/623, 26-27=0/623, 25-26=0/623, 24-25=0/623, 23-24=0/623, 22-23=0/623, 21-22=0/623, 20-21=0/623, 19-20=0/623, 18-19=0/462, 17-18=0/462, 16-17=0/462, 15-16=0/363, 14-15=0/363, 13-14=0/363, 11-13=0/363 WEBS 6-8=-267/166, 5-29=-702/226, 9-19=-615/166, 4-32=-673/120, 10-16=-731/139, 10-19=0/281, 3-32=-338/204, 4-29=0/378 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 3x6 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. Continued on page 2 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss A01 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702336 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:04 2018 Page 2 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-pBAMtJ1wP8kMNcucNta4AP86c4x5nSCMxeHpxlzBGyL NOTES- 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 11) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8; Wall dead load (5.0psf) on member(s).5-29, 9-19 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 15 except (jt=lb) 29=194, 19=209, 32=169, 16=120, 26=210, 22=210, 14=157, 13=104. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Attic room checked for L/360 deflection. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss A02 Truss Type ATTIC Qty 2 Ply 1 L2-2853-2L Job Reference (optional) K4702337 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:05 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-HNkk4f2YASsD?lTpxa5JidhErU7FWmGWAI1NTBzBGyK Scale = 1:71.5 1 2 3 4 5 6 7 8 9 10 11 12 17 16 15 14 13 22 23 5x8 8x16 MT20HS 8x8 8x12 8x16 MT20HS 4x8 4x8 10x10 3x10 10x10 3x10 5x8 3x6 5x8 3x6 3x6 3x6 3x6 1.5x4 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 27-4-12 15-3-8 31-9-0 4-4-4 39-6-0 7-9-0 -1-3-7 1-3-7 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 18-2-1 6-0-13 19-9-0 1-6-15 21-3-15 1-6-15 27-4-12 6-0-13 31-9-0 4-4-4 39-6-0 7-9-0 40-9-7 1-3-7 0-4-510-2-130-4-56.00 12 Plate Offsets (X,Y)-- [2:0-4-14,0-1-5], [5:0-7-4,0-1-8], [6:0-0-4,0-0-0], [7:0-6-0,Edge], [8:0-0-4,0-0-0], [9:0-8-6,0-0-8], [11:0-4-0,0-1-15], [14:0-3-8,0-6-8], [16:0-3-8,0-6-8], [17:0-3-8 ,0-2-8], [18:0-3-0,1-5-14], [18:0-3-0,4-5-14], [20:0-3-0,1-5-14], [20:0-3-0,4-5-14] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.95 0.67 0.80 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.60 -0.98 0.06 -0.23 (loc) 14-16 14-16 11 14-16 l/defl >783 >477 n/a 809 L/d 240 180 n/a 360 PLATES MT20 MT20HS Weight: 318 lb FT = 20% GRIP 185/148 139/111 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-4,10-12: 2x4 HF No.2, 18-19,20-21: 2x4 HF Stud BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 6-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS.(lb/size) 2=1994/0-5-8, 11=1994/0-5-8 Max Horz 2=196(LC 10) Max Uplift2=-218(LC 10), 11=-218(LC 11) Max Grav 2=2190(LC 2), 11=2190(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4240/358, 3-4=-4117/263, 4-5=-3887/126, 5-22=-2961/198, 6-22=-2808/239, 6-7=0/1899, 7-8=0/1899, 8-23=-2807/239, 9-23=-2960/198, 9-10=-3919/135, 10-11=-4262/288 BOT CHORD 2-17=-439/3777, 16-17=-259/3793, 15-16=0/3051, 14-15=0/3051, 13-14=-118/3848, 11-13=-132/3791 WEBS 6-8=-5180/185, 5-16=0/1887, 9-14=0/1937, 4-17=-560/54, 10-13=-530/72, 10-14=-1321/439, 4-16=-1216/363 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8; Wall dead load (5.0psf) on member(s).5-16, 9-14 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=218, 11=218. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for L/360 deflection. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss A03 Truss Type ATTIC Qty 5 Ply 1 L2-2853-2L Job Reference (optional) K4702338 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:06 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-lZI6H_3Axl?4cv2?VIdYFqEQ3uTSFCVfPymw0ezBGyJ Scale = 1:70.6 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 21 22 5x8 8x16 MT20HS 8x8 8x12 8x16 MT20HS 4x8 4x8 10x10 3x10 10x10 3x10 5x8 3x6 5x8 3x6 3x6 3x6 3x6 1.5x4 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 27-4-12 15-3-8 31-9-0 4-4-4 39-6-0 7-9-0 -1-3-7 1-3-7 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 18-2-1 6-0-13 19-9-0 1-6-15 21-3-15 1-6-15 27-4-12 6-0-13 31-9-0 4-4-4 39-6-0 7-9-0 0-4-510-2-130-4-56.00 12 Plate Offsets (X,Y)-- [2:0-4-14,0-1-5], [5:0-7-4,0-1-8], [6:0-0-4,0-0-0], [7:0-6-0,Edge], [8:0-0-4,0-0-0], [9:0-8-6,0-0-8], [11:0-2-14,0-0-5], [13:0-3-8,0-6-8], [15:0-3-8,0-6-8], [16:0-3-8 ,0-2-8], [17:0-3-0,1-5-14], [17:0-3-0,4-5-14], [19:0-3-0,1-5-14], [19:0-3-0,4-5-14] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.85 0.67 0.87 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.60 -0.98 0.06 -0.23 (loc) 13-15 13-15 11 13-15 l/defl >788 >480 n/a 808 L/d 240 180 n/a 360 PLATES MT20 MT20HS Weight: 318 lb FT = 20% GRIP 185/148 139/111 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-4: 2x4 HF No.2, 10-11: 2x4 DF 1800F 1.6E, 17-18,19-20: 2x4 HF Stud BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 6-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS.(lb/size) 2=2001/0-5-8, 11=1890/Mechanical Max Horz 2=211(LC 10) Max Uplift2=-219(LC 10), 11=-180(LC 11) Max Grav 2=2197(LC 2), 11=2103(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4255/359, 3-4=-4132/264, 4-5=-3909/131, 5-21=-2979/202, 6-21=-2826/243, 6-7=0/1913, 7-8=0/1916, 8-22=-2823/239, 9-22=-2976/199, 9-10=-3956/140, 10-11=-4355/304 BOT CHORD 2-16=-455/3791, 15-16=-275/3808, 14-15=-13/3070, 13-14=-13/3070, 12-13=-173/3947, 11-12=-185/3893 WEBS 6-8=-5216/191, 5-15=0/1895, 9-13=-9/1985, 4-16=-569/54, 10-12=-495/86, 10-13=-1428/466, 4-15=-1204/362 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8; Wall dead load (5.0psf) on member(s).5-15, 9-13 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=219, 11=180. