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HomeMy WebLinkAboutRANGE SIDE - 21-00589 - Madison Armory - Indoor Gun RangeMiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 MiTek USA, 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 Snake River. December 6,2021 Hernandez, Marcos Pages or sheets covered by this seal: R68961111 thru R68961138 My license renewal date for the state of Idaho is January 31, 2022. Idaho COA: 853 J0846-21 Blaser Const / Madison Armory 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. 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =MT18HS 3x8 =MT18HS 4x8 =3x4 =3x4 =5x6 =3x4 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 135 2 3 36 4 5 6 7 8 9 10 37 11 12 13 14 1538 16 17 34 1-6-0 -1-6-0 0-5-8 27-2-0 26-8-8 26-8-8 27-2-0 5- 9 - 0 2- 3 - 1 3 5- 9 - 0 3- 5 - 3 3- 5 - 3 2- 3 - 1 3 5- 9 - 0 Scale = 1:53.9 Plate Offsets (X, Y):[2:0-3-8,Edge], [33:0-3-8,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 MT18HS 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.26 Vert(CT) n/a - n/a 999 MT20 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 18 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-R BCDL 7.0 Weight: 129 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 34-18:2x6 DF 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 18=69/27-2-0, 19=232/27-2-0, 20=214/27-2-0, 21=217/27-2-0, 22=216/27-2-0, 23=216/27-2-0, 25=216/27-2-0, 26=216/27-2-0, 27=216/27-2-0, 28=216/27-2-0, 29=217/27-2-0, 30=212/27-2-0, 31=234/27-2-0, 32=39/27-2-0, 33=320/27-2-0 Max Horiz 33=252 (LC 11) Max Uplift 18=-208 (LC 11), 19=-186 (LC 10), 20=-95 (LC 11), 21=-35 (LC 11), 22=-49 (LC 11), 23=-47 (LC 11), 25=-42 (LC 11), 26=-31 (LC 14), 27=-33 (LC 10), 28=-48 (LC 10), 29=-49 (LC 10), 30=-39 (LC 10), 31=-83 (LC 10), 32=-421 (LC 11), 33=-428 (LC 10) Max Grav 18=190 (LC 12), 19=344 (LC 23), 20=249 (LC 19), 21=253 (LC 19), 22=252 (LC 19), 23=252 (LC 19), 25=252 (LC 19), 26=252 (LC 19), 27=252 (LC 19), 28=252 (LC 19), 29=253 (LC 19), 30=248 (LC 19), 31=273 (LC 19), 32=388 (LC 12), 33=510 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-33=-488/291, 1-2=0/11, 2-3=-253/119, 3-4=-237/114, 4-5=-232/120, 5-6=-227/125, 6-7=-222/130, 7-8=-217/136, 8-9=-211/141, 9-11=-206/146, 11-12=-201/151, 12-13=-196/156, 13-14=-191/161, 14-15=-186/167, 15-16=-179/171, 16-17=-183/181, 17-18=-130/228, 17-34=0/0 BOT CHORD 32-33=-90/70, 31-32=-90/70, 30-31=-90/70, 29-30=-90/70, 28-29=-90/70, 27-28=-90/70, 26-27=-90/70, 25-26=-90/70, 23-25=-90/70, 22-23=-90/70, 21-22=-90/70, 20-21=-90/70, 19-20=-90/70, 18-19=-90/70 WEBS 16-19=-246/214, 15-20=-224/151, 14-21=-224/112, 13-22=-224/110, 12-23=-224/108, 11-25=-224/108, 9-26=-224/108, 8-27=-224/108, 7-28=-224/108, 6-29=-225/109, 5-30=-220/112, 4-31=-242/128, 3-32=-187/372 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=27ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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 MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) * 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 Blaser Const / Madison Armory R68961111 E01G Monopitch Supported Gable 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:13 Page: 1 ID:73BJEDQPbD0gFPZgbgmUPOzFcdH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 lb uplift at joint 33, 208 lb uplift at joint 18, 186 lb uplift at joint 19, 95 lb uplift at joint 20, 35 lb uplift at joint 21, 49 lb uplift at joint 22, 47 lb uplift at joint 23, 42 lb uplift at joint 25, 31 lb uplift at joint 26, 33 lb uplift at joint 27, 48 lb uplift at joint 28, 49 lb uplift at joint 29, 39 lb uplift at joint 30, 83 lb uplift at joint 31 and 421 lb uplift at joint 32. 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 Blaser Const / Madison Armory R68961111 E01G Monopitch Supported Gable 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:13 Page: 2 ID:73BJEDQPbD0gFPZgbgmUPOzFcdH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =5x6 =5x8 =4x8 =3x4 =5x8 =MT18HS 3x8 =3x4 =3x6 =5x6 =5x6 11 10 9 8 7 113 2 14 3 15 4 16 5 17 6 12 1-6-0 -1-6-0 0-5-8 27-2-0 6-5-12 26-8-8 6-7-12 13-7-0 6-7-12 20-2-12 6-11-4 6-11-4 8-8-3 18-0-3 9-1-13 27-2-0 9-4-0 9-4-0 5- 9 - 0 2- 3 - 1 3 5- 9 - 0 3- 5 - 3 3- 5 - 3 2- 3 - 1 3 5- 9 - 0 Scale = 1:53.9 Plate Offsets (X, Y):[2:0-3-0,0-1-12], [3:0-2-0,0-2-0], [4:0-4-0,0-3-0], [5:0-2-12,0-1-8], [7:0-3-0,0-3-0], [11:0-3-0,0-3-0] 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 0.65 Vert(LL) -0.38 8-10 >839 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.85 Vert(CT) -0.56 8-10 >571 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.14 7 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.42 10-11 >757 240 BCDL 7.0 Weight: 130 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 11-2:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 12-7:2x6 DF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-7 WEBS 2 Rows at 1/3 pts 3-11 REACTIONS (lb/size) 7=1442/0-5-8, 11=1607/0-5-8 Max Horiz 11=252 (LC 11) Max Uplift 7=-585 (LC 11), 11=-647 (LC 10) Max Grav 7=1683 (LC 19), 11=1873 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-11=-567/277, 1-2=0/11, 2-3=-174/193, 3-5=-4141/3288, 5-6=-231/314, 6-7=-342/182, 6-12=0/0 BOT CHORD 10-11=-2987/3791, 8-10=-3374/4449, 7-8=-2266/3084 WEBS 3-11=-3839/2833, 3-10=-617/461, 4-10=-383/115, 4-8=-1012/659, 5-8=-880/803, 5-7=-3249/2420 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 647 lb uplift at joint 11 and 585 lb uplift at joint 7. 