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HomeMy WebLinkAboutTRUSS DRAWINGS BLDG FINAL 2 - 23-00435 - Precision Precast - New Commercial Bldg400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 MiTek, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Sunpro Corporation (Lindon, UT). November 30,2023 Hernandez, Marcos Pages or sheets covered by this seal: R79634533 thru R79634537 My license renewal date for the state of Idaho is January 31, 2024. Idaho COA: 853 232565 Precision Precast Office IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com 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 and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 412 =5x12 =3x4 =4x6 =M18AHS 6x8 =4x6 =7x8 WB =6x6 =4x8 =4x6 =M18AHS 6x8 =4x6 =3x4 =5x12 1 152 25 2423 22 32 21 20 33 19 1817 16 14 3126 133124 1151063027 972928 8 2-0-0 62-0-0 2-0-0 -2-0-0 7-5-0 52-3-1 7-5-0 15-1-15 7-5-0 22-7-0 7-5-0 44-10-1 7-5-0 37-5-0 7-5-0 30-0-0 7-8-15 7-8-15 7-8-15 60-0-0 7-5-0 52-3-1 7-5-0 15-1-15 7-5-0 44-10-1 7-5-0 37-5-0 7-5-0 22-7-0 7-5-0 30-0-0 7-8-15 60-0-0 7-8-15 7-8-15 11 -1-13 0-7-14 10 -7-14 Scale = 1:106.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL)-0.69 20-22 >999 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.92 Vert(CT)-0.99 20-22 >723 180 M18AHS 169/162 TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(CT)0.29 14 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 397 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 23-21:2x6 DF No.2 WEBS 2x4 DF No.2 *Except* 25-3,24-5,17-11,16-13:2x4 DF Stud OTHERS 2x4 DF Stud 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, Except: 2-2-0 oc bracing: 22-24 9-8-14 oc bracing: 20-22. WEBS 1 Row at midpt 7-20, 9-20, 5-22, 11-19 REACTIONS (size)2=0-5-8, 14=0-5-8 Max Horiz 2=-156 (LC 15) Max Uplift 2=-455 (LC 10), 14=-455 (LC 11) Max Grav 2=3204 (LC 21), 14=3204 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79, 2-3=-7648/1112, 3-5=-6892/1052, 5-7=-5859/956, 7-8=-4718/845, 8-9=-4718/845, 9-11=-5857/956, 11-13=-6894/1052, 13-14=-7647/1112, 14-15=0/79 BOT CHORD 2-25=-955/7065, 24-25=-955/7065, 22-24=-828/6443, 20-22=-659/5473, 19-20=-676/5472, 17-19=-844/6445, 16-17=-971/7064, 14-16=-971/7064 WEBS 7-20=-2000/312, 8-20=-359/2416, 9-20=-1998/312, 3-25=0/212, 3-24=-670/176, 5-24=-20/437, 5-22=-1210/243, 7-22=-94/890, 9-19=-94/888, 11-19=-1213/243, 11-17=-20/438, 13-17=-667/177, 13-16=0/213 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.87; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-14 to 3-5-2, Interior (1) 3-5-2 to 30-0-0, Exterior(2R) 30-0-0 to 35-6-0, Interior (1) 35-6-0 to 62-0-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner’s authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x4 MT20 unless otherwise indicated. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 10)All bearings are assumed to be DF 2400F 2.0E crushing capacity of 670 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2 and 455 lb uplift at joint 14. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Precision Precast Office R79634533A1Common131232565Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Nov 29 15:43:33 Page: 1 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 30,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com 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 and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 412 =5x12 =3x4 =4x5 =7x8 =3x6 =4x5 =M18AHS 10x18 =3x6 =4x5 =M18AHS 10x18 =8x8 =5x8 =4x5 =3x6 =M18AHS 10x18 =4x5 =3x6 =7x8 =4x5 =3x4 =5x12 1 13 31 2 23 2221 20 30 19 18 17 1615 14 12 24 29 3 11 10459 25 28 6 82627 7 2-0-0 62-0-0 2-0-0 -2-0-0 7-4-15 52-2-13 7-4-15 15 -2-2 7-4-15 22-7-1 7-4-15 44 -9-14 7-4-15 37-4-15 7-4-15 30-0-0 7-9-3 7-9-3 7-9-3 60 -0-0 7-4-15 52-2-13 7-4-15 15 -2-2 7-4-15 37-4-15 7-4-15 22-7-1 7-4-15 30-0-0 7-4-15 44 -9-14 7-9-3 