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Attic room checked for L/360 deflection. Continued on page 2 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss A03 Truss Type ATTIC Qty 5 Ply 1 L2-2853-2L Job Reference (optional) K4702338 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:06 2018 Page 2 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-lZI6H_3Axl?4cv2?VIdYFqEQ3uTSFCVfPymw0ezBGyJ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss A04 Truss Type ATTIC Qty 5 Ply 1 L2-2853-2L Job Reference (optional) K4702339 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:07 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-DmsUVK4pi37wE3dB3?8nn2madIlJ_gPpecWTY4zBGyI Scale = 1:70.6 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 24 25 21 22235x8 8x16 MT20HS 8x8 8x12 8x16 MT20HS 5x12 5x12 3x10 3x10 10x10 3x10 5x8 3x6 5x8 3x6 3x6 3x6 3x6 1.5x4 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 27-4-12 15-3-8 31-9-0 4-4-4 39-6-0 7-9-0 -1-3-7 1-3-7 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 18-2-1 6-0-13 19-9-0 1-6-15 21-3-15 1-6-15 27-4-12 6-0-13 31-9-0 4-4-4 39-6-0 7-9-0 0-4-510-2-130-4-56.00 12 Plate Offsets (X,Y)-- [2:0-4-14,0-1-5], [5:0-7-4,0-1-8], [6:0-6-0,0-1-12], [7:0-8-5,Edge], [8:0-6-0,0-1-12], [9:0-8-6,0-0-8], [11:0-2-14,0-0-5], [13:0-3-8,0-6-12], [15:0-7-4,0-1-8], [16:0-3-8,0-2-8], [17:0-3-0,1-5-14], [17:0-3-0,4-5-14], [19:0-3-0,1-5-14], [19:0-3-0,4-5-14] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.93 0.95 0.83 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.61 -1.03 0.06 -0.22 (loc) 13-15 13-15 11 13-15 l/defl >767 >456 n/a 841 L/d 240 180 n/a 360 PLATES MT20 MT20HS Weight: 312 lb FT = 20% GRIP 185/148 139/111 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-4: 2x4 HF No.2, 10-11: 2x4 DF 1800F 1.6E, 17-18,19-20: 2x4 HF Stud BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 6-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS.(lb/size) 2=2076/0-5-8, 11=1915/Mechanical Max Horz 2=211(LC 14) Max Uplift2=-144(LC 10), 11=-155(LC 11) Max Grav 2=2328(LC 2), 11=2149(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3934/36, 3-4=-3636/9, 4-5=-4035/29, 5-24=-3154/136, 6-24=-3001/172, 6-7=0/2352, 7-8=0/2331, 8-25=-3022/192, 9-25=-3175/151, 9-10=-4168/80, 10-11=-4443/251 BOT CHORD 2-16=-170/3530, 16-21=0/3271, 21-22=0/3271, 22-23=0/3271, 15-23=0/3271, 14-15=0/3279, 13-14=0/3279, 12-13=-120/4045, 11-12=-137/3973 WEBS 6-8=-5903/159, 5-15=0/1832, 9-13=0/2015, 4-16=-1100/140, 10-12=-632/70, 10-13=-1350/504, 3-16=-443/230 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) 100.0lb AC unit load placed on the bottom chord, 10-0-0 from left end, supported at two points, 2-0-0 apart. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8; Wall dead load (5.0psf) on member(s).5-15, 9-13 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=144, 11=155. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss A04 Truss Type ATTIC Qty 5 Ply 1 L2-2853-2L Job Reference (optional) K4702339 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:07 2018 Page 2 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-DmsUVK4pi37wE3dB3?8nn2madIlJ_gPpecWTY4zBGyI NOTES- 14) Attic room checked for L/360 deflection. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss A05 Truss Type ATTIC Qty 1 Ply 2 L2-2853-2L Job Reference (optional) K4702340 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:09 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-A8_Fw053EgNeTNnaAQAFtTsy65V2SbS55w?acyzBGyG Scale = 1:80.1 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 21 22 19 20 135x8 8x16 MT20HS 8x8 8x16 MT20HS 8x12 4x6 5x12 5x12 5x12 5x12 5x12 6x6 6x6 6x6 3x10 12x12 10x10 5x16 6x6 5x8 3x6 4x12 4x6 4x6 5x8 5x8 1.5x4 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 27-4-12 15-3-8 31-9-0 4-4-4 39-6-0 7-9-0 -1-3-7 1-3-7 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 18-2-1 6-0-13 19-9-0 1-6-15 21-3-15 1-6-15 27-4-12 6-0-13 31-9-0 4-4-4 39-6-0 7-9-0 0-4-59-4-810-2-130-4-56.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-15], [5:0-6-0,Edge], [6:0-9-4,Edge], [6:0-9-4,Edge], [6:0-9-4,Edge], [6:0-4-4,0-0-0], [8:0-4-4,0-0-0], [9:0-11-14,0-1-12], [12:0-8-12,0-2-12], [12:0-3-12,0-2-10], [15:0-3-8,0-6-4], [17:0-6-12,0-1-8], [18:0-3-8,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.80 0.68 0.73 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.50 -0.73 0.05 -0.22 (loc) 15-17 15-17 13 15-17 l/defl >944 >641 n/a 832 L/d 240 180 n/a 360 PLATES MT20 MT20HS Weight: 683 lb FT = 20% GRIP 185/148 139/111 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-4,5-7,7-12: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 6-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=2707/0-5-8, 13=2719/Mechanical Max Horz 2=208(LC 29) Max Uplift2=-326(LC 10), 13=-9(LC 11) Max Grav 2=3211(LC 2), 13=3218(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5929/176, 3-4=-5689/87, 4-5=-6270/167, 5-21=-5028/121, 6-21=-4811/184, 6-7=-412/3645, 7-8=-215/3550, 8-22=-4725/286, 9-22=-4969/223, 9-10=-6337/78, 10-11=-6778/8, 11-12=-7833/0 BOT CHORD 2-18=-302/5323, 18-19=-35/5158, 17-19=-35/5158, 16-17=-36/5171, 16-20=-36/5171, 15-20=-36/5171, 14-15=0/7171, 12-14=0/7171 WEBS 6-8=-9532/630, 5-17=-222/2905, 9-15=0/3361, 4-18=-1528/278, 11-14=-726/211, 3-18=-397/306, 11-15=-2604/335 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x10 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 17-5 2x4 - 1 row at 0-9-0 oc, member 15-9 2x4 - 1 row at 0-9-0 oc, member 18-4 2x4 - 1 row at 0-9-0 oc, member 14-11 2x4 - 1 row at 0-9-0 oc, member 3-18 2x4 - 1 row at 0-9-0 oc, member 15-11 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss A05 Truss Type ATTIC Qty 1 Ply 2 L2-2853-2L Job Reference (optional) K4702340 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:09 2018 Page 2 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-A8_Fw053EgNeTNnaAQAFtTsy65V2SbS55w?acyzBGyG NOTES- 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 10) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8; Wall dead load (5.0psf) on member(s).5-17, 9-15 11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-17 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 2=326. 14) Load case(s) 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, 30, 31, 32, 33, 34, 35, 36, 37, 38 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down at 23-0-0, and 461 lb down and 451 lb up at 12-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-17=-16, 15-17=-26, 12-15=-16, 12-13=-70, 1-5=-70, 5-6=-115(B=-35), 6-7=-105(B=-35), 7-8=-105(B=-35), 8-9=-115(B=-35), 9-12=-105(B=-35), 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-407(B) 20=-218(B) 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-58, 1-5=-58, 5-6=-96(B=-29), 6-7=-86(B=-29), 7-8=-86(B=-29), 8-9=-96(B=-29), 9-12=-86(B=-29), 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-336(B) 20=-644(B) 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-69, 1-5=-58, 5-21=-96(B=-29), 6-21=-124(B=-29), 6-7=-114(B=-29), 7-8=-60(B=-29), 8-9=-70(B=-29), 9-12=-60(B=-29), 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-336(B) 20=-644(B) 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-69, 1-5=-31, 5-6=-70(B=-29), 6-7=-60(B=-29), 7-8=-116(B=-29), 8-22=-126(B=-29), 9-22=-96(B=-29), 9-12=-86(B=-29), 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-336(B) 20=-644(B) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-17=-36, 