9) 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 Blaser Const / Madison Armory R68961112 E02 Monopitch 17 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:15 Page: 1 ID:bGlhRZR1MW8XsZ8s9OHjxczFcdG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x6 =MT20HS 5x10 =2x4 =MT18HS 5x8 =3x4 =3x8 =MT18HS 6x10 =5x8 =2x4 =3x4 =2x4 =5x14 =5x6 =5x8 15 2114 13 12 22 11 10 9 23 8 117 2 18 3 4 5 19 6 20 7 16 1-6-0 -1-6-0 0-5-8 27-2-0 6-5-12 26-8-8 6-7-12 13-7-0 6-7-12 20-2-12 6-11-4 6-11-4 2-2-9 20-2-12 3-11-0 9-4-0 4-3-0 13-7-0 4-5-3 18-0-3 5-5-0 5-5-0 6-11-4 27-2-0 5- 9 - 0 2- 3 - 1 3 5- 9 - 0 3- 5 - 3 3- 5 - 3 2- 3 - 1 3 5- 9 - 0 Scale = 1:53.9 Plate Offsets (X, Y):[2:0-0-1,0-2-0], [3:0-4-0,0-1-12], [5:0-4-0,0-1-12], [6:0-7-0,0-1-8], [8:0-4-0,0-2-12], [15:Edge,0-2-12] 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 0.85 Vert(LL) -0.30 11-13 >999 360 MT20HS 165/146 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.88 Vert(CT) -0.67 11-13 >482 240 MT20 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.17 8 n/a n/a MT18HS 220/195 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.27 11-13 >999 240 BCDL 7.0 Weight: 140 lb FT = 0% LUMBER TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 15-2,15-3,8-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 16-8:2x6 DF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 1 Row at midpt 6-8 WEBS 2 Rows at 1/3 pts 3-15 REACTIONS (lb/size) 8=2080/0-5-8, 15=2325/0-5-8 Max Horiz 15=252 (LC 11) Max Grav 8=2321 (LC 19), 15=2591 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-15=-562/254, 1-2=0/11, 2-3=-206/102, 3-5=-5993/1312, 5-6=-5145/1260, 6-7=-261/282, 7-8=-342/177, 7-16=0/0 BOT CHORD 14-15=-1149/5658, 13-14=-1301/5396, 11-13=-1361/6554, 10-11=-1358/6559, 9-10=-866/4514, 8-9=-873/4501 WEBS 3-15=-5793/981, 3-13=-216/772, 5-13=-682/71, 5-10=-1659/249, 6-10=-446/983, 6-8=-4785/940, 3-14=0/654, 5-11=0/575, 6-9=0/704 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 452 lb down at 12-9-0, and 452 lb down at 20-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-7=-94, 8-15=-14 Concentrated Loads (lb) Vert: 21=-452, 22=-452 (F), 23=-452 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961114 E04 Monopitch 6 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:16 Page: 1 ID:bGlhRZR1MW8XsZ8s9OHjxczFcdG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x4 =3x8 =3x6 =3x4 =5x6 =5x6 WB =3x4 =3x6 =3x6 =3x8 22 23 11 18 19 10 20 9 21 8 7 113 2 14 3 15 4 16 5 17 6 12 1-6-0 -1-6-0 0-5-8 27-2-0 6-5-12 26-8-8 6-7-12 13-7-0 6-7-12 20-2-12 6-11-4 6-11-4 8-8-3 18-0-3 9-1-13 27-2-0 9-4-0 9-4-0 5- 9 - 0 2- 3 - 1 3 5- 9 - 0 3- 5 - 3 3- 5 - 3 2- 3 - 1 3 5- 9 - 0 Scale = 1:53.9 Plate Offsets (X, Y):[2:0-2-5,Edge], [4:0-3-0,0-3-0] 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 0.87 Vert(LL) -0.17 8-10 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT) -0.50 10-11 >638 240 TCDL 12.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.10 7 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.18 10-11 >999 240 BCDL 7.0 Weight: 262 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 12-7:2x6 DF 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-7 REACTIONS (lb/size) 7=2678/0-5-8, 11=2639/0-5-8 Max Horiz 11=252 (LC 11) Max Grav 7=2919 (LC 19), 11=2905 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-11=-585/253, 1-2=0/11, 2-3=-304/51, 3-5=-7488/0, 5-6=-351/193, 6-7=-346/178, 6-12=0/0 BOT CHORD 10-11=-395/6385, 8-10=-240/7581, 7-8=-114/5237 WEBS 3-11=-6442/243, 3-10=0/1505, 4-10=-134/362, 4-8=-1254/417, 5-8=0/2065, 5-7=-5459/210 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) 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. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 378 lb down at 8-9-0, 378 lb down at 12-9-0, 378 lb down at 16-9-0, and 378 lb down at 20-9-0, and 378 lb down at 24-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-6=-94, 7-11=-14 Concentrated Loads (lb) Vert: 18=-378, 19=-378 (F), 20=-378 (F), 21=-378 (F), 22=-378 (F), 23=-378 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961115 E05 Monopitch 5 2J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:17 Page: 1 ID:bGlhRZR1MW8XsZ8s9OHjxczFcdG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?fARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =5x6 =MT20HS 5x10 =3x12 =3x4 =5x8 =MT18HS 4x8 =3x4 =3x8 =5x6 =5x8 22 23 11 18 19 10 20 9 21 8 7 113 2 14 3 15 4 16 5 17 6 12 1-6-0 -1-6-0 0-5-8 27-2-0 6-5-12 26-8-8 6-7-12 13-7-0 6-7-12 20-2-12 6-11-4 6-11-4 8-8-3 18-0-3 9-1-13 27-2-0 9-4-0 9-4-0 5- 9 - 0 2- 3 - 1 3 5- 9 - 0 3- 5 - 3 3- 5 - 3 2- 3 - 1 3 5- 9 - 0 Scale = 1:53.9 Plate Offsets (X, Y):[2:0-3-0,0-1-12], [4:0-4-0,0-3-4], [7:0-4-0,0-3-0], [8:0-1-8,0-1-8], [11:Edge,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 0.85 Vert(LL) -0.32 8-10 >994 360 MT20HS 165/146 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.89 Vert(CT) -0.65 8-10 >492 240 MT20 220/195 TCDL 12.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.15 7 n/a n/a MT18HS 220/195 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.35 10-11 >921 240 BCDL 7.0 Weight: 130 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-1:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 11-2,11-3,7-5:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 12-7:2x6 DF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 1 Row at midpt 3-11, 5-7 REACTIONS (lb/size) 7=1939/0-5-8, 11=2022/0-5-8 Max Horiz 11=252 (LC 11) Max Uplift 7=-88 (LC 11), 11=-232 (LC 10) Max Grav 7=2180 (LC 19), 11=2288 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-11=-573/266, 1-2=0/11, 2-3=-222/132, 3-5=-5487/1942, 5-6=-280/265, 6-7=-342/180, 6-12=0/0 BOT CHORD 10-11=-1945/4834, 8-10=-2113/5707, 7-8=-1401/3951 WEBS 3-11=-4890/1797, 3-10=-196/881, 4-10=-281/213, 4-8=-1108/561, 5-8=-372/1309, 5-7=-4141/1533 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 11 and 88 lb uplift at joint 7. