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HomeMy WebLinkAboutTRUSS SPECS ENGINEERED 2 - 18-00488 - 395 Eagle Summit St - New SFR (2)Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC West-Idaho Falls, ID. Pages or sheets covered by this seal: R56426931 thru R56426934 My license renewal date for the state of Idaho is January 31, 2020. Idaho COA: 853 18-080233T 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: PACKER RESIDENCE MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 MiTek USA, Inc. December 11,2018 Hernandez, Marcos Job 18-080233T Truss A7 Truss Type Common Qty 1 Ply 1 PACKER RESIDENCE Job Reference (optional) R56426931 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Dec 11 10:58:01 2018 Page 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 ID:Jkha8UC898?iRDSvS50j?lyBduX-daimZr6R3Lq_jwkSf?vaeYJUCvHZPJuxD7QyhRyA39a Scale = 1:84.9 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 5x8 4x5 3x4 3x4 5x8 3x4 3x4 5x6 3x6 2x4 5x8 5x6 6x12 8x12 3x6 5x6 3x6 2x4 4x8 3x6 5x6 6-7-11 6-7-11 10-11-0 4-3-5 11-1-12 0-2-12 13-4-8 2-2-12 19-0-7 5-7-15 25-11-0 6-10-9 26-11-1 1-0-1 34-10-13 7-11-12 35-0-9 0-1-12 39-4-0 4-3-6 45-11-8 6-7-9 -1-6-0 1-6-0 6-7-11 6-7-11 11-1-12 4-6-1 13-4-8 2-2-12 16-5-0 3-0-8 22-11-12 6-6-12 25-11-0 2-11-4 29-6-8 3-7-8 34-10-13 5-4-5 39-4-0 4-5-2 45-11-8 6-7-9 47-5-8 1-6-0 0- 5 - 0 11 - 1 0 - 1 4 0- 5 - 0 3- 0 - 0 6.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0], [10:0-3-0,0-3-0], [12:0-0-0,0-1-1], [20:0-2-0,0-2-4] LOADING (psf) TCLL (Roof Snow=35.0) TCDL BCLL BCDL 35.0 7.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.81 0.51 0.69 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.20 -0.34 0.13 0.08 (loc) 18-19 15-17 12 15-17 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 278 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 5-21: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std *Except* 7-18,15-18,9-15,7-19: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING- TOP CHORD Sheathed or 2-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-15, 7-19, 6-20 REACTIONS.(lb/size) 22=3128/0-5-8, 12=1635/0-5-8 Max Horz 22=216(LC 14) Max Uplift 22=-614(LC 10), 12=-379(LC 11) Max Grav 22=3132(LC 17), 12=1866(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-247/1038, 3-4=-304/1538, 4-5=-460/1112, 5-6=-449/1249, 6-7=-1292/224, 7-8=-2329/447, 8-9=-2353/387, 9-10=-2630/612, 10-11=-2639/514, 11-12=-3135/573 BOT CHORD 2-23=-803/301, 22-23=-803/301, 19-20=-315/787, 18-19=0/1360, 8-18=-443/111, 14-15=-400/2654, 12-14=-400/2654 WEBS 3-22=-659/231, 20-22=-2249/686, 4-20=-118/866, 7-18=-378/1873, 15-18=-118/2381, 9-18=-527/317, 10-15=-382/192, 11-15=-483/198, 4-22=-1027/134, 6-19=-152/854, 7-19=-731/221, 6-20=-2531/419 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=614, 12=379. 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270Roseville, CA 95661 December 11,2018 Job 18-080233T Truss A7A Truss Type COMMON Qty 1 Ply 1 PACKER RESIDENCE Job Reference (optional) R56426932 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Dec 11 10:58:02 2018 Page 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 ID:Jkha8UC898?iRDSvS50j?lyBduX-5mG8nB63qfyrL4JeDiRpBmrfAJcO8m74SnAVEtyA39Z Scale = 1:83.8 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 5x6 4x5 3x4 3x4 5x8 3x4 3x4 5x6 3x6 2x4 5x8 5x6 6x12 8x12 3x6 5x6 3x6 2x4 4x8 3x6 5x6 6-7-11 6-7-11 10-11-0 4-3-5 11-1-12 0-2-12 13-4-8 2-2-12 19-0-7 5-7-15 25-11-0 6-10-9 26-11-1 1-0-1 34-10-13 7-11-12 35-0-9 0-1-12 39-4-0 4-3-6 45-11-8 6-7-9 -1-6-0 1-6-0 6-7-11 6-7-11 11-1-12 4-6-1 13-4-8 2-2-12 16-5-0 3-0-8 22-11-12 6-6-12 25-11-0 2-11-4 29-6-8 3-7-8 34-10-13 5-4-5 39-4-0 4-5-2 45-11-8 6-7-9 0- 5 - 0 11 - 1 0 - 1 4 0- 5 - 0 3- 0 - 0 6.