17-20=-34(B=-8), 15-20=-26, 12-15=-36, 12-13=-20, 1-5=-20, 5-6=-40(B=-10), 6-7=-30(B=-10), 7-8=-30(B=-10), 8-9=-40(B=-10), 9-12=-30(B=-10), 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-209(B) 20=-218(B) 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=16, 2-5=1, 5-6=-15(B=-10), 6-7=-9(B=-10), 7-8=5(B=-10), 8-9=-1(B=-10), 9-12=5(B=-10), 6-8=-6 Horz: 1-2=-28, 2-7=-13, 7-12=27 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=437(B) 20=-131(B) 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=9, 2-5=15, 5-6=-1(B=-10), 6-7=5(B=-10), 7-8=-9(B=-10), 8-9=-15(B=-10), 9-12=-9(B=-10), 6-8=-6 Horz: 1-2=-21, 2-7=-27, 7-12=13 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=437(B) 20=-131(B) 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-16, 17-20=-34(B=-8), 15-20=-26, 12-15=-16, 12-13=-26, 1-2=-13, 2-5=-20, 5-6=-40(B=-10), 6-7=-30(B=-10), 7-8=-16(B=-10), 8-9=-26(B=-10), 9-12=-16(B=-10), 6-8=-10 Horz: 1-2=-7, 2-7=-0, 7-12=14 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=451(B) 20=-131(B) 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 3 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss A05 Truss Type ATTIC Qty 1 Ply 2 L2-2853-2L Job Reference (optional) K4702340 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:09 2018 Page 3 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-A8_Fw053EgNeTNnaAQAFtTsy65V2SbS55w?acyzBGyG LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 2-17=-16, 17-20=-34(B=-8), 15-20=-26, 12-15=-16, 12-13=-26, 1-2=1, 2-5=-6, 5-6=-26(B=-10), 6-7=-16(B=-10), 7-8=-30(B=-10), 8-9=-40(B=-10), 9-12=-30(B=-10), 6-8=-10 Horz: 1-2=-21, 2-7=-14, 7-12=0 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=451(B) 20=-131(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=26, 2-5=32, 5-6=16(B=-10), 6-7=22(B=-10), 7-8=3(B=-10), 8-9=-3(B=-10), 9-12=3(B=-10), 6-8=-6 Horz: 1-2=-38, 2-7=-44, 7-12=25 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=437(B) 20=-131(B) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=7, 2-5=13, 5-6=-3(B=-10), 6-7=3(B=-10), 7-8=22(B=-10), 8-9=16(B=-10), 9-12=22(B=-10), 6-8=-6 Horz: 1-2=-19, 2-7=-25, 7-12=44 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=437(B) 20=-131(B) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=26, 2-5=32, 5-6=16(B=-10), 6-7=22(B=-10), 7-8=3(B=-10), 8-9=-3(B=-10), 9-12=3(B=-10), 6-8=-6 Horz: 1-2=-38, 2-7=-44, 7-12=25 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=437(B) 20=-131(B) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=7, 2-5=13, 5-6=-3(B=-10), 6-7=3(B=-10), 7-8=22(B=-10), 8-9=16(B=-10), 9-12=22(B=-10), 6-8=-6 Horz: 1-2=-19, 2-7=-25, 7-12=44 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=437(B) 20=-131(B) 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-16, 17-20=-34(B=-8), 15-20=-26, 12-15=-16, 12-13=-26, 1-2=18, 2-5=11, 5-6=-9(B=-10), 6-7=1(B=-10), 7-8=-18(B=-10), 8-9=-28(B=-10), 9-12=-18(B=-10), 6-8=-10 Horz: 1-2=-38, 2-7=-31, 7-12=12 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=451(B) 20=-131(B) 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-16, 17-20=-34(B=-8), 15-20=-26, 12-15=-16, 12-13=-26, 1-2=-1, 2-5=-8, 5-6=-28(B=-10), 6-7=-18(B=-10), 7-8=1(B=-10), 8-9=-9(B=-10), 9-12=1(B=-10), 6-8=-10 Horz: 1-2=-19, 2-7=-12, 7-12=31 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=451(B) 20=-131(B) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-17=-16, 15-17=-26, 12-15=-16, 12-13=-70, 1-2=-70, 2-5=-20, 5-7=-55(B=-35), 7-12=-55(B=-35) Concentrated Loads (lb) Vert: 17=-125(B) 20=-218(B) 17) Dead + Uninhab. Attic Storage + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-56, 17-20=-154(B=-48), 15-20=-106, 12-15=-16, 12-13=-20, 1-5=-20, 5-6=-40(B=-10), 6-7=-30(B=-10), 7-8=-30(B=-10), 8-9=-40(B=-10), 9-12=-30(B=-10), 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-125(B) 20=-800(B) 18) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-17=-16, 15-17=-26, 12-15=-16, 12-13=-85, 1-5=-70, 5-21=-115(B=-35), 6-21=-152(B=-35), 6-7=-142(B=-35), 7-8=-70(B=-35), 8-9=-80(B=-35), 9-12=-70(B=-35), 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-407(B) 20=-218(B) Continued on page 4 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss A05 Truss Type ATTIC Qty 1 Ply 2 L2-2853-2L Job Reference (optional) K4702340 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:09 2018 Page 4 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-A8_Fw053EgNeTNnaAQAFtTsy65V2SbS55w?acyzBGyG LOAD CASE(S) Standard Except: 19) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-17=-16, 15-17=-26, 12-15=-16, 12-13=-85, 1-5=-35, 5-6=-80(B=-35), 6-7=-70(B=-35), 7-8=-144(B=-35), 8-22=-154(B=-35), 9-22=-115(B=-35), 9-12=-105(B=-35) , 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-407(B) 20=-218(B) 20) Dead + Uninhabitable Attic Storage: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-56, 17-20=-154(B=-48), 15-20=-106, 12-15=-16, 12-13=-20, 1-5=-20, 5-6=-40(B=-10), 6-7=-30(B=-10), 7-8=-30(B=-10), 8-9=-40(B=-10), 9-12=-30(B=-10), 6-8=-10 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-125(B) 20=-800(B) 21) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-62, 1-2=-52, 2-5=-57, 5-6=-96(B=-29), 6-7=-86(B=-29), 7-8=-76(B=-29), 8-9=-86(B=-29), 9-12=-76(B=-29), 6-8=-10 Horz: 1-2=-5, 2-7=-0, 7-12=11 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=273(B) 20=-574(B) 22) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-62, 1-2=-42, 2-5=-47, 5-6=-86(B=-29), 6-7=-76(B=-29), 7-8=-86(B=-29), 8-9=-96(B=-29), 9-12=-86(B=-29), 6-8=-10 Horz: 1-2=-16, 2-7=-11, 7-12=0 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=273(B) 20=-574(B) 23) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-62, 1-2=-29, 2-5=-34, 5-6=-73(B=-29), 6-7=-63(B=-29), 7-8=-77(B=-29), 8-9=-87(B=-29), 9-12=-77(B=-29), 6-8=-10 Horz: 1-2=-28, 2-7=-24, 7-12=9 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=273(B) 20=-574(B) 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-62, 1-2=-43, 2-5=-48, 5-6=-87(B=-29), 6-7=-77(B=-29), 7-8=-63(B=-29), 8-9=-73(B=-29), 9-12=-63(B=-29), 6-8=-10 Horz: 1-2=-14, 2-7=-9, 7-12=24 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=273(B) 20=-574(B) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=16, 2-5=1, 5-6=-15(B=-10), 6-7=-9(B=-10), 7-8=5(B=-10), 8-9=-1(B=-10), 9-12=5(B=-10), 6-8=-6 Horz: 1-2=-28, 2-7=-13, 7-12=27 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-439(B) 20=-131(B) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=9, 2-5=15, 5-6=-1(B=-10), 6-7=5(B=-10), 7-8=-9(B=-10), 8-9=-15(B=-10), 9-12=-9(B=-10), 