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down at 8-9-0, 152 lb down at 12-9-0, 152 lb down at 16-9-0, and 152 lb down at 20-9-0, and 152 lb down at 24-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=-94, 2-6=-94, 7-11=-14 Concentrated Loads (lb) Vert: 18=-152, 19=-152 (F), 20=-152 (F), 21=-152 (F), 22=-152 (F), 23=-152 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961116 E06 Monopitch 6 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:18 Page: 1 ID:bGlhRZR1MW8XsZ8s9OHjxczFcdG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.5 12 =3x6 =3x4 =5x6 =5x6 =3x4 =5x6 =5x6 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 1 2 33 3 4 5 6 7 34 8 9 35 10 11 12 13 14 15 16 32 1-2-8 1-2-8 0-5-8 27-2-8 25-6-8 26-9-0 3-2-8 3-2-8 24-0-0 27-2-8 8- 9 - 0 3- 5 - 2 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:55.6 Plate Offsets (X, Y):[22:0-3-0,0-3-0], [28:0-3-0,0-3-0], [29:0-3-0,0-2-12] 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 0.42 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.05 Vert(TL) n/a - n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.38 Horiz(TL) 0.00 17 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S BCDL 7.0 Weight: 159 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 32-17:2x6 DF 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. REACTIONS (lb/size) 17=83/27-0-8, 18=215/27-0-8, 19=217/27-0-8, 20=216/27-0-8, 21=216/27-0-8, 22=216/27-0-8, 23=216/27-0-8, 24=216/27-0-8, 25=216/27-0-8, 26=216/27-0-8, 27=216/27-0-8, 28=214/27-0-8, 29=218/27-0-8, 30=185/27-0-8, 31=38/27-0-8 Max Horiz 31=388 (LC 11) Max Uplift 17=-123 (LC 11), 18=-118 (LC 10), 19=-67 (LC 11), 20=-43 (LC 11), 21=-47 (LC 11), 22=-49 (LC 11), 23=-41 (LC 11), 24=-31 (LC 14), 25=-47 (LC 10), 26=-46 (LC 10), 27=-50 (LC 10), 28=-37 (LC 10), 29=-612 (LC 11), 30=-504 (LC 10), 31=-57 (LC 10) Max Grav 17=146 (LC 21), 18=260 (LC 22), 19=253 (LC 18), 20=251 (LC 18), 21=251 (LC 18), 22=251 (LC 18), 23=251 (LC 18), 24=251 (LC 18), 25=251 (LC 18), 26=251 (LC 18), 27=251 (LC 18), 28=248 (LC 18), 29=615 (LC 12), 30=588 (LC 13), 31=72 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-31=-54/49, 1-2=-52/46, 2-3=-598/350, 3-4=-595/357, 4-5=-591/360, 5-6=-586/366, 6-7=-580/371, 7-8=-575/376, 8-10=-570/381, 10-11=-565/386, 11-12=-560/391, 12-13=-555/396, 13-14=-550/401, 14-15=-543/406, 15-16=-546/416, 16-17=-160/227, 16-32=0/0 BOT CHORD 30-31=-553/345, 29-30=-553/345, 27-29=-156/115, 26-27=-156/115, 25-26=-156/115, 24-25=-156/115, 23-24=-156/115, 21-23=-156/115, 20-21=-156/114, 19-20=-156/114, 18-19=-156/114, 17-18=-156/114 WEBS 15-18=-235/223, 14-19=-225/145, 13-20=-222/111, 12-21=-223/108, 11-22=-223/109, 10-23=-223/108, 8-24=-223/108, 7-25=-223/108, 6-26=-223/109, 5-27=-223/111, 4-28=-221/124, 3-29=-232/138, 2-30=-877/636, 2-29=-685/1211 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=27ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961117 F01G Monopitch Supported Gable 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:19 Page: 1 ID:yDZaUGVAB3mpzK0qxxtuefzFcdB-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 31, 123 lb uplift at joint 17, 118 lb uplift at joint 18, 67 lb uplift at joint 19, 43 lb uplift at joint 20, 47 lb uplift at joint 21, 49 lb uplift at joint 22, 41 lb uplift at joint 23, 31 lb uplift at joint 24, 47 lb uplift at joint 25, 46 lb uplift at joint 26, 50 lb uplift at joint 27, 37 lb uplift at joint 28, 612 lb uplift at joint 29 and 504 lb uplift at joint 30. 11) Non Standard bearing condition. Review required. 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 Blaser Const / Madison Armory R68961117 F01G Monopitch Supported Gable 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:19 Page: 2 ID:yDZaUGVAB3mpzK0qxxtuefzFcdB-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =5x6 =5x8 =3x8 =5x14 =2x4 =MT18HS 3x8 =3x8 =5x8 =5x6 =MT18HS 3x8 21 20 19 18 17 16 15 14 13 12 1 2 23 3 4 5 24 6 25 7 8 9 10 26 11 22 1-6-0 -1-6-0 0-5-8 53-9-0 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-8-8 26-11-4 6-11-4 6-11-4 8-8-3 18-0-3 8-10-11 44-8-10 8-10-12 35-10-0 8-11-1 26-11-4 9-0-6 53-9-0 9-4-0 9-4-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:96.3 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [4:0-4-0,0-3-0], [9:0-4-0,0-3-4], [11:0-2-15,0-0-7], [12:0-3-0,0-2-12], [17:0-7-0,0-3-0], [21:0-3-0,0-2-12] 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 0.95 Vert(LL) -0.21 18-20 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.47 Vert(CT) -0.33 18-20 >986 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.11 12 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.27 20-21 >999 240 BCDL 7.0 Weight: 260 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-7:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 22-12,6-17:2x6 DF 1800F 1.6E, 8-17:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. WEBS 1 Row at midpt 3-21, 8-17, 10-12 WEBS 2 Rows at 1/3 pts 5-17 REACTIONS (lb/size) 12=1079/0-5-8, 17=3587/0-5-8, 21=1253/0-5-8 Max Horiz 21=383 (LC 11) Max Uplift 12=-430 (LC 11), 17=-1264 (LC 14), 21=-458 (LC 10) Max Grav 12=1362 (LC 19), 17=4296 (LC 19), 21=1282 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-21=-478/216, 1-2=0/11, 2-3=-135/141, 3-5=-2335/1585, 5-6=-2075/3292, 6-8=-2060/3291, 8-10=-1759/1262, 10-11=-459/430, 11-12=-352/160, 11-22=0/0 BOT CHORD 20-21=-1836/2295, 18-20=-1599/2150, 17-18=-337/241, 15-17=-250/302, 13-15=-890/1805, 12-13=-826/1638 WEBS 3-20=-160/219, 3-21=-2296/1436, 4-20=-364/330, 4-18=-1494/866, 5-18=-843/1095, 5-17=-3768/2136, 6-17=-837/311, 8-15=-745/1058, 8-17=-4018/2188, 9-15=-1209/608, 9-13=-128/126, 10-13=-292/275, 10-12=-1839/968 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x6 MT20 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 458 lb uplift at joint 21, 430 lb uplift at joint 12 and 1264 lb uplift at joint 17. 