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HomeMy WebLinkAboutTRUSS DRAWINGS - 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). December 1,2023 Hernandez, Marcos Pages or sheets covered by this seal: R79640880 thru R79640883 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 =5x121 2 163 26 2524 23 34 22 21 35 20 1918 17 15 28 33 27 144135 1261173229 1083130 9 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 -9-6 0-7-14 3-1-4 3-1-4 7-6-10 10 -7-14 Scale = 1:110.8 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 21-23 >999 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.90 Vert(CT)-0.98 21-23 >728 180 M18AHS 169/162 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.29 15 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 422 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 24-22:2x6 DF No.2 WEBS 2x4 DF No.2 *Except* 26-4,25-6,18-12,17-14:2x4 DF Stud OTHERS 2x4 DF Stud LBR SCAB 1-4 DF No.2 one side 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: 8-9-15 oc bracing: 23-25 9-10-3 oc bracing: 21-23. WEBS 1 Row at midpt 8-21, 10-21, 6-23, 12-20 REACTIONS (lb/size)3=3324/0-5-8, 15=3177/0-5-8 Max Horiz 3=174 (LC 14) Max Uplift 3=-545 (LC 10), 15=-453 (LC 11) Max Grav 3=3344 (LC 21), 15=3228 (LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-28=-7454/1011, 27-28=-7340/1013, 4-27=-7280/1039, 4-5=-6830/1004, 5-6=-6738/1026, 6-7=-5829/916, 7-29=-5742/926, 8-29=-5702/941, 8-30=-4702/802, 9-30=-4613/827, 9-31=-4613/836, 10-31=-4702/811, 10-32=-5715/945, 11-32=-5827/930, 11-12=-5925/920, 12-13=-6869/1042, 13-14=-6968/1017, 14-33=-7596/1089, 15-33=-7715/1071 BOT CHORD 3-26=-880/6887, 25-26=-880/6887, 24-25=-804/6392, 23-24=-804/6392, 23-34=-644/5446, 22-34=-644/5446, 21-22=-644/5446, 21-35=-652/5518, 20-35=-652/5518, 19-20=-821/6516, 18-19=-821/6516, 17-18=-950/7127, 15-17=-950/7127 WEBS 8-21=-1978/303, 9-21=-353/2405, 10-21=-2032/312, 4-25=-534/126, 6-25=-4/405, 6-23=-1188/231, 8-23=-87/879, 10-20=-94/894, 12-20=-1226/243, 12-18=-21/439, 14-18=-669/178 NOTES 1)Attached 12-0-0 scab 1 to 4, front face(s) 2x6 DF 2400F 2.0E with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 3-4-3 from end at joint 1, nail 3 row(s) at 4" o.c. for 3-4-10. 2)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) -3-11-10 to 1-6-6, Interior (1) 1-6-6 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 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 MT20 plates unless otherwise indicated. 8)All plates are 4x4 MT20 unless otherwise indicated. 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, with BCDL = 5.0psf. Job Truss Truss Type Qty Ply Precision Precast Office R79640880A1-S Common 13 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 E Jan 26 2023 Print: 8.630 E Jan 26 2023 MiTek Industries, Inc. Thu Nov 30 10:59:41 Page: 1 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-Md26II9W1RYnW0Jl3S8ib6_57ozE4BjOqRHcDNyE_VX Continued on page 2 * * 4-0-0 December 1,2023 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) 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 3 and 453 lb uplift at joint 15. 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 R79640880A1-S Common 13 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 E Jan 26 2023 Print: 8.630 E Jan 26 2023 MiTek Industries, Inc. Thu Nov 30 10:59:41 Page: 2 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-Md26II9W1RYnW0Jl3S8ib6_57ozE4BjOqRHcDNyE_VX 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 =5x121 2 14 33 3 24 2322 21 32 20 19 18 1716 15 13 26 31 25 4 12 115610 3027 7 92829 8 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 -11 -4 0-7-14 3-1-1 3-1-1 7-6-13 10 -7-14 Scale = 1:110.9 Plate Offsets (X, Y):[3:Edge,0-0-4], [13:Edge,0-0-4], [17:0-8-11,Edge], [22:0-8-11,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)-0.85 18-19 >842 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.90 Vert(CT)-1.23 18-19 >583 180 M18AHS 169/162 TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(CT)0.54 13 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 429 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 *Except* 10-16,12-15,4-24,6-23:2x4 DF Stud LBR SCAB 1-4 DF SS one side BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing. WEBS 1 Row at midpt 10-18, 6-21 WEBS 2 Rows at 1/3 pts 9-19, 7-19 REACTIONS (lb/size)3=4071/0-5-8, 13=3923/0-5-8 Max Horiz 3=174 (LC 18) Max Uplift 3=-663 (LC 10), 13=-570 (LC 11) Max Grav 3=4091 (LC 21), 13=3975 (LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-26=-9242/1463, 25-26=-9047/1472, 