6-8=-6 Horz: 1-2=-21, 2-7=-27, 7-12=13 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-439(B) 20=-131(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-16, 17-20=-34(B=-8), 15-20=-26, 12-15=-16, 12-13=-26, 1-2=-13, 2-5=-20, 5-6=-40(B=-10), 6-7=-30(B=-10), 7-8=-16(B=-10), 8-9=-26(B=-10), 9-12=-16(B=-10), 6-8=-10 Horz: 1-2=-7, 2-7=-0, 7-12=14 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-425(B) 20=-131(B) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 5 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss A05 Truss Type ATTIC Qty 1 Ply 2 L2-2853-2L Job Reference (optional) K4702340 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:09 2018 Page 5 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-A8_Fw053EgNeTNnaAQAFtTsy65V2SbS55w?acyzBGyG LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 2-17=-16, 17-20=-34(B=-8), 15-20=-26, 12-15=-16, 12-13=-26, 1-2=1, 2-5=-6, 5-6=-26(B=-10), 6-7=-16(B=-10), 7-8=-30(B=-10), 8-9=-40(B=-10), 9-12=-30(B=-10), 6-8=-10 Horz: 1-2=-21, 2-7=-14, 7-12=0 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-425(B) 20=-131(B) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=26, 2-5=32, 5-6=16(B=-10), 6-7=22(B=-10), 7-8=3(B=-10), 8-9=-3(B=-10), 9-12=3(B=-10), 6-8=-6 Horz: 1-2=-38, 2-7=-44, 7-12=25 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-439(B) 20=-131(B) 30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=7, 2-5=13, 5-6=-3(B=-10), 6-7=3(B=-10), 7-8=22(B=-10), 8-9=16(B=-10), 9-12=22(B=-10), 6-8=-6 Horz: 1-2=-19, 2-7=-25, 7-12=44 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-439(B) 20=-131(B) 31) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=26, 2-5=32, 5-6=16(B=-10), 6-7=22(B=-10), 7-8=3(B=-10), 8-9=-3(B=-10), 9-12=3(B=-10), 6-8=-6 Horz: 1-2=-38, 2-7=-44, 7-12=25 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-439(B) 20=-131(B) 32) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-10, 17-20=-24(B=-8), 15-20=-16, 12-15=-10, 12-13=-6, 1-2=7, 2-5=13, 5-6=-3(B=-10), 6-7=3(B=-10), 7-8=22(B=-10), 8-9=16(B=-10), 9-12=22(B=-10), 6-8=-6 Horz: 1-2=-19, 2-7=-25, 7-12=44 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-439(B) 20=-131(B) 33) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-16, 17-20=-34(B=-8), 15-20=-26, 12-15=-16, 12-13=-26, 1-2=18, 2-5=11, 5-6=-9(B=-10), 6-7=1(B=-10), 7-8=-18(B=-10), 8-9=-28(B=-10), 9-12=-18(B=-10), 6-8=-10 Horz: 1-2=-38, 2-7=-31, 7-12=12 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-425(B) 20=-131(B) 34) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-17=-16, 17-20=-34(B=-8), 15-20=-26, 12-15=-16, 12-13=-26, 1-2=-1, 2-5=-8, 5-6=-28(B=-10), 6-7=-18(B=-10), 7-8=1(B=-10), 8-9=-9(B=-10), 9-12=1(B=-10), 6-8=-10 Horz: 1-2=-19, 2-7=-12, 7-12=31 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-425(B) 20=-131(B) 35) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-62, 1-2=-52, 2-5=-57, 5-6=-96(B=-29), 6-7=-86(B=-29), 7-8=-76(B=-29), 8-9=-86(B=-29), 9-12=-76(B=-29), 6-8=-10 Horz: 1-2=-5, 2-7=-0, 7-12=11 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-461(B) 20=-574(B) 36) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-62, 1-2=-42, 2-5=-47, 5-6=-86(B=-29), 6-7=-76(B=-29), 7-8=-86(B=-29), 8-9=-96(B=-29), 9-12=-86(B=-29), 6-8=-10 Horz: 1-2=-16, 2-7=-11, 7-12=0 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-461(B) 20=-574(B) Continued on page 6 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss A05 Truss Type ATTIC Qty 1 Ply 2 L2-2853-2L Job Reference (optional) K4702340 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:09 2018 Page 6 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-A8_Fw053EgNeTNnaAQAFtTsy65V2SbS55w?acyzBGyG LOAD CASE(S) Standard 37) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-62, 1-2=-29, 2-5=-34, 5-6=-73(B=-29), 6-7=-63(B=-29), 7-8=-77(B=-29), 8-9=-87(B=-29), 9-12=-77(B=-29), 6-8=-10 Horz: 1-2=-28, 2-7=-24, 7-12=9 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-461(B) 20=-574(B) 38) Reversal: Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 2-19=-16, 17-19=-46, 17-20=-116(B=-30), 15-20=-86, 12-15=-16, 12-13=-62, 1-2=-43, 2-5=-48, 5-6=-87(B=-29), 6-7=-77(B=-29), 7-8=-63(B=-29), 8-9=-73(B=-29), 9-12=-63(B=-29), 6-8=-10 Horz: 1-2=-14, 2-7=-9, 7-12=24 Drag: 5-17=-10, 9-15=-10 Concentrated Loads (lb) Vert: 17=-461(B) 20=-574(B) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss A06 Truss Type MONOPITCH Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702341 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:09 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-A8_Fw053EgNeTNnaAQAFtTs0w5bzSdn55w?acyzBGyG Scale = 1:37.2 1 2 3 4 6 5 7 3x4 4x4 3x6 4x4 2x4 6-1-13 6-1-13 12-1-8 5-11-11 -1-3-7 1-3-7 6-1-13 6-1-13 12-1-8 5-11-11 0-4-56-5-16.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.56 0.30 0.58 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.07 0.01 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 49 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=498/Mechanical, 2=618/0-5-8 Max Horz 2=284(LC 7) Max Uplift5=-165(LC 10), 2=-140(LC 10) Max Grav 5=595(LC 17), 2=639(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-776/116 BOT CHORD 2-6=-161/614, 5-6=-161/614 WEBS 3-5=-678/251 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=165, 2=140. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss A07 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702342 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:12 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-ajfNY28xXblDKqV9rYjzU5UcaJfAf?YYnuDEDHzBGyD Scale = 1:79.5 1 2 3 4 5 6 7 8 9 10 11 12 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 59 60 585x8 8x12 8x8 8x12 8x12 4x6 4x12 4x6 4x6 4x12 4x6 4x6 4x6 5x8 1.5x4 3x8 4x6 5x8 4x12 4x6 4x6 6x10 5x8 1.5x4 1.5x4 1.5x4 8x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 8x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 27-4-12 15-3-8 31-9-0 4-4-4 39-6-0 7-9-0 -1-3-7 1-3-7 4-1-1 4-1-1 7-9-0 3-7-15 12-1-4 4-4-4 18-2-1 6-0-13 19-9-0 1-6-15 21-3-15 1-6-15 27-4-12 6-0-13 31-9-0 4-4-4 39-6-0 7-9-0 0-4-59-4-810-2-130-4-56.00 12 Plate Offsets (X,Y)-- [2:0-4-14,0-1-5], [6:0-6-0,0-0-8], [8:0-6-0,0-0-8], [9:0-6-2,0-0-12], [12:0-4-12,0-3-2], [12:1-2-8,Edge], [17:0-3-8,0-2-8], [17:0-0-4,0-2-0], [33:0-3-8,0-2-8], [37:0-4-0,0-6-0], [47:0-4-0,0-6-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.21 0.08 0.45 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.02 (loc) 1 1 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 448 