10) 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 Blaser Const / Madison Armory R68961118 F02 Monopitch 8 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:19 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =4x8 =2x4 =5x8 =3x6 =7x8 =2x4 =5x6 WB =3x6 =5x14 =2x4 =2x4 =5x14 =MT18HS 4x8 =3x6 =3x8 =3x6 =5x8 =3x6 =3x6 =3x6 =5x6 =5x6 32 24 30 22 3121 20 19 18 17 16 15 14 13 12 23 1 2 26 3 4 5 27 6 28 7 8 9 10 29 11 25 1-6-0 -1-6-0 0-5-8 53-9-0 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-8-8 26-11-4 6-11-4 6-11-4 2-2-9 20-2-12 3-11-0 9-4-0 4-3-0 13-7-0 4-5-3 18-0-3 5-5-0 5-5-0 6-8-8 26-11-4 8-10-11 44-8-10 8-10-12 35-10-0 9-0-6 53-9-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [3:0-4-0,0-1-12], [5:0-7-0,0-1-8], [7:0-4-0,Edge], [8:0-3-12,0-1-8], [9:0-4-0,0-3-4], [12:0-3-0,0-3-0], [17:0-7-0,0-3-0] 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 0.97 Vert(LL) -0.18 21-22 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.91 Vert(CT) -0.49 21-22 >652 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.13 12 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.18 12-13 >999 240 BCDL 7.0 Weight: 271 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-7,7-9:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 25-12,6-17:2x6 DF 1800F 1.6E, 3-24,5-17,8-17:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-14 oc bracing. WEBS 1 Row at midpt 3-24, 8-17, 10-12, 4-19 WEBS 2 Rows at 1/3 pts 5-17 REACTIONS (lb/size) 12=942/0-5-8, 17=4496/0-5-8, 24=1838/0-5-8 Max Horiz 24=383 (LC 11) Max Uplift 12=-559 (LC 11), 17=-368 (LC 14) Max Grav 12=1224 (LC 19), 17=5206 (LC 19), 24=1866 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-24=-473/198, 1-2=0/11, 2-3=-157/71, 3-5=-3661/116, 5-6=-1035/4444, 6-8=-1021/4442, 8-10=-1448/1553, 10-11=-458/431, 11-12=-351/160, 11-25=0/0 BOT CHORD 23-24=-340/3839, 22-23=-523/3556, 21-22=-217/3552, 19-21=-216/3553, 18-19=0/715, 17-18=0/704, 15-17=-1000/0, 13-15=-1341/1313, 12-13=-1038/1412 WEBS 3-22=0/188, 3-24=-3915/0, 4-22=-254/168, 6-17=-835/298, 5-17=-5521/411, 8-15=-567/1252, 8-17=-4415/1838, 9-15=-1469/359, 9-13=0/359, 10-13=-448/105, 10-12=-1575/1209, 5-19=-415/1429, 4-19=-2326/207, 4-21=0/575, 3-23=0/673, 5-18=0/651 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 559 lb uplift at joint 12 and 368 lb uplift at joint 17. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 452 lb down at 12-8-8, and 452 lb down at 20-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-11=-94, 12-24=-14 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961119 F03 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:19 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Concentrated Loads (lb) Vert: 30=-452, 31=-452 (F), 32=-452 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961119 F03 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:19 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =5x6 =3x6 =3x6 =5x8 =3x6 =3x6 =3x8 =2x4 =5x14 =6x8 WB =5x6 =MT18HS 6x8 =4x6 =7x8 =2x4 =MT18HS 3x8 =3x6 =2x4 =6x8 =4x6 =4x6 23 22 21 20 19 2918 3017 3116 3215 14 1333 34 12 1 2 25 3 4 5 26 6 27 7 8 9 10 28 11 24 0-0-2 13-7-0 0-0-2 40-3-5 1-6-0 -1-6-0 2-5-7 29-4-11 4-2-10 33-7-5 0-5-8 53-9-0 6-4-3 53-3-8 6-7-12 20-2-12 6-7-10 13-6-14 6-8-0 46-11-5 6-7-14 40-3-3 6-8-8 26-11-4 6-11-4 6-11-4 2-2-11 46-11-5 4-0-8 35-10-0 4-5-5 44-8-10 4-5-5 40-3-5 4-10-4 31-9-8 6-9-11 53-9-0 8-8-3 18-0-3 8-11-1 26-11-4 9-4-0 9-4-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [4:0-4-0,0-3-0], [8:0-4-0,0-2-8], [10:0-4-0,0-2-0], [11:0-3-0,0-1-8], [12:0-2-8,0-2-0], [18:0-3-0,0-3-0], [19:0-7-0,0-2-12], [23:0-3-0,0-2-12] 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 0.93 Vert(LL) -0.20 20-22 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT) -0.31 14-16 >999 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.13 12 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.27 22-23 >999 240 BCDL 7.0 Weight: 276 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-7,7-9:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 15-12:2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 24-12,6-19:2x6 DF 1800F 1.6E, 5-19:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 8-19:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-14 oc bracing. WEBS 1 Row at midpt 3-23, 5-19, 8-19, 9-17 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size) 12=1974/0-5-8, 19=4609/0-5-8, (req. 0-5-11), 23=1161/0-5-8 Max Horiz 23=383 (LC 11) Max Uplift 19=-274 (LC 14), 23=-536 (LC 10) Max Grav 12=2255 (LC 19), 19=5321 (LC 19), 23=1188 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-23=-476/216, 1-2=0/11, 2-3=-132/144, 3-5=-1980/1861, 5-6=-1497/4088, 6-8=-1482/4087, 8-10=-3058/0, 10-11=-510/383, 11-12=-352/156, 11-24=0/0 BOT CHORD 22-23=-2042/2023, 20-22=-1969/1664, 19-20=-837/0, 17-19=0/1296, 16-17=0/3316, 14-16=0/3317, 13-14=0/2801, 12-13=0/2797 WEBS 3-22=-248/115, 3-23=-2012/1658, 4-22=-243/468, 6-19=-825/296, 5-19=-3925/2052, 8-17=-72/1734, 8-19=-6023/264, 9-17=-1600/388, 9-14=-362/0, 10-14=0/484, 10-12=-3152/0, 5-20=-787/1176, 4-20=-1628/755, 10-13=0/639, 9-16=0/515, 8-18=0/456 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 23 and 274 lb uplift at joint 19. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 lb down at 35-4-0, 304 lb down at 39-4-0, 304 lb down at 43-4-0, and 304 lb down at 47-4-0, and 304 lb down at 51-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961121 F05 Monopitch 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:21 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Vert: 1-2=-94, 2-11=-94, 12-23=-14 Concentrated Loads (lb) Vert: 29=-304, 30=-304 (F), 31=-304 (F), 32=-304 (F), 33=-304 (F), 34=-304 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961121 F05 Monopitch 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:21 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =4x8 =2x4 =5x8 =3x6 =7x8 =2x4 =MT18HS 3x8 =5x8 =2x4 =MT18HS 6x8 =2x4 =2x4 =M18AHS 7x14 =MT18HS 6x10 WB =5x6 =MT18HS 6x8 =5x6 =2x4 =7x8 =4x6 =3x6 =6x8 =2x4 =4x6 =5x6 4217 27 3326 3425 3524 2336 22 2137 38 20 3919 4018 1615 43 14 44 13 41 1 2 29 3 4 5 30 6 7 31 8 9 10 11 32 12 28 2-1-12 26-11-4 1-6-0 -1-6-0 0-5-8 53-9-0 4-6-12 24-9-8 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-11-4 6-11-4 2-2-9 20-2-12 3-11-0 9-4-0 4-0-8 48-9-2 4-0-8 35-10-0 4-3-0 13-7-0 4-5-3 18-0-3 4-5-5 40-3-5 4-5-5 44-8-10 4-10-4 31-9-8 4-11-14 53-9-0 5-5-0 5-5-0 6-8-8 26-11-4 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [3:0-4-0,0-1-12], [5:0-4-0,0-2-8], [8:0-5-0,Edge], [9:0-4-0,0-2-8], [11:0-4-0,0-2-0], [18:0-3-0,0-2-0], [19:0-3-0,0-3-0], [20:0-7-0,0-2-12], [27:Edge,0-2-4] 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 1.00 Vert(LL) -0.17 24-25 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.95 Vert(CT) -0.48 24-25 >668 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.17 13 n/a n/a M18AHS 169/162 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.15 24-25 >999 240 BCDL 7.0 Weight: 291 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-8,8-10:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 28-13,7-20:2x6 DF 1800F 1.6E, 3-27:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 5-20,9-20:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 19-20,18-19. WEBS 1 Row at midpt 3-27, 5-20, 10-18, 4-22 WEBS 2 Rows at 1/3 pts 9-20, 11-13 REACTIONS (lb/size) 13=1906/0-5-8, 20=6462/0-5-8, (req. 0-7-10), 27=1950/0-5-8 Max Horiz 27=383 (LC 11) Max Grav 13=2186 (LC 19), 20=7176 (LC 19), 27=1976 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-27=-476/196, 1-2=0/11, 2-3=-155/74, 3-5=-4170/0, 5-6=0/5850, 6-7=0/6029, 7-9=0/6030, 9-11=-2812/195, 11-12=-503/390, 12-13=-352/156, 12-28=0/0 BOT CHORD 26-27=0/4191, 25-26=-102/3920, 24-25=0/3749, 22-24=0/3750, 21-22=-174/239, 20-21=-183/230, 18-20=-413/135, 17-18=0/2789, 15-17=0/2790, 14-15=0/2543, 13-14=0/2759 WEBS 3-25=0/387, 3-27=-4291/0, 4-25=0/531, 7-20=-629/229, 5-20=-6460/0, 9-18=0/2185, 9-20=-6920/0, 10-18=-2037/0, 10-15=0/203, 11-15=0/507, 11-13=-3123/0, 5-22=0/2081, 4-22=-2727/0, 3-26=0/651, 4-24=0/595, 5-21=0/691, 9-19=0/425, 10-17=0/540, 11-14=0/630, 6-20=-303/77 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 20 greater than input bearing size. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 378 lb down at 8-9-8, 378 lb down at 12-9-8, 378 lb down at 16-9-8, 378 lb down at 20-9-8, 378 lb down at 24-9-8, 356 lb down at 31-3-8, 356 lb down at 35-3-8, 356 lb down at 39-3-8, 356 lb down at 43-3-8, and 356 lb down at 47-3-8, and 356 lb down at 51-3-8 on bottom chord. The design/selection of such connection device (s) is the responsibility of others. 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) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961122 F06 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:21 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Vert: 1-2=-94, 2-12=-94, 13-27=-14 Concentrated Loads (lb) Vert: 33=-378, 34=-378 (F), 35=-378 (F), 36=-378 (F), 37=-378 (F), 38=-378 (F), 39=-356 (F), 40=-356 (F), 41=-356 (F), 42=-356 (F), 43=-356 (F), 44=-356 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961122 F06 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:21 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x6 =5x6 =3x6 =3x6 =5x8 =4x6 =4x6 =3x12 =2x4 =5x14 =MT18HS 4x8 =4x6 =4x12 =4x6 =5x8 =MT18HS 3x8 =3x6 =3x6 =5x6 =4x6 21 27 2820 29 1930 18 31 32 17 3316 3415 35 3614 13 37 38 12 1 2 23 3 4 5 24 6 25 7 8 9 10 26 11 22 1-6-0 -1-6-0 0-5-8 53-9-0 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-8-8 26-11-4 6-11-4 6-11-4 8-8-3 18-0-3 8-10-11 44-8-10 8-10-12 35-10-0 8-11-1 26-11-4 9-0-6 53-9-0 9-4-0 9-4-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y):[2:0-0-1,0-2-0], [4:0-4-0,0-3-0], [5:0-5-12,0-1-8], [7:0-4-0,Edge], [9:0-4-0,0-3-4], [12:0-2-8,0-2-0], [17:0-7-0,0-2-12] 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 0.97 Vert(LL) -0.19 18-20 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.89 Vert(CT) -0.49 20-21 >653 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.12 12 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.23 20-21 >999 240 BCDL 7.0 Weight: 260 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-7,7-9:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 19-16,14-16:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 21-2,5-17,8-17:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 22-12,6-17:2x6 DF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-21, 5-17, 10-12 WEBS 2 Rows at 1/3 pts 8-17 REACTIONS (lb/size) 12=1595/0-5-8, 17=4899/0-5-8, (req. 0-6-0), 21=1537/0-5-8 Max Horiz 21=383 (LC 11) Max Uplift 21=-179 (LC 10) Max Grav 12=1878 (LC 19), 17=5608 (LC 19), 21=1566 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-21=-486/209, 1-2=0/11, 2-3=-191/92, 3-5=-3190/749, 5-6=-1013/4313, 6-8=-998/4311, 8-10=-2560/475, 10-11=-501/389, 11-12=-353/158, 11-22=0/0 BOT CHORD 20-21=-1187/2960, 18-20=-1047/2730, 17-18=-422/189, 15-17=-111/468, 13-15=-241/2474, 12-13=-243/2233 WEBS 3-20=0/481, 3-21=-2940/800, 4-20=-32/656, 6-17=-842/298, 5-17=-4831/1074, 8-15=-81/1713, 8-17=-5351/848, 9-15=-1400/403, 9-13=0/301, 10-13=0/698, 10-12=-2486/335, 5-18=-234/1697, 4-18=-1788/559 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 21. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down at 8-9-0, 152 lb down at 12-9-0, 152 lb down at 16-9-0, 152 lb down at 20-9-0, 152 lb down at 24-9-0, 200 lb down at 31-3-8, 200 lb down at 35-3-8, 200 lb down at 39-3-8, 200 lb down at 43-3-8, and 200 lb down at 47-3-8, and 200 lb down at 51-3-8 on bottom chord. The design/selection of such connection device (s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-11=-94, 12-21=-14 Concentrated Loads (lb) Vert: 27=-152, 28=-152 (F), 29=-152 (F), 30=-152 (F), 31=-152 (F), 32=-152 (F), 33=-200 (F), 34=-200 (F), 35=-200 (F), 36=-200 (F), 37=-200 (F), 38=-200 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961123 F07 Monopitch 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:22 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x6 =4x8 =2x4 =5x8 =5x8 =2x4 =7x8 =2x4 =4x6 =4x6 =2x4 =MT18HS 6x8 =2x4 =2x4 =M18AHS 7x14 =MT18HS 6x10 WB =MT20HS 5x10 =6x8 =4x6 =4x6 =7x8 =2x4 =5x6 WB =3x6 =6x8 =2x4 =4x6 =5x6 39 29 37 27 3826 25 24 23 22 4021 4120 42 19 4318 17 44 16 45 15 28 1 2 31 3 324 5 633 34 7 8 35 9 10 11 12 13 36 14 30 1-9-13 33-7-5 2-2-4 26-11-4 2-4-12 9-4-0 1-6-0 -1-6-0 4-3-0 13-7-0 4-6-4 24-9-0 0-5-8 53-9-0 4-10-4 31-9-8 6-4-3 53-3-8 6-7-12 20-2-12 6-8-0 46-11-5 6-8-0 40-3-5 6-11-4 6-11-4 2-2-9 20-2-12 3-11-0 9-4-0 4-0-8 35-10-0 4-3-0 13-7-0 4-4-6 53-9-0 4-5-3 18-0-3 4-5-5 40-3-5 4-5-5 44-8-10 4-8-0 49-4-10 4-10-4 31-9-8 5-5-0 5-5-0 6-8-8 26-11-4 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y): [2:0-0-1,0-2-0], [3:0-4-0,0-1-12], [6:0-4-0,0-2-8], [9:0-5-0,Edge], [10:0-5-0,0-1-12], [11:0-3-0,0-1-12], [12:0-4-0,0-3-4], [13:0-4-0,0-2-0], [20:0-3-0,0-1-12], [22:0-4-8,0-2-12], [27:0-4-0,0-1-8], [29:Edge,0-2-4] 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 0.99 Vert(LL) -0.17 26-27 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT) -0.50 26-27 >645 240 M18AHS 169/162 TCDL 12.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.17 15 n/a n/a MT20HS 165/146 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.15 26-27 >999 240 MT18HS 220/195 BCDL 7.0 Weight: 297 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 5-9,9-12:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 18-15:2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 29-2,3-29,11-20,10-22,13-15,21-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 30-15,8-22:2x6 DF 1800F 1.6E, 6-22:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 23-24,22-23,21-22. WEBS 1 Row at midpt 3-29, 6-22, 10-22, 12-20, 13-15, 5-24 REACTIONS (lb/size) 15=2339/0-5-8, 22=6814/0-5-8, (req. 0-8-0), 29=1964/0-5-8 Max Horiz 29=383 (LC 11) Max Grav 15=2620 (LC 19), 22=7527 (LC 19), 29=1990 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-29=-492/208, 1-2=0/11, 2-3=-180/77, 3-4=-4158/0, 4-6=-4142/237, 6-7=0/6248, 7-8=0/6522, 8-10=0/6516, 10-11=-381/992, 11-13=-3486/0, 13-14=-510/386, 14-15=-353/155, 14-30=0/0 BOT CHORD 28-29=0/4160, 27-28=-74/3878, 26-27=-178/3437, 24-26=-177/3438, 23-24=-352/58, 22-23=-360/50, 20-22=-984/500, 19-20=0/3530, 17-19=0/3531, 16-17=0/3053, 15-16=0/3443 WEBS 3-27=0/354, 3-29=-4232/0, 5-27=0/894, 8-22=-483/214, 6-22=-6680/0, 11-20=0/2433, 10-22=-6710/0, 12-20=-2222/0, 12-17=-83/125, 13-17=0/841, 13-15=-3919/0, 6-24=-79/1760, 5-24=-2829/0, 10-21=0/3275, 12-19=0/688, 13-16=0/865, 3-28=0/672, 7-22=-474/0, 4-27=-559/0, 11-21=-3102/0, 5-26=0/578, 6-23=0/652 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 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. 9) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 502 lb down at 35-3-8, 502 lb down at 39-3-8, 502 lb down at 43-3-8, 502 lb down at 47-3-8, 502 lb down at 51-3-8, and 451 lb down at 20-9-0, and 451 lb down at 12-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961124 F08 Monopitch 3 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:23 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-14=-94, 15-29=-14 Concentrated Loads (lb) Vert: 32=-417, 33=-417, 37=-451, 38=-451 (F), 39=-451 (F), 40=-502, 41=-502 (F), 42=-502 (F), 43=-502 (F), 44=-502 (F), 45=-502 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961124 F08 Monopitch 3 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:23 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =5x6 =3x6 =3x6 =5x8 =3x6 =3x6 =3x8 =2x4 =5x14 =MT18HS 4x8 =5x6 =MT18HS 6x8 =5x6 =7x8 =2x4 =MT18HS 3x8 =3x6 =6x8 =2x4 =4x8 =3x6 23 22 21 20 19 2918 3017 31 16 3215 14 33 13 34 12 1 2 25 3 4 5 26 6 27 7 8 9 10 28 11 24 1-6-0 -1-6-0 0-5-8 53-9-0 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-8-8 26-11-4 6-11-4 6-11-4 4-0-8 35-10-0 4-4-6 53-9-0 4-5-5 44-8-10 4-5-5 40-3-5 4-8-0 49-4-10 4-10-4 31-9-8 8-8-3 18-0-3 8-11-1 26-11-4 9-4-0 9-4-0 8- 9 - 0 2- 3 - 1 3 0- 3 - 8 0- 3 - 8 4- 3 - 0 4- 6 - 8 Scale = 1:93.5 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [4:0-4-0,0-3-0], [7:0-4-0,Edge], [8:0-4-0,0-2-4], [9:0-4-0,0-3-4], [10:0-4-0,0-1-12], [17:0-3-0,0-2-4], [18:0-3-0,0-3-0], [23:0-3-0,0-2-12] 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 0.97 Vert(LL) -0.20 20-22 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 1.00 Vert(CT) -0.39 16-17 >828 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.14 12 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.26 22-23 >999 240 BCDL 7.0 Weight: 276 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-7,7-9:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 15-12:2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 24-12,6-19:2x6 DF 1800F 1.6E, 5-19,10-12:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 8-19:2x4 DF 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. WEBS 1 Row at midpt 12-24, 3-23, 5-19, 