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0], [10:0-3-0,0-3-0], [12:0-0-0,0-1-1], [19:0-2-0,0-2-4] LOADING (psf) TCLL (Roof Snow=35.0) TCDL BCLL BCDL 35.0 7.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.79 0.60 0.69 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.20 -0.34 0.13 0.08 (loc) 17-18 14-16 12 14-16 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 276 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 5-20: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std *Except* 7-17,14-17,9-14,7-18: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING- TOP CHORD Sheathed or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-14, 7-18, 6-19 REACTIONS.(lb/size) 21=3132/0-5-8, 12=1481/0-5-8 Max Horz 21=228(LC 14) Max Uplift 21=-614(LC 10), 12=-330(LC 11) Max Grav 21=3132(LC 1), 12=1711(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-247/1038, 3-4=-304/1538, 4-5=-448/1123, 5-6=-437/1262, 6-7=-1298/238, 7-8=-2338/461, 8-9=-2363/402, 9-10=-2646/618, 10-11=-2657/521, 11-12=-3179/589 BOT CHORD 2-22=-803/301, 21-22=-803/301, 18-19=-308/791, 17-18=0/1365, 8-17=-442/110, 13-14=-440/2698, 12-13=-440/2698 WEBS 3-21=-659/231, 19-21=-2249/664, 4-19=-112/869, 7-17=-387/1881, 14-17=-154/2392, 9-17=-532/313, 10-14=-375/189, 11-14=-520/212, 4-21=-1031/150, 6-18=-149/856, 7-18=-732/218, 6-19=-2510/410 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=614, 12=330. 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270Roseville, CA 95661 December 11,2018 Job 18-080233T Truss A8A Truss Type COMMON Qty 3 Ply 1 PACKER RESIDENCE Job Reference (optional) R56426933 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Dec 11 10:58:03 2018 Page 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 ID:Jkha8UC898?iRDSvS50j?lyBduX-ZzpX_X7hby4hyEuqmQy2jzOpaj0PtDPDhRv2mKyA39Y Scale = 1:80.7 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 5x6 3x6 2x4 2x4 6x12 2x4 3x4 2x4 3x4 1.5x4 5x8 5x6 6x12 6x12 3x4 5x8 6x8 4x8 3x4 6-7-11 6-7-11 10-11-0 4-3-5 11-1-12 0-2-12 13-4-8 2-2-12 19-0-7 5-7-15 25-11-0 6-10-9 26-11-1 1-0-1 34-10-13 7-11-12 35-0-9 0-1-12 40-6-14 5-6-5 41-5-8 0-10-10 -1-6-0 1-6-0 6-7-11 6-7-11 11-1-12 4-6-1 13-4-8 2-2-12 16-5-0 3-0-8 22-11-12 6-6-12 25-11-0 2-11-4 29-6-8 3-7-8 34-10-13 5-4-5 40-6-14 5-8-1 41-5-8 0-10-10 0- 5 - 0 11 - 1 0 - 1 4 2- 8 - 0 3- 0 - 0 6.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-1], [4:0-3-0,0-3-0], [10:0-4-0,0-3-0], [11:Edge,0-2-4] LOADING (psf) TCLL (Roof Snow=35.0) TCDL BCLL BCDL 35.0 7.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.88 0.36 0.69 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.15 -0.26 0.07 0.04 (loc) 15-16 13-14 12 13-14 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 264 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 5-18: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std *Except* 7-15,13-15,9-13,7-16: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING- TOP CHORD Sheathed or 4-5-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-13, 7-16, 6-17 REACTIONS.(lb/size) 12=1233/0-5-8, 19=2948/0-5-8 Max Horz 19=284(LC 10) Max Uplift 12=-268(LC 11), 19=-596(LC 10) Max Grav 12=1496(LC 18), 19=2948(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-247/1038, 3-4=-304/1538, 4-5=-399/1241, 5-6=-389/1357, 6-7=-1004/228, 7-8=-1826/405, 8-9=-1840/340, 9-10=-1689/439, 10-11=-1697/301, 11-12=-1458/286 BOT CHORD 2-20=-803/301, 19-20=-803/301, 16-17=-350/571, 15-16=-16/1063, 8-15=-469/122 WEBS 3-19=-659/231, 17-19=-2244/564, 4-17=-150/672, 7-15=-315/1413, 13-15=-150/1737, 9-15=-254/219, 9-13=-484/86, 10-13=-545/278, 11-13=-187/1450, 4-19=-819/208, 6-16=-131/773, 7-16=-651/199, 6-17=-2357/357 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=268, 19=596. 