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-4,5-7,7-12: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 6-8: 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 24-35,22-36,25-37,21-47: 2x4 HF No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 39-6-0. (lb) - Max Horz 2=208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 14, 13 except 2=-121(LC 10), 29=-217(LC 10), 17=-267(LC 11), 33=-195(LC 10), 15=-202(LC 11), 12=-108(LC 11), 25=-127(LC 17), 21=-126(LC 17) Max Grav All reactions 250 lb or less at joint(s) 26, 27, 28, 30, 31, 32, 34, 20, 19, 18, 16, 14, 13 except 2=759(LC 18), 29=884(LC 18), 17=933(LC 19), 33=368(LC 1), 15=737(LC 1), 12=645(LC 19), 24=300(LC 17), 22=300(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1314/200, 3-4=-990/164, 4-5=-959/218, 5-59=-1154/269, 6-59=-945/283, 6-7=-494/96, 7-8=-524/107, 8-60=-970/275, 9-60=-1229/252, 9-10=-876/195, 10-11=-1002/192, 11-12=-951/130 BOT CHORD 2-34=-236/1143, 33-34=-236/1143, 32-33=-67/870, 32-58=-67/870, 31-58=-67/870, 30-31=-67/870, 29-30=-67/870, 28-29=-65/867, 27-28=-65/867, 26-27=-65/867, 25-26=-65/867, 24-25=-65/867, 23-24=-65/867, 22-23=-65/867, 21-22=-65/867, 20-21=-65/867, 19-20=-65/867, 18-19=-65/867, 17-18=-65/867, 16-17=-79/742, 15-16=-79/742, 14-15=-79/742, 13-14=-79/742, 12-13=-79/742 WEBS 6-8=-396/214, 5-29=-872/271, 9-17=-975/235, 11-15=-695/205, 3-33=-324/193 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. Continued on page 2 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss A07 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702342 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:12 2018 Page 2 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-ajfNY28xXblDKqV9rYjzU5UcaJfAf?YYnuDEDHzBGyD NOTES- 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 3x6 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 11) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8; Wall dead load (5.0psf) on member(s).5-29, 9-17 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 13 except (jt=lb) 2=121, 29=217, 17=267, 33=195, 15=202, 12=108, 25=127, 21=126. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Attic room checked for L/360 deflection. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-12=-16, 1-5=-70, 5-6=-115(F=-35), 6-7=-105(F=-35), 7-8=-105(F=-35), 8-9=-115(F=-35), 9-12=-105(F=-35), 6-8=-10 Drag: 5-29=-10, 9-17=-10 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss B01 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702343 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:13 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-2wDllO8ZIvt4y_4LPGFC1J0e9jqbORdh0YzolkzBGyC Scale = 1:56.7 1 2 3 4 5 6 7 10 9 835 36 37 38 39 4x12 3x4 3x4 3x4 3x4 3x4 3x4 4x8 5x8 6x10 3x8 3x8 3x4 3x4 3x4 3x6 3x4 6-2-12 6-2-12 10-11-8 4-8-12 17-6-0 6-6-8 24-6-0 7-0-0 -1-0-0 1-0-0 6-2-12 6-2-12 12-3-0 6-0-4 18-3-4 6-0-4 24-6-0 6-2-12 25-6-0 1-0-0 0-4-78-4-68-2-48-6-70-4-72-2-38.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-5-0,0-0-12], [4:0-7-1,Edge], [6:0-0-13,Edge], [9:0-4-0,0-2-3] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.80 0.77 0.52 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.28 0.19 (loc) 8 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 171 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-9,4-8: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-11 oc bracing. REACTIONS.(lb/size) 2=1331/0-5-8, 6=1184/0-5-8 Max Horz 2=245(LC 7) Max Uplift2=-348(LC 8), 6=-263(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-35=-1819/415, 3-35=-1739/442, 3-4=-1282/372, 4-5=-2707/595, 5-6=-2902/504 BOT CHORD 2-36=-416/1501, 36-37=-416/1501, 10-37=-416/1501, 10-38=-416/1501, 38-39=-416/1502, 9-39=-416/1503, 8-9=-133/998, 6-8=-345/2416 WEBS 3-10=-53/283, 3-9=-680/353, 4-9=-171/287, 4-8=-356/1878, 5-8=-311/291 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 2x4 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=348, 6=263. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 76 lb up at 2-0-0 on top chord, and 63 lb down and 39 lb up at 2-0-12, 63 lb down and 39 lb up at 4-0-12, 63 lb down and 39 lb up at 6-0-12, and 63 lb down and 39 lb up at 8-0-12, and 63 lb down and 39 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss B01 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702343 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:13 2018 Page 2 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-2wDllO8ZIvt4y_4LPGFC1J0e9jqbORdh0YzolkzBGyC LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 2-9=-16, 8-9=-16, 6-8=-16 Concentrated Loads (lb) Vert: 10=-51(F) 35=-20(F) 36=-51(F) 37=-51(F) 38=-51(F) 39=-51(F) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss B02 Truss Type Roof Special Qty 3 Ply 1 L2-2853-2L Job Reference (optional) K4702344 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:14 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-W6n8zj9C3D?xa8fXzzmRaWZqi6CV7wgqFCiLIAzBGyB Scale = 1:53.4 1 2 3 4 5 6 7 10 9 8 5x8 3x6 5x8 6x6 3x8 3x6 2x4 2x4 6-2-12 6-2-12 10-11-8 4-8-12 17-6-0 6-6-8 24-6-0 7-0-0 -1-0-0 1-0-0 6-2-12 6-2-12 12-3-0 6-0-4 18-3-4 6-0-4 24-6-0 6-2-12 25-6-0 1-0-0 0-4-78-6-70-4-72-2-38.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8], [6:0-0-13,Edge], [9:0-4-0,0-2-3] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.75 0.66 0.41 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.31 0.19 (loc) 8 8-9 6 l/defl >999 >923 n/a L/d 240 180 n/a PLATES MT20 Weight: 99 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-9,4-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=1120/0-5-8, 6=1120/0-5-8 Max Horz 2=250(LC 7) Max Uplift2=-220(LC 8), 6=-220(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1530/264, 3-4=-1118/278, 4-5=-2527/469, 5-6=-2706/370 BOT CHORD 2-10=-260/1193, 9-10=-260/1193, 8-9=-60/864, 6-8=-238/2251 WEBS 3-9=-494/260, 4-8=-299/1815, 5-8=-356/291 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=220, 6=220. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss B03 Truss Type COMMON GIRDER Qty 1 Ply 3 L2-2853-2L Job Reference (optional) K4702345 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:16 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-SVvuOPBSbqFfpSpw4Oovfxe7RwvGaiw7iWBSM2zBGy9 Scale = 1:56.7 1 2 3 4 5 6 7 8 14 13 12 11 10 915 16 17 18 19 205x12 5x12 6x6 10x10 6x6 8x8 6x6 3x10 6x6 8x8 6x6 3x10 5x12 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HGUS26-2 4-1-8 4-1-8 8-2-4 4-0-12 12-3-0 4-0-12 16-3-12 4-0-12 20-4-8 4-0-12 24-6-0 4-1-8 4-1-8 4-1-8 8-2-4 4-0-12 12-3-0 4-0-12 16-3-12 4-0-12 20-4-8 4-0-12 24-6-0 4-1-8 25-6-0 1-0-0 0-4-78-6-70-4-78.00 12 Plate Offsets (X,Y)-- [1:0-3-7,0-2-8], [3:0-2-8,0-2-0], [5:0-2-8,0-2-0], [7:0-3-7,0-2-8], [10:0-3-8,0-4-12], [13:0-3-8,0-4-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.86 0.58 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.38 0.09 (loc) 11-13 11-13 7 l/defl >999 >760 n/a L/d 240 180 n/a PLATES MT20 Weight: 430 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* 4-11: 2x4 HF No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=13160/0-5-8, 7=10324/0-5-8 Max Horz 1=-243(LC 22) Max Uplift1=-1189(LC 8), 7=-807(LC 9) Max Grav 1=14494(LC 2), 7=11556(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-20047/1629, 2-3=-16308/1329, 3-4=-12358/1048, 4-5=-12358/1049, 5-6=-16293/1225, 6-7=-19630/1291 BOT CHORD 1-15=-1412/16404, 14-15=-1412/16404, 14-16=-1412/16404, 16-17=-1412/16404, 13-17=-1412/16404, 12-13=-1058/13528, 12-18=-1058/13528, 11-18=-1058/13528, 11-19=-883/13519, 10-19=-883/13519, 10-20=-962/16039, 9-20=-962/16039, 7-9=-962/16039 WEBS 4-11=-1048/13369, 5-11=-5444/490, 5-10=-365/6324, 6-10=-3032/190, 6-9=-42/3662, 3-11=-5459/631, 3-13=-536/6349, 2-13=-3460/426, 2-14=-299/4116 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-9 2x4 - 2 rows staggered at 0-4-0 oc, member 2-14 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss B03 Truss Type COMMON GIRDER Qty 1 Ply 3 L2-2853-2L Job Reference (optional) K4702345 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:16 2018 Page 2 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-SVvuOPBSbqFfpSpw4Oovfxe7RwvGaiw7iWBSM2zBGy9 NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=1189, 7=807. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-2-8 oc max. starting at 0-2-12 from the left end to 18-5-4 to connect truss(es) to back face of bottom chord. 11) Use Simpson Strong-Tie HGUS26-2 (20-10d Girder, 6-10d Truss) or equivalent at 20-4-7 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-8=-70, 1-7=-16 Concentrated Loads (lb) Vert: 1=-1891(B) 11=-1910(B) 10=-1910(B) 9=-2351(B) 13=-1885(B) 15=-1885(B) 16=-1885(B) 17=-1885(B) 18=-1910(B) 19=-1910(B) 20=-1910(B) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss D01 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702346 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:17 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-xhTGblC4M8NWRbO6e5J8B9BSaKMjJNsHxAx?uVzBGy8 Scale = 1:31.5 1 2 3 4 5 6 7 8 9 14 13 12 11 10 4x4 3x6 5x8 3x6 7-0-0 7-0-0 14-0-0 7-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 14-0-0 7-0-0 15-0-0 1-0-0 0-4-75-0-70-4-72-2-38.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-0-13,Edge], [8:0-0-13,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.20 0.12 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 0.00 0.00 (loc) 9 8 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 14-0-0. (lb) - Max Horz 2=-151(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 11 except 14=-203(LC 8), 10=-202(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 12, 8, 13, 11 except 14=419(LC 16), 10=418(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-14=-320/225, 7-10=-320/225 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 11 except (jt=lb) 14=203, 10=202. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 13, 14, 11, 10. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss D02 Truss Type Scissor Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702347 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:17 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-xhTGblC4M8NWRbO6e5J8B9BJiKGPJJZHxAx?uVzBGy8 Scale = 1:30.7 1 2 3 4 5 6 4x6 3x6 5x8 3x6 7-0-0 7-0-0 14-0-0 7-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 14-0-0 7-0-0 15-0-0 1-0-0 0-4-75-0-70-4-72-2-38.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-0-13,Edge], [4:0-0-13,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.83 0.46 0.27 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.19 0.08 (loc) 2-6 2-6 4 l/defl >999 >848 n/a L/d 240 180 n/a PLATES MT20 Weight: 43 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=668/0-5-8, 4=668/0-5-8 Max Horz 2=-151(LC 6) Max Uplift2=-137(LC 8), 4=-137(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1180/128, 3-4=-1180/177 BOT CHORD 2-6=-77/925, 4-6=-74/925 WEBS 3-6=0/721 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=137, 4=137. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss D03 Truss Type SCISSORS Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702348 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:18 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-Pt1ep5Ci6RVN2lzJCpqNkMkS6kce2mmQ9qgZRxzBGy7 Scale = 1:30.8 1 2 3 4 5 3x6 4x6 5x8 3x6 7-0-0 7-0-0 14-0-0 7-0-0 7-0-0 7-0-0 14-0-0 7-0-0 15-0-0 1-0-0 0-4-75-0-70-4-72-2-38.00 12 4.00 12 Plate Offsets (X,Y)-- [1:0-0-13,Edge], [3:0-0-13,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.91 0.46 0.27 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.20 0.08 (loc) 1-5 1-5 3 l/defl >999 >817 n/a L/d 240 180 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=578/0-5-8, 3=672/0-5-8 Max Horz 1=-146(LC 6) Max Uplift1=-104(LC 8), 3=-138(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1191/131, 2-3=-1195/185 BOT CHORD 1-5=-82/939, 3-5=-80/939 WEBS 2-5=0/728 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=104, 3=138. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss F01 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702349 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:18 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-Pt1ep5Ci6RVN2lzJCpqNkMkWRkbK2lsQ9qgZRxzBGy7 Scale = 1:41.71 2 4 3 11 4x4 4x4 3-10-6 3-10-6 3-10-6 3-10-6 7-5-3LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.70 0.54 0.33 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 -0.00 (loc) 3-4 3-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 55 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud *Except* 1-3: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=443/Mechanical, 3=445/0-4-0 Max Horz 4=-288(LC 4) Max Uplift4=-415(LC 4), 3=-416(LC 5) Max Grav 4=534(LC 31), 3=536(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-272/339 BOT CHORD 4-11=-251/226, 3-11=-251/226 WEBS 1-3=-316/316 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=415, 3=416. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 580 lb down and 194 lb up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss F01 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702349 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:18 2018 Page 2 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-Pt1ep5Ci6RVN2lzJCpqNkMkWRkbK2lsQ9qgZRxzBGy7 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-16 Concentrated Loads (lb) Vert: 11=-580(B) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 Job B1803160 Truss G01 Truss Type GABLE Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702350 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:19 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-t4a00RDKtldEgvYVmWMcHaGqF72nnHcaOUQ6zNzBGy6 Scale = 1:18.3 1 2 3 4 5 6 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 3-3-0 3-3-0 6-6-0 3-3-0 -1-0-0 1-0-0 3-3-0 3-3-0 6-6-0 3-3-0 7-6-0 1-0-0 0-4-72-6-70-4-78.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.12 0.08 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 0.00 (loc) 4-6 4-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF 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=344/0-10-0, 4=344/0-10-1 Max Horz 2=80(LC 7) Max Uplift2=-82(LC 8), 4=-82(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-254/38, 3-4=-254/38 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss G02 Truss Type Common Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702351 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:19 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-t4a00RDKtldEgvYVmWMcHaGp?72bnHZaOUQ6zNzBGy6 Scale = 1:18.3 1 2 3 4 5 6 4x4 3x4 3x4 2x4 3-3-0 3-3-0 6-6-0 3-3-0 -1-0-0 1-0-0 3-3-0 3-3-0 6-6-0 3-3-0 7-6-0 1-0-0 0-4-72-6-70-4-78.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.14 0.09 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 0.00 (loc) 4-6 4-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF 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=347/0-3-8, 4=347/0-3-8 Max Horz 2=80(LC 7) Max Uplift2=-80(LC 8), 4=-80(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-284/43, 3-4=-284/43 NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss G03 Truss Type Common Qty 5 Ply 1 L2-2853-2L Job Reference (optional) K4702352 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:19 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-t4a00RDKtldEgvYVmWMcHaGpd726nHtaOUQ6zNzBGy6 Scale = 1:18.4 1 2 3 4 6 5 4x4 3x4 3x4 2x4 2x4 3-3-0 3-3-0 5-5-8 2-2-8 -1-0-0 1-0-0 3-3-0 3-3-0 5-5-8 2-2-8 0-4-72-6-71-0-138.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.16 0.12 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=311/0-3-8, 5=213/Mechanical Max Horz 2=87(LC 5) Max Uplift2=-75(LC 8), 5=-34(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss HRB Truss Type RAFTER Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702353 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:20 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-LG8PDnEye3l4I36hJEtrpnpy4XPEWkXjd89fVqzBGy5 Scale = 1:13.0 1 2 3 5 4 4x4 2-9-3 2-9-3 -1-9-0 1-9-0 2-9-3 2-9-3 0-4-70-3-81-8-20-4-91-3-85.66 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.31 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 2-4 2-4 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 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) 4=73/Mechanical, 2=347/0-6-15 Max Horz 2=86(LC 10) Max Uplift4=-42(LC 10), 2=-107(LC 10) Max Grav 4=109(LC 24), 2=486(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=107. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss HRJ1 Truss Type RAFTER Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702354 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:21 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-pSinR7FbPMtxvDhutxO4M?L4_xlTFBnssovD2GzBGy4 Scale = 1:22.5 1 2 3 4 5 6 7 8 6x10 5x8 3x8 3x8 3x8 3x8 8-8-5 8-8-5 -2-3-0 2-3-0 8-8-5 8-8-5 0-4-73-5-50-7-152-9-64.24 12 Plate Offsets (X,Y)-- [2:0-0-0,Edge], [3:0-0-12,0-3-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.49 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.20 -0.26 -0.00 (loc) 2-3 2-3 3 l/defl >534 >400 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E 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) 3=432/Mechanical, 2=504/0-5-6 Max Horz 2=175(LC 6) Max Uplift3=-266(LC 10), 2=-263(LC 6) Max Grav 3=449(LC 16), 2=514(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=266, 2=263. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 13 lb up at 2-3-7, 37 lb down and 40 lb up at 3-8-5, 89 lb down and 52 lb up at 4-7-12, and 116 lb down and 96 lb up at 7-0-1, and 191 lb down and 134 lb up at 7-5-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Concentrated Loads (lb) Vert: 7=-34(B) 8=-137(F) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss HRJ2 Truss Type RAFTER Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702355 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:21 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-pSinR7FbPMtxvDhutxO4M?L7MxlTFBnssovD2GzBGy4 Scale = 1:17.3 1 2 3 4 5 6 7 3x4 4x6 3x4 3x4 5-8-15 5-8-15 -2-3-0 2-3-0 5-8-15 5-8-15 0-4-72-4-130-7-151-8-144.24 12 Plate Offsets (X,Y)-- [2:0-2-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.27 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.04 -0.00 (loc) 2-3 2-3 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=175/Mechanical, 2=385/0-5-6 Max Horz 2=129(LC 6) Max Uplift3=-106(LC 10), 2=-207(LC 6) Max Grav 3=209(LC 16), 2=397(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=106, 2=207. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 13 lb up at 2-1-11, and 37 lb down and 40 lb up at 3-8-5, and 89 lb down and 52 lb up at 4-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss J01 Truss Type Jack-Open Qty 5 Ply 1 L2-2853-2L Job Reference (optional) K4702356 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:22 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-HfG9eTFDAg0oXNG4RfvJuCuLCL5o_e104SemaizBGy3 Scale = 1:12.5 1 2 3 4 6 5 2x4 2x4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-4-71-8-78.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.08 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 2 2-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=176/0-5-8, 5=65/Mechanical Max Horz 2=73(LC 5) Max Uplift2=-44(LC 8), 5=-25(LC 8) Max Grav 2=176(LC 1), 5=78(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss J04 Truss Type JACK-OPEN Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702357 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:22 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-HfG9eTFDAg0oXNG4RfvJuCuJ8LzG_e104SemaizBGy3 Scale = 1:17.2 1 2 4 6 3 7 8 9 5 3x4 3-0-14 3-0-14 3-2-4 0-1-6 7-5-8 4-3-4 -1-7-2 1-7-2 3-2-4 3-2-4 7-5-8 4-3-4 0-4-71-8-60-3-85.