9-17 WEBS 2 Rows at 1/3 pts 8-19, 10-12 REACTIONS (lb/size) 12=2557/0-5-8, 19=5263/0-5-8, (req. 0-6-6), 23=1108/0-5-8 Max Horiz 23=126 (LC 14) Max Uplift 23=-571 (LC 10) Max Grav 12=2838 (LC 19), 19=5975 (LC 19), 23=1135 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-23=-475/217, 1-2=0/11, 2-3=-130/146, 3-5=-1781/1996, 5-6=-856/4529, 6-8=-842/4527, 8-10=-3985/0, 10-11=-20/10 BOT CHORD 22-23=-1886/1870, 20-22=-1986/1391, 19-20=-1037/0, 17-19=0/1980, 16-17=0/4299, 14-16=0/4300, 13-14=0/3429, 12-13=0/3857 WEBS 11-12=-311/110, 11-24=0/0, 3-22=-287/50, 3-23=-1852/1750, 4-22=-118/557, 6-19=-829/290, 5-19=-4001/1939, 8-17=0/2149, 8-19=-7316/0, 9-17=-1787/144, 9-14=-435/0, 10-14=0/1102, 10-12=-4516/0, 5-20=-720/1221, 4-20=-1707/641, 8-18=0/682, 9-16=0/686, 10-13=0/928 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571 lb uplift at joint 23. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501 lb down at 35-3-8, 501 lb down at 39-3-8, 501 lb down at 43-3-8, and 501 lb down at 47-3-8, and 501 lb down at 51-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-11=-94, 12-23=-14 Concentrated Loads (lb) Vert: 29=-501, 30=-501 (F), 31=-501 (F), 32=-501 (F), 33=-501 (F), 34=-501 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961125 F09 Monopitch 7 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:24 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =4x8 =2x4 =5x8 =3x6 =7x8 =2x4 =5x8 WB =5x6 =2x4 =MT18HS 6x8 =2x4 =2x4 =M18AHS 7x14 =MT18HS 6x10 WB =4x8 =MT20HS 5x10 =6x8 =5x8 =4x6 =3x6 =2x4 =6x8 =5x6 =4x6 26 3225 3324 3423 22 35 21 2036 37 19 3818 3917 40 411615 1442 43 13 1 2 28 3 4 5 29 6 7 30 8 9 10 11 31 12 27 2-1-12 26-11-4 1-6-0 -1-6-0 0-5-8 53-9-0 4-6-12 24-9-8 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-11-4 6-11-4 2-2-9 20-2-12 2-2-11 46-11-5 4-0-0 9-4-0 4-3-0 13-7-0 4-5-3 18-0-3 5-4-0 5-4-0 6-8-8 26-11-4 6-9-11 53-9-0 8-10-11 44-8-10 8-10-12 35-10-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y): [2:0-2-0,0-1-12], [3:0-4-0,0-1-12], [5:0-4-0,0-2-8], [8:0-5-0,Edge], [9:0-3-12,0-2-4], [10:0-4-0,0-3-4], [11:0-4-0,0-2-4], [13:0-2-12,0-2-0], [19:0-7-0,0-2-12], [26:Edge,0-2-4] 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 0.98 Vert(LL) -0.17 23-24 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.97 Vert(CT) -0.51 15-17 >627 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.15 13 n/a n/a M18AHS 169/162 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.16 15-17 >999 240 MT20HS 165/146 BCDL 7.0 Weight: 282 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-8,8-10:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 16-13,16-18:2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 27-13,7-19:2x6 DF 1800F 1.6E, 3-26:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 5-19,9-19:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-19. WEBS 1 Row at midpt 3-26, 5-19, 9-19, 10-17, 11-13, 4-21 REACTIONS (lb/size) 13=1654/0-5-8, 19=6157/0-5-8, (req. 0-7-5), 26=1981/0-5-8 Max Horiz 26=383 (LC 11) Max Grav 13=1936 (LC 19), 19=6867 (LC 19), 26=2009 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-26=-476/196, 1-2=0/11, 2-3=-155/74, 3-5=-4298/0, 5-6=0/5549, 6-7=0/5723, 7-9=0/5723, 9-11=-2511/522, 11-12=-505/387, 12-13=-350/157, 12-27=0/0 BOT CHORD 25-26=0/4293, 24-25=-42/4008, 23-24=0/3919, 21-23=0/3920, 20-21=-20/415, 19-20=-29/404, 17-19=-654/0, 15-17=-380/2261, 14-15=-164/2309, 13-14=-165/2307 WEBS 3-24=0/436, 3-26=-4399/0, 4-24=0/485, 7-19=-644/241, 5-19=-6378/0, 9-17=0/2103, 9-19=-6255/127, 10-17=-1627/167, 10-15=0/496, 11-15=0/373, 11-13=-2583/249, 5-21=0/2066, 4-21=-2675/0, 3-25=0/657, 4-23=0/589, 5-20=0/642, 11-14=0/370, 6-19=-293/69 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 268 lb down at 35-3-8, 268 lb down at 39-3-8, 268 lb down at 43-3-8, 268 lb down at 47-3-8, 268 lb down at 51-3-8, 377 lb down at 4-9-8, 377 lb down at 8-9-8, 377 lb down at 12-9-8, 377 lb down at 16-9-8, and 377 lb down at 20-9-8, and 377 lb down at 24-9-8 on bottom chord. The design/selection of such connection device (s) is the responsibility of others. 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) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961126 F10 Monopitch 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:25 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Vert: 1-2=-94, 2-12=-94, 13-26=-14 Concentrated Loads (lb) Vert: 32=-377 (F), 33=-377 (F), 34=-377 (F), 35=-377 (F), 36=-377 (F), 37=-377 (F), 38=-268, 39=-268 (F), 40=-268 (F), 41=-268 (F), 42=-268 (F), 43=-268 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961126 F10 Monopitch 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:25 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x6 =MT18HS 4x8 =MT18HS 5x8 =7x8 =7x8 =MT18HS 6x10 =8x10 =MT18HS 6x10 =M18AHS 7x14 =MT18HS 5x14 WB =4x12 =6x8 =4x6 =4x6 =7x8 =4x6 =3x6 =6x8 =5x6 =4x641 42 30 37 28 3927 2640 25 24 23 4322 4421 45 20 461918 47 17 48 16 29 38 1 2 32 3 4 33 5 6 7 34 8 9 3510 11 12 13 14 36 15 31 1-9-13 33-7-5 2-1-12 26-11-4 1-6-0 -1-6-0 3-0-0 13-7-0 3-2-8 16-9-8 3-5-4 20-2-12 3-7-12 10-7-0 0-5-8 53-9-0 4-6-12 24-9-8 4-10-4 31-9-8 6-4-3 53-3-8 6-8-0 46-11-5 6-8-0 40-3-5 6-11-4 6-11-4 2-2-9 20-2-12 3-11-0 9-4-0 4-0-8 35-10-0 4-3-0 13-7-0 4-4-6 53-9-0 4-5-3 18-0-3 4-5-5 44-8-10 4-5-5 40-3-5 4-8-0 49-4-10 4-10-4 31-9-8 5-5-0 5-5-0 6-8-8 26-11-4 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y):[2:0-0-1,0-2-0], [3:0-4-0,0-1-12], [7:0-4-4,0-2-8], [10:0-7-0,Edge], [11:0-6-0,0-1-12], [12:0-3-0,0-1-12], [14:0-4-0,0-2-0], [21:0-3-0,0-1-12], [23:0-4-12,0-2-12] 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 0.97 Vert(LL) -0.15 27-28 >999 360 MT18HS 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.86 