4-25=-8979/1475, 4-5=-8495/1422, 5-6=-8324/1430, 6-27=-7271/1277, 7-27=-7125/1284, 7-28=-5863/1093, 8-28=-5730/1103, 8-29=-5730/1112, 9-29=-5864/1102, 9-30=-7228/1287, 10-30=-7375/1280, 10-11=-8464/1446, 11-12=-8635/1438, 12-31=-9366/1528, 13-31=-9531/1520 BOT CHORD 3-24=-1292/8487, 23-24=-1292/8487, 22-23=-1198/7994, 21-22=-1198/7994, 21-32=-975/6759, 20-32=-975/6759, 19-20=-975/6759, 19-33=-963/6857, 18-33=-963/6857, 17-18=-1196/8114, 16-17=-1196/8114, 15-16=-1334/8786, 13-15=-1334/8786 WEBS 8-19=-479/2805, 9-18=-123/1058, 9-19=-2387/370, 10-18=-1541/292, 10-16=-25/436, 12-16=-736/192, 4-23=-535/126, 6-23=-2/379, 6-21=-1514/282, 7-21=-117/1048, 7-19=-2329/370 NOTES 1)Attached 12-0-0 scab 1 to 4, front face(s) 2x8 DF SS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 3-4-9 from end at joint 1, nail 3 row(s) at 6" o.c. for 3-4-5. 2)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) -3-11-15 to 1-6-1, Interior (1) 1-6-1 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 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 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. 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. Job Truss Truss Type Qty Ply Precision Precast Office R79640881A1D-S Common 1 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 E Jan 26 2023 Print: 8.630 E Jan 26 2023 MiTek Industries, Inc. Thu Nov 30 11:01:41 Page: 1 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-JvsrhgcQXcndXc3?fNp4_dVq7aGbxxHCfm5WysyE_Te Continued on page 2 * * 4-0-0 December 1,2023 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) 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 663 lb uplift at joint 3 and 570 lb uplift at joint 13. 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=-70, 2-3=-90, 3-8=-115 (F=-25), 8-13=-115 (F=-25), 13-14=-90, 3-13=-10 Job Truss Truss Type Qty Ply Precision Precast Office R79640881A1D-S Common 1 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 E Jan 26 2023 Print: 8.630 E Jan 26 2023 MiTek Industries, Inc. Thu Nov 30 11:01:41 Page: 2 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-JvsrhgcQXcndXc3?fNp4_dVq7aGbxxHCfm5WysyE_Te 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 =5x61 3623 65 64 63 62 61 60 59 58 57 56 55 54 5352 51 50 49 48 47 46 45 4443 42 41 40 39 38 37 35664345336327318309291028112712261325706714241523162268691721182019 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 14-6-9 44-6-9 28-1-4 30-0-0 60-0-0 11 -3-9 0-7-14 0-3-8 0-3-8 1-0-0 1-3-8 8-10 -10 10 -2-2 Scale = 1:111.3 Plate Offsets (X, Y):[3:0-0-7,0-2-0], [35:0-0-7,0-2-0], [52:0-1-8,0-1-8], [59:0-2-8,0-3-0] 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 0.36 Vert(LL)0.00 35-37 >999 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.07 Vert(CT)-0.01 35-37 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(CT)0.01 35 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 427 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Stud *Except* 51-19,53-18,54-17,55-16,50-20,49-21,48-22: 2x4 DF No.2 LBR SCAB 1-4 DF No.2 one side 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 19-51, 18-53, 17-54, 20-50, 21-49 REACTIONS All bearings 60-0-0. except 2=0-1-8 (lb) -Max Horiz 2=-1781 (LC 20), 3=1781 (LC 20) Max Uplift All uplift 100 (lb) or less at joint(s) 37, 38, 39, 40, 41, 42, 44, 45, 46, 47, 48, 49, 50, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65 except 3=-140 (LC 10), 35=-102 (LC 11) Max Grav All reactions 250 (lb) or less at joint (s) 38, 39, 40, 41, 42, 44, 45, 51, 58, 59, 60, 61, 62, 63, 64 except 3=583 (LC 21), 35=489 (LC 20), 37=299 (LC 22), 46=316 (LC 22), 47=320 (LC 22), 48=325 (LC 22), 49=324 (LC 22), 50=330 (LC 22), 53=326 (LC 21), 54=320 (LC 21), 55=321 (LC 21), 56=317 (LC 21), 57=303 (LC 21), 65=277 (LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-610/1812, 17-18=-122/263, 18-19=-131/279, 19-20=-131/273 WEBS 18-53=-305/76, 17-54=-300/100, 16-55=-301/62, 15-56=-296/50, 14-57=-283/51, 20-50=-309/74, 21-49=-304/100, 22-48=-304/63, 23-47=-299/50, 24-46=-296/51, 33-37=-265/68 NOTES 1)Attached 6-3-2 scab 1 to 4, front face(s) 2x6 DF No.2 with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 3-1-5 from end at joint 1, nail 3 row(s) at 3" o.c. for 3-1-15. 2)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) -3-11-10 to 1-6-6, Exterior(2N) 1-6-6 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)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. 5)Unbalanced snow loads have been considered for this design. 6)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. 