7-9-3 7-9-3 60 -0-0 11 -3-10 0-7-14 10 -7-14 Scale = 1:107 Plate Offsets (X, Y):[2:Edge,0-0-4], [12:Edge,0-0-4], [16:0-8-11,Edge], [21:0-8-11,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL)-0.86 18-20 >834 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.89 Vert(CT)-1.24 18-20 >578 180 M18AHS 169/162 TCDL 10.0 Rep Stress Incr NO WB 0.80 Horz(CT)0.55 12 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 395 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 *Except* 9-15,11-14,3-23,5-22:2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 1 Row at midpt 9-17, 5-20 WEBS 2 Rows at 1/3 pts 8-18, 6-18 REACTIONS (size)2=0-5-8, 12=0-5-8 Max Horiz 2=156 (LC 14) Max Uplift 2=-572 (LC 10), 12=-572 (LC 11) Max Grav 2=3951 (LC 21), 12=3951 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79, 2-3=-9464/1552, 3-5=-8561/1457, 5-6=-7307/1299, 6-7=-5886/1121, 7-8=-5886/1121, 8-9=-7307/1299, 9-11=-8561/1457, 11-12=-9464/1551, 12-13=0/79 BOT CHORD 2-23=-1372/8723, 22-23=-1372/8723, 20-22=-1222/8043, 18-20=-990/6796, 17-18=-1007/6796, 15-17=-1237/8043, 14-15=-1389/8723, 12-14=-1389/8723 WEBS 7-18=-486/2818, 8-17=-123/1053, 8-18=-2353/379, 9-17=-1528/292, 9-15=-25/435, 11-15=-734/192, 11-14=0/219, 3-23=0/219, 3-22=-734/188, 5-22=-23/435, 5-20=-1528/292, 6-20=-123/1053, 6-18=-2353/379 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.87; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-1-2 to 3-4-14, Interior (1) 3-4-14 to 30-0-0, Exterior(2R) 30-0-0 to 35-6-0, Interior (1) 35-6-0 to 62-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner’s authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 9)All bearings are assumed to be DF 2400F 2.0E crushing capacity of 670 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 2 and 572 lb uplift at joint 12. 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)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 (lb/ft) Vert: 1-2=-90, 2-7=-115 (F=-25), 7-12=-115 (F=-25), 12-13=-90, 2-12=-10 Job Truss Truss Type Qty Ply Precision Precast Office R79634534A1DCommon11232565Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Nov 29 15:43:35 Page: 1 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 30,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com 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 and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 412 =5x6 =4x5 =4x4 =4x6 =5x5 =3x6 =5x6 =5x6 =4x6 =4x4 =4x5 =5x6 1 352 64 63 62 61 60 59 58 57 56 55 54 53 5251 50 49 48 47 46 45 44 4342 41 40 39 38 37 36 34 3 33432531630729828927102611251224656813231422152166671620171918 2-0-0 62 -0-0 2-0-0 -2-0-0 1-10-12 1-10-12 1-10-12 60-0-0 13-6-10 58-1-4 13-6-10 15 -5-7 14-6-9 44-6-9 14 -6-9 30 -0-0 60-0-0 10 -8-0 0-7-14 0-3-8 0-3-8 1-0-0 1-3-8 8-10 -10 10 -2-2 Scale = 1:108.3 Plate Offsets (X, Y):[2:0-0-8,0-1-12], [34:0-0-8,0-1-12], [51:0-1-8,0-1-8], [58:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.07 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(CT)0.01 34 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 414 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Stud *Except* 50-18,52-17,53-16,54-15,49-19,48-20,47-21: 2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 18-50, 17-52, 16-53, 19-49, 20-48 REACTIONS (size)2=60-0-0, 34=60-0-0, 36=60-0-0, 37=60-0-0, 38=60-0-0, 39=60-0-0, 40=60-0-0, 41=60-0-0, 43=60-0-0, 44=60-0-0, 45=60-0-0, 46=60-0-0, 47=60-0-0, 48=60-0-0, 49=60-0-0, 50=60-0-0, 52=60-0-0, 53=60-0-0, 54=60-0-0, 55=60-0-0, 56=60-0-0, 57=60-0-0, 58=60-0-0, 59=60-0-0, 60=60-0-0, 61=60-0-0, 62=60-0-0, 63=60-0-0, 64=60-0-0 Max Horiz 2=149 (LC 14) Max Uplift 2=-83 (LC 10), 34=-101 (LC 11), 36=-49 (LC 15), 37=-42 (LC 11), 38=-39 (LC 15), 39=-39 (LC 11), 40=-39 (LC 15), 41=-39 (LC 11), 43=-39 (LC 15), 44=-39 (LC 11), 45=-39 (LC 15), 46=-38 (LC 15), 47=-40 (LC 11), 48=-46 (LC 11), 