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270Roseville, CA 95661 December 11,2018 Job 18-080233T Truss HJ1A Truss Type Roof Special Girder Qty 1 Ply 1 PACKER RESIDENCE Job Reference (optional) R56426934 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Dec 11 09:00:30 2018 Page 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 ID:Jkha8UC898?iRDSvS50j?lyBduX-aZybB?rVySrYbor9B0SW2jzxAz2hplusUo0KQIyA37F Scale = 1:33.8 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 20 21 22 23 4x8 3x4 6x8 4x5 4x5 2x4 3x4 4x5 4x12 6x8 3x6 Special Special Special Special Special Special Special Special Special Special Special Special Special Special 0-0-8 0-0-8 2-4-9 2-4-2 4-9-3 2-4-9 8-5-5 3-8-3 13-2-0 4-8-11 -2-6-0 2-6-0 2-4-9 2-4-9 4-9-3 2-4-9 8-5-5 3-8-3 13-2-0 4-8-11 0- 8 - 0 5- 1 1 - 3 5- 3 - 1 5 0- 7 - 4 4.80 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-0], [9:0-3-8,0-3-0] LOADING (psf) TCLL (Roof Snow=35.0) TCDL BCLL BCDL 35.0 7.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-SH 0.84 0.94 0.49 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.15 -0.20 0.04 0.09 (loc) 8-9 8-9 8 8-9 l/defl >999 >799 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 76 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 5-11: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E 1-6-7 BRACING- TOP CHORD Sheathed or 4-2-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS.(lb/size) 8=1500/Mechanical, 2=1140/0-8-3 Max Horz 2=250(LC 35) Max Uplift 8=-563(LC 10), 2=-356(LC 6) Max Grav 8=1701(LC 17), 2=1206(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1588/423, 3-13=-1503/422, 4-13=-1498/417, 4-14=-2373/719, 14-15=-2352/719, 5-15=-2319/719, 5-16=-1773/467, 6-16=-1646/474 BOT CHORD 2-18=-553/1296, 12-18=-553/1296, 10-20=-841/2227, 9-20=-837/2219, 9-21=-546/1603, 21-22=-546/1603, 22-23=-546/1603, 8-23=-546/1603 WEBS 4-12=-424/196, 10-12=-501/1119, 4-10=-286/927, 5-9=-680/321, 6-9=-377/1110, 6-8=-1891/646 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 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 563 lb uplift at joint 8 and 356 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 166 lb up at 1-9-14, 84 lb down and 33 lb up at 3-3-4, 88 lb down and 48 lb up at 4-3-14, 83 lb down and 42 lb up at 6-7-4, and 54 lb down and 8 lb up at 6-9-14, and 82 lb down and 51 lb up at 9-3-14 on top chord, and 53 lb up at 1-9-14, 5 lb down at 3-3-4, 7 lb down at 4-7-7, 131 lb down and 55 lb up at 6-7-4, 119 lb down and 93 lb up at 6-9-14, 134 lb down and 81 lb up at 9-3-14, and 484 lb down and 131 lb up at 9-11-4, and 326 lb down and 155 lb up at 11-9-14 on bottom 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 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270Roseville, CA 95661 December 11,2018 Job 18-080233T Truss HJ1A Truss Type Roof Special Girder Qty 1 Ply 1 PACKER RESIDENCE Job Reference (optional) R56426934 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Dec 11 09:00:31 2018 Page 2 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 ID:Jkha8UC898?iRDSvS50j?lyBduX-2mWzOLs7jmzPDyQMkjzlaxW6wNNwYC80jSmuzlyA37E LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-84, 2-11=-14, 8-10=-14 Concentrated Loads (lb) Vert: 13=27(F) 16=-1(B) 17=-0(F) 18=19(F) 20=-249(F=-118, B=-131) 21=-134(F) 22=-484(B) 23=-326(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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270Roseville, CA 95661 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s .