7)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. 8)All plates are 3x4 MT20 unless otherwise indicated. 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. Job Truss Truss Type Qty Ply Precision Precast Office R79640882A1GD-S Common Supported Gable 1 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 E Jan 26 2023 Print: 8.630 E Jan 26 2023 MiTek Industries, Inc. Thu Nov 30 17:34:55 Page: 1 ID:ADLF8gbw9xUKg3LxI?ZqhvyqRqc-nZ?MclkYGfd1O1ja6f8cui1jR0aXF?J3HLK8bZyDZd0 * * 4-0-0 12)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 13)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 50, 49, 48, 47, 46, 45, 44, 42, 41, 40, 39, 38, 37 except (jt=lb) 3=140, 35=101. 14)Non Standard bearing condition. Review required. 15)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 16)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 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX HORZ. REACTIONS SPECIFIED BELOW. FAILURE TO DESIGN THE CONNECTION WILL VOID THIS REPAIR. December 1,2023 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 =4x4 =M18AHS 7x14 =4x6 =3x6 =4x4 =M18AHS 3x12 =6x6 =4x8 =4x4 =3x6 =4x6 =M18AHS 7x14 =4x4 =3x6 =7x8 =4x5 =3x4 =5x121 2 16 36 3 26 2524 23 35 22 21 20 1918 17 15 28 34 27 33144513 126 7 322911 1083031 9 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 -11 -1 0-7-14 3-1-4 3-1-4 7-6-10 10 -7-14 Scale = 1:110.8 Plate Offsets (X, Y):[3:Edge,0-0-4], [5:0-4-0,Edge], [13:0-4-0,Edge], [15:Edge,0-0-4] 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)-0.80 20-21 >895 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.78 Vert(CT)-1.14 20-21 >626 180 M18AHS 169/162 TCDL 10.0 Rep Stress Incr NO WB 0.94 Horz(CT)0.44 15 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 5.0 Weight: 401 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 *Except* 2-5,13-16:2x8 DF SS BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 *Except* 26-4,25-6,12-18,14-17:2x4 DF Stud LBR SCAB 1-4 DF SS one side BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing. WEBS 1 Row at midpt 8-21, 6-23, 10-21, 12-20 REACTIONS (lb/size)3=3488/0-5-8, 15=3344/0-5-8 Max Horiz 3=175 (LC 14) Max Uplift 3=-570 (LC 10), 15=-478 (LC 11) Max Grav 3=3507 (LC 21), 15=3395 (LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-28=-7615/1068, 27-28=-7425/1076, 4-27=-7351/1081, 4-5=-6837/1018, 5-6=-6733/1039, 6-7=-5830/937, 7-29=-5741/937, 8-29=-5703/952, 8-30=-4711/812, 9-30=-4623/838, 9-31=-4623/846, 10-31=-4712/821, 10-11=-5715/957, 11-32=-5832/943, 12-32=-5943/942, 12-13=-6867/1057, 13-14=-6981/1032, 14-33=-7611/1132, 33-34=-7716/1123, 15-34=-7881/1122 BOT CHORD 3-26=-924/6966, 25-26=-924/6966, 24-25=-813/6388, 23-24=-813/6388, 23-35=-652/5444, 22-35=-652/5444, 21-22=-652/5444, 21-36=-660/5533, 20-36=-660/5533, 19-20=-828/6515, 18-19=-828/6515, 17-18=-986/7238, 15-17=-986/7238 WEBS 9-21=-360/2414, 8-21=-1983/305, 4-25=-626/147, 6-25=-9/407, 6-23=-1184/233, 8-23=-91/892, 10-20=-97/903, 10-21=-2043/315, 12-20=-1209/243, 12-18=-28/452, 14-18=-791/203 NOTES 1)Attached 12-0-0 scab 1 to 4, front face(s) 2x8 DF SS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 3-3-15 from end at joint 1, nail 3 row(s) at 6" o.c. for 3-4-15. 2)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) -3-11-6 to 1-6-10, Interior (1) 1-6-10 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 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 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. 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. Job Truss Truss Type Qty Ply Precision Precast Office R79640883A2-S Common 1 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 E Jan 26 2023 Print: 8.630 E Jan 26 2023 MiTek Industries, Inc. Thu Nov 30 11:08:06 Page: 1 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-X_dOVJGwsvI_Dn??ijDM5pyZ4miTe1btB9sOz2yE_Nd Continued on page 2 * * 4-0-0 December 1,2023 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) 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 570 lb uplift at joint 3 and 478 lb uplift at joint 15. 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=-70, 2-3=-90, 3-27=-115 (F=-25), 9-27=-90, 9-33=-90, 15-33=-115 (F=-25), 15-16=-90, 3-15=-10 Job Truss Truss Type Qty Ply Precision Precast Office R79640883A2-S Common 1 1232565 Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 E Jan 26 2023 Print: 8.630 E Jan 26 2023 MiTek Industries, Inc. Thu Nov 30 11:08:06 Page: 2 ID:i1ntxKaHOdMT2vmklH2b8iyqRqd-X_dOVJGwsvI_Dn??ijDM5pyZ4miTe1btB9sOz2yE_Nd 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 .