49=-19 (LC 15), 52=-26 (LC 14), 53=-44 (LC 10), 54=-40 (LC 10), 55=-38 (LC 14), 56=-39 (LC 10), 57=-39 (LC 14), 58=-38 (LC 10), 59=-40 (LC 14), 60=-39 (LC 14), 61=-39 (LC 10), 62=-39 (LC 14), 63=-44 (LC 10), 64=-41 (LC 14) Max Grav 2=488 (LC 20), 34=489 (LC 20), 36=298 (LC 22), 37=168 (LC 1), 38=206 (LC 22), 39=199 (LC 1), 40=200 (LC 22), 41=200 (LC 22), 43=200 (LC 1), 44=218 (LC 22), 45=303 (LC 22), 46=316 (LC 22), 47=321 (LC 22), 48=320 (LC 22), 49=325 (LC 22), 50=196 (LC 27), 52=325 (LC 21), 53=320 (LC 21), 54=321 (LC 21), 55=316 (LC 21), 56=303 (LC 21), 57=219 (LC 21), 58=201 (LC 1), 59=199 (LC 1), 60=200 (LC 21), 61=199 (LC 1), 62=206 (LC 21), 63=168 (LC 1), 64=298 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-4=-162/103, 4-5=-129/104, 5-6=-107/112, 6-7=-90/121, 7-8=-76/134, 8-9=-64/148, 9-11=-51/161, 11-12=-63/175, 12-13=-75/188, 13-14=-87/202, 14-15=-98/217, 15-16=-109/240, 16-17=-122/263, 17-18=-131/279, 18-19=-131/272, 19-20=-122/243, 20-21=-109/220, 21-22=-98/197, 22-23=-87/175, 23-24=-75/152, 24-25=-64/130, 25-27=-52/108, 27-28=-41/85, 28-29=-37/63, 29-30=-38/41, 30-31=-37/32, 31-32=-55/20, 32-34=-81/40, 34-35=0/66 BOT CHORD 2-64=-40/97, 63-64=-40/97, 62-63=-40/97, 61-62=-40/97, 60-61=-40/97, 59-60=-40/97, 57-59=-40/97, 56-57=-39/97, 55-56=-39/97, 54-55=-39/97, 53-54=-39/97, 52-53=-39/97, 50-52=-39/97, 49-50=-39/97, 48-49=-39/97, 47-48=-39/97, 46-47=-39/97, 45-46=-39/97, 44-45=-39/97, 43-44=-39/97, 41-43=-39/97, 40-41=-39/97, 39-40=-39/97, 38-39=-39/97, 37-38=-39/97, 36-37=-39/97, 34-36=-39/97 WEBS 18-50=-176/13, 17-52=-305/76, 16-53=-300/100, 15-54=-301/62, 14-55=-296/50, 13-56=-283/51, 12-57=-198/51, 11-58=-181/50, 9-59=-180/51, 8-60=-180/51, 7-61=-179/51, 6-62=-185/51, 5-63=-154/52, 4-64=-264/61, 19-49=-305/75, 20-48=-300/100, 21-47=-301/63, 22-46=-296/50, 23-45=-283/51, 24-44=-198/51, 25-43=-180/51, 27-41=-180/51, 28-40=-180/51, 29-39=-179/51, 30-38=-185/52, 31-37=-154/50, 32-36=-264/68 Job Truss Truss Type Qty Ply Precision Precast Office R79634535A1GDCommon Supported Gable 1 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Nov 29 15:43:36 Page: 1 ID:ADLF8gbw9xUKg3LxI?ZqhvyqRqc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 November 30,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com 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 and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.87; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -2-0-14 to 3-5-2, Exterior(2N) 3-5-2 to 30-0-0, Corner(3R) 30-0-0 to 35-6-0, Exterior(2N) 35-6-0 to 62-0-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner’s authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 7)All plates are 3x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 12)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 13)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 2, 26 lb uplift at joint 52, 44 lb uplift at joint 53, 40 lb uplift at joint 54, 38 lb uplift at joint 55, 39 lb uplift at joint 56, 39 lb uplift at joint 57, 38 lb uplift at joint 58, 40 lb uplift at joint 59, 39 lb uplift at joint 60, 39 lb uplift at joint 61, 39 lb uplift at joint 62, 44 lb uplift at joint 63, 41 lb uplift at joint 64, 19 lb uplift at joint 49, 46 lb uplift at joint 48, 40 lb uplift at joint 47, 38 lb uplift at joint 46, 39 lb uplift at joint 45, 39 lb uplift at joint 44, 39 lb uplift at joint 43, 39 lb uplift at joint 41, 39 lb uplift at joint 40, 39 lb uplift at joint 39, 39 lb uplift at joint 38, 42 lb uplift at joint 37, 49 lb uplift at joint 36 and 101 lb uplift at joint 34. 