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.21 0.54 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.32 -0.00 (loc) 2-5 2-5 3 l/defl >488 >271 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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.(lb/size) 2=318/0-3-8, 5=58/Mechanical, 3=77/Mechanical Max Horz 2=85(LC 10) Max Uplift2=-64(LC 6), 3=-50(LC 10) Max Grav 2=321(LC 17), 5=131(LC 5), 3=87(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down at 2-0-12, and 6 lb down at 4-0-12, and 6 lb down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 2-5=-16 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss J05 Truss Type JACK-OPEN Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702358 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:23 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-lrqXsoGrx_8f9WrG?MQYRQRMklJUj5H9J5OK69zBGy2 Scale = 1:18.7 1 2 4 6 3 5 3x4 6-3-4 6-3-4 6-4-10 0-1-6 7-5-8 1-0-14 -1-7-2 1-7-2 6-4-10 6-4-10 7-5-8 1-0-14 0-4-73-0-60-3-85.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.73 0.54 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.32 -0.00 (loc) 2-5 2-5 3 l/defl >488 >271 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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.(lb/size) 2=411/0-3-8, 5=58/Mechanical, 3=208/Mechanical Max Horz 2=143(LC 10) Max Uplift2=-89(LC 10), 3=-122(LC 10) Max Grav 2=421(LC 17), 5=131(LC 5), 3=245(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 3=122. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss J06 Truss Type JACK-OPEN Qty 6 Ply 1 L2-2853-2L Job Reference (optional) K4702359 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:23 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-lrqXsoGrx_8f9WrG?MQYRQRS4lMij5H9J5OK69zBGy2 Scale: 3/4"=1' 1 2 3 4 6 5 7 3x4 2x4 3x4 4-11-8 4-11-8 -1-7-2 1-7-2 4-11-8 4-11-8 0-4-72-5-45.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-0-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.32 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.05 0.00 (loc) 2-6 2-6 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=196/Mechanical, 2=340/0-3-8 Max Horz 2=122(LC 7) Max Uplift6=-61(LC 10), 2=-91(LC 10) Max Grav 6=220(LC 17), 2=345(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss J07 Truss Type JACK-OPEN Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702360 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:24 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-D1Ov38HTiHGWmgQSY3xn_dzfe8hMSYXJYl7tebzBGy1 Scale = 1:12.7 1 2 4 6 3 7 8 5 3x4 3-0-14 3-0-14 3-2-4 0-1-6 4-11-8 1-9-4 -1-7-2 1-7-2 3-2-4 3-2-4 4-11-8 1-9-4 0-4-71-8-60-3-85.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.21 0.37 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.06 -0.00 (loc) 2-5 2-5 3 l/defl >999 >889 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=298/0-3-8, 5=38/Mechanical, 3=77/Mechanical Max Horz 2=85(LC 10) Max Uplift2=-76(LC 6), 3=-50(LC 10) Max Grav 2=301(LC 17), 5=86(LC 5), 3=87(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down at 1-11-4, and 6 lb down at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 2-5=-16 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss J08 Truss Type JACK-OPEN Qty 9 Ply 1 L2-2853-2L Job Reference (optional) K4702361 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:28 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-6odQvWK_mWmyFIkEnv0j8T8Lcm7eOLWuTN55mMzBGxz Scale = 1:11.7 1 2 3 4 6 5 7 2x4 2x4 3x4 2-11-8 2-11-8 -1-7-2 1-7-2 2-11-8 2-11-8 0-4-11-6-135.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.21 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 0.00 (loc) 2-6 2-6 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=92/Mechanical, 2=271/0-3-8 Max Horz 2=78(LC 7) Max Uplift6=-25(LC 10), 2=-92(LC 6) Max Grav 6=101(LC 17), 2=273(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss S03 Truss Type Jack-Open Qty 2 Ply 1 L2-2853-2L Job Reference (optional) K4702362 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:28 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-6odQvWK_mWmyFIkEnv0j8T8Njm8FOLWuTN55mMzBGxz Scale = 1:9.7 1 2 43 5 3x4 1-2-9 1-2-9 2-0-0 0-9-7 -1-0-0 1-0-0 1-2-9 1-2-9 2-0-0 0-9-7 0-4-71-2-30-3-88.00 12 Plate Offsets (X,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.07 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2-5 2-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=159/0-3-8, 5=16/Mechanical, 3=15/Mechanical Max Horz 2=62(LC 8) Max Uplift2=-38(LC 8), 3=-20(LC 14) Max Grav 2=159(LC 1), 5=35(LC 3), 3=19(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss S04 Truss Type JACK-OPEN Qty 2 Ply 1 L2-2853-2L Job Reference (optional) K4702363 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:29 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-a?Bo6sLcXquptRJQLdXyhhhYT9UU7om2h1reJozBGxy Scale = 1:14.2 1 2 3 43x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 2-5-9 0-5-9 0-4-72-0-30-5-31-6-132-0-38.00 12 Plate Offsets (X,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.07 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2-4 2-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=67/Mechanical, 2=186/0-3-8, 4=16/Mechanical Max Horz 2=96(LC 8) Max Uplift3=-55(LC 8), 2=-39(LC 8) Max Grav 3=74(LC 16), 2=186(LC 1), 4=35(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 Job B1803160 Truss S05 Truss Type JACK-OPEN Qty 1 Ply 1 L2-2853-2L Job Reference (optional) K4702364 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed May 30 14:07:29 2018 Page 1 Builders First Source, Arlington,WA 98223 ID:12ebggH62MSeGN5kgaySHBytiUh-a?Bo6sLcXquptRJQLdXyhhhWI9UU7om2h1reJozBGxy Scale = 1:18.6 1 2 3 43x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 3-8-9 1-8-9 0-4-72-10-30-5-32-4-132-10-38.00 12 Plate Offsets (X,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 10.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2015/TPI2014 CSI. TC BC WB (Matrix) 0.21 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2-4 2-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=117/Mechanical, 2=225/0-3-8, 4=16/Mechanical Max Horz 2=133(LC 8) Max Uplift3=-90(LC 8), 2=-44(LC 8) Max Grav 3=126(LC 16), 2=225(LC 1), 4=35(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=110mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 250 Klug Circle Corona, CA 92880 May 30,2018 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 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System General Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.