14)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Precision Precast Office R79634535A1GDCommon Supported Gable 1 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Nov 29 15:43:36 Page: 2 ID:ADLF8gbw9xUKg3LxI?ZqhvyqRqc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com 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 and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 412 =5x12 =3x4 =4x5 =7x8 =3x6 =4x4 =M18AHS 10x18 =4x6 =3x6 =4x4 =M18AHS 3x12 =6x6 =4x8 =4x4 =3x6 =4x6 =M18AHS 10x18 =4x4 =3x6 =7x8 =4x5 =3x4 =5x12 1 15 35 2 25 2423 22 34 21 20 19 1817 16 14 26 33 3227133412 115 6 312810 972930 8 1-11-7 -1-11-7 1-11-7 61-11-7 7-4-15 44-9-14 7-5-3 22-7-11 7-4-15 52-2-13 7-5-3 15-2-9 7-4-5 30 -0-0 7-4-15 37-4-15 7-9-3 60-0-0 7-9-6 7-9-6 7-4-5 30 -0-0 7-4-15 52-2-13 7-4-15 37-4-15 7-4-15 44-9-14 7-5-3 15-2-9 7-5-3 22-7-11 7-9-3 60-0-0 7-9-6 7-9-6 11 -3-7 0-7-14 10 -7-14 Scale = 1:106.8 Plate Offsets (X, Y):[2:Edge,0-0-4], [4:0-4-0,Edge], [12:0-4-0,Edge], [14:Edge,0-0-4], [18:0-8-11,Edge], [23:0-8-4,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL)-0.81 19-20 >886 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.78 Vert(CT)-1.15 19-20 >621 180 M18AHS 169/162 TCDL 10.0 Rep Stress Incr NO WB 0.93 Horz(CT)0.44 14 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 367 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 *Except* 1-4,12-15:2x8 DF SS BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 *Except* 25-3,24-5,11-17,13-16:2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. WEBS 1 Row at midpt 7-20, 5-22, 9-20, 11-19 REACTIONS (size)2=0-5-8, 14=0-5-8 Max Horiz 2=-157 (LC 19) Max Uplift 2=-481 (LC 10), 14=-481 (LC 11) Max Grav 2=3373 (LC 21), 14=3371 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-7821/1154, 3-5=-6908/1067, 5-7=-5869/968, 7-8=-4730/856, 8-9=-4731/856, 9-11=-5877/968, 11-13=-6909/1067, 13-14=-7817/1152, 14-15=0/77 BOT CHORD 2-25=-999/7183, 24-25=-999/7183, 22-24=-838/6444, 20-22=-668/5474, 19-20=-685/5483, 17-19=-854/6446, 16-17=-1014/7179, 14-16=-1014/7179 WEBS 8-20=-367/2427, 7-20=-2007/314, 3-25=0/222, 3-24=-797/200, 5-24=-27/454, 5-22=-1206/244, 7-22=-98/901, 9-19=-97/897, 9-20=-2009/315, 11-19=-1197/243, 11-17=-28/451, 13-17=-790/203, 13-16=0/221 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.87; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-9 to 3-5-7, Interior (1) 3-5-7 to 30-0-0, Exterior(2R) 30-0-0 to 35-6-0, Interior (1) 35-6-0 to 62-0-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner’s authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 9)All bearings are assumed to be DF 2400F 2.0E crushing capacity of 670 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 2 and 481 lb uplift at joint 14. 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)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 (lb/ft) Vert: 1-2=-90, 2-27=-115 (F=-25), 8-27=-90, 8-32=-90, 14-32=-115 (F=-25), 14-15=-90, 2-14=-10 Job Truss Truss Type Qty Ply Precision Precast Office R79634536A2Common11232565Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Nov 29 15:43:37 Page: 1 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 30,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com 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 and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 412 =3x4 =5x5 =3x4 1 2 13 12 11 10 9 14 3 4 5 6 7 8 1-5-11 -1-5-11 2-5-1 2-5-1 8-1-4 10-6-5 10-6-5 4-0-0 0-5-13 3-6-2 0-3-8 0-3-8 1-0-0 1-3-8 Scale = 1:29.4 Plate Offsets (X, Y):[2:0-0-12,0-2-4], [2:0-4-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.09 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT)0.00 9 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 49 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 *Except* 2-8:2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=10-0-0, 9=10-0-0, 10=10-0-0, 11=10-0-0, 12=10-0-0, 13=10-0-0 Max Horiz 2=124 (LC 11) Max Uplift 2=-78 (LC 10), 9=-13 (LC 11), 10=-42 (LC 14), 11=-33 (LC 14), 12=-121 (LC 21), 13=-66 (LC 14) Max Grav 2=381 (LC 21), 9=107 (LC 21), 10=314 (LC 21), 11=266 (LC 21), 12=20 (LC 20), 13=605 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65, 2-4=-219/121, 4-5=-141/73, 5-6=-143/89, 6-7=-107/80, 7-8=-57/59, 8-9=-100/51 BOT CHORD 2-13=-50/66, 12-13=-50/66, 11-12=-50/66, 10-11=-50/66, 9-10=-50/66 WEBS 4-13=-526/206, 7-10=-293/139, 6-11=-240/110, 5-12=-24/81 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.87; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -2-0-14 to 0-11-2, Exterior(2N) 0-11-2 to 9-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 9, 78 lb uplift at joint 2, 66 lb uplift at joint 13, 42 lb uplift at joint 10, 33 lb uplift at joint 11 and 121 lb uplift at joint 12. 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 14)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Precision Precast Office R79634537M1Monopitch Supported Gable 1 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Nov 29 15:43:37 Page: 1 ID:ADLF8gbw9xUKg3LxI?ZqhvyqRqc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 30,2023 LA T E R A L B R A C I N G L O C A T I O N In 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 re 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 nu m b e r / l e t t e r w h e r e b e a r i n g s o c c u r . Mi 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 . In 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 by 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 ou t p u t . U s e T o r I b r a c i n g if i n d i c a t e d . Th 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 wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di 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 . Ap 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 an d f u l l y e m b e d t e e t h . 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 . 10 . 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 . 11 . 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 . 12 . 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 . 13 . 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 . 14 . 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 . 15 . 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 . 16 . 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 . 17 . 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 . 18 . 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 . 19 . 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 . 20 . 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 . 21 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . Fa 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 Da m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 2 3 M i T e k ® A l l R i g h t s R e s e r v e d Mi 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 / 2 / 2 0 2 3 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 9 8 8 , E S R - 2 3 6 2 , E S R - 2 6 8 5 , E S R - 3 2 8 2 ES R - 4 7 2 2 , E S L - 1 3 8 8 JO 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 AR 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 TH E L E F T . CH 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 NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 2/1 PL 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 * Pl 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 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN 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 . DS B - 2 2 : D e s i g n S t a n d a r d f o r B r a c i n g . BC 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 , R e s t r a i n 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 WE B S Tr 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 tr u s s u n l e s s o t h e r w i s e s h o w n . Lu 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 se 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 es t a b l i s h e d b y o t h e r s . di 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 L Jo i n t I D ty p .