Vert(CT) -0.58 27-28 >556 240 MT20 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.17 16 n/a n/a M18AHS 169/162 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.13 27-28 >999 240 BCDL 7.0 Weight: 300 lb FT = 0% LUMBER TOP CHORD 2x4 DF 2400F 2.0E *Except* 13-15:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E *Except* 19-16,19-22:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 30-2,3-30,12-21,11-23,7-25,22-11:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 31-16,9-23:2x6 DF 1800F 1.6E, 7-23:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-0-6 oc bracing: 22-23 6-0-0 oc bracing: 21-22. WEBS 1 Row at midpt 11-23, 13-21, 5-25 WEBS 2 Rows at 1/3 pts 3-30, 7-23, 14-16 REACTIONS (lb/size) 16=1913/0-5-8, 23=7527/0-5-8, (req. 0-8-3), 30=2394/0-5-8 Max Horiz 30=383 (LC 11) Max Grav 16=2194 (LC 19), 23=8241 (LC 19), 30=2419 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-30=-505/191, 1-2=0/11, 2-3=-198/53, 3-4=-5923/0, 4-6=-6291/0, 6-7=-2717/0, 7-8=0/6920, 8-9=0/7227, 9-11=0/7223, 11-12=0/2012, 12-14=-2752/703, 14-15=-501/393, 15-16=-353/156, 15-31=0/0 BOT CHORD 29-30=0/5378, 28-29=0/5118, 27-28=0/5549, 25-27=0/5550, 24-25=0/687, 23-24=0/678, 21-23=-2004/0, 20-21=-171/2587, 18-20=-170/2588, 17-18=0/2489, 16-17=0/2810 WEBS 3-28=0/1056, 3-30=-5504/0, 5-28=-56/889, 9-23=-448/188, 7-23=-8084/0, 12-21=0/2425, 11-23=-6330/0, 13-21=-2337/0, 13-18=0/421, 14-18=0/495, 14-16=-3187/0, 7-25=0/3460, 5-25=-2775/0, 3-29=0/632, 5-27=0/581, 7-24=0/670, 8-23=-541/105, 11-22=0/3069, 13-20=0/575, 14-17=0/734, 6-25=-1105/0, 4-28=-767/0, 12-22=-3092/0 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 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. 9) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 377 lb down at 8-9-8, 377 lb down at 12-9-8, 377 lb down at 16-9-8, 377 lb down at 20-9-8, 377 lb down at 24-9-8, 400 lb down at 35-3-0, 400 lb down at 39-3-0, 400 lb down at 43-3-0, and 400 lb down at 47-3-0, and 400 lb down at 51-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961127 F11 Monopitch 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:26 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 13) 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=-94, 2-15=-94, 16-30=-14 Concentrated Loads (lb) Vert: 6=-625, 33=-625, 37=-377, 38=-377 (F), 39=-377 (F), 40=-377 (F), 41=-377 (F), 42=-377 (F), 43=-400, 44=-400 (F), 45=-400 (F), 46=-400 (F), 47=-400 (F), 48=-400 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961127 F11 Monopitch 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:26 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =5x6 =3x8 =3x8 =7x8 =2x4 =5x6 =MT18HS 3x8 =2x4 =7x8 =MT18HS 6x8 =2x4 =2x4 =M18AHS 7x14 =MT18HS 6x10 WB =MT20HS 5x10 =6x8 =4x6 =4x6 =2x4 =7x8 =5x6 WB =3x6 =6x8 =2x4 =4x6 =5x6 4320 27 34 3526 2537 24 38 39 23 4022 4121 1918 44 17 45 16 36 42 1 2 29 3 4 30 5 6 7 31 8 9 3210 11 12 13 14 33 15 28 1-9-13 33-7-5 2-1-12 26-11-4 1-6-0 -1-6-0 3-0-0 13-7-0 3-2-8 16-9-8 3-5-4 20-2-12 3-7-12 10-7-0 0-5-8 53-9-0 4-6-12 24-9-8 4-10-4 31-9-8 6-4-3 53-3-8 6-8-0 46-11-5 6-8-0 40-3-5 6-11-4 6-11-4 4-0-8 35-10-0 4-4-6 53-9-0 4-5-5 40-3-5 4-5-5 44-8-10 4-8-0 49-4-10 4-10-4 31-9-8 8-8-3 18-0-3 8-11-1 26-11-4 9-4-0 9-4-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y): [2:0-3-0,0-1-12], [5:0-3-0,0-3-0], [7:0-4-0,0-3-4], [10:0-5-0,Edge], [11:0-5-0,0-2-0], [12:0-3-0,0-1-12], [13:0-4-0,0-3-4], [14:0-4-0,0-2-0], [21:0-3-0,0-1-12], [23:0-7-0,0-2-12], [24:0-4-0,0-3-4] 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 0.93 Vert(LL) -0.17 24-26 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.87 Vert(CT) -0.58 26-27 >553 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.15 16 n/a n/a M18AHS 169/162 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.23 26-27 >999 240 MT20HS 165/146 BCDL 7.0 Weight: 291 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 5-10,10-13:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 19-22:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 27-2,12-21,11-23,14-16,7-24,11-22:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 28-16,9-23:2x6 DF 1800F 1.6E, 7-23:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 23-24,22-23. WEBS 1 Row at midpt 7-23, 11-23, 13-21, 14-16, 5-24 WEBS 2 Rows at 1/3 pts 3-27 REACTIONS (lb/size) 16=2327/0-5-8, 23=6900/0-5-8, (req. 0-7-9), 27=1863/0-5-8 Max Horiz 27=383 (LC 11) Max Grav 16=2608 (LC 19), 23=7613 (LC 19), 27=1889 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-27=-508/206, 1-2=0/11, 2-3=-219/82, 3-4=-4473/0, 4-6=-4811/0, 6-7=-1713/0, 7-8=0/6280, 8-9=0/6569, 9-11=0/6563, 11-12=-201/1088, 12-14=-3459/0, 14-15=-510/387, 15-16=-353/155, 15-28=0/0 BOT CHORD 26-27=-166/3856, 24-26=0/3954, 23-24=-503/0, 21-23=-1080/424, 20-21=0/3485, 18-20=0/3486, 17-18=0/3033, 16-17=0/3423 WEBS 3-26=0/966, 3-27=-3859/0, 5-26=-80/1026, 9-23=-467/165, 7-23=-6536/0, 12-21=0/2469, 11-23=-6655/0, 13-21=-2239/0, 13-18=-61/163, 14-18=0/826, 14-16=-3896/0, 7-24=0/3163, 5-24=-2110/0, 14-17=0/864, 13-20=0/682, 11-22=0/3245, 6-24=-1052/0, 8-23=-508/149, 4-26=-705/0, 12-22=-3138/0 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down at 4-9-8, 152 lb down at 8-9-8, 152 lb down at 12-9-8, 152 lb down at 16-9-8, 152 lb down at 20-9-8, 152 lb down at 24-9-8, 501 lb down at 31-3-8, 501 lb down at 35-3-8, 501 lb down at 39-3-8, 501 lb down at 43-3-8, and 501 lb down at 47-3-8, and 501 lb down at 51-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961128 F12 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:27 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Vert: 1-2=-94, 2-15=-94, 16-27=-14 Concentrated Loads (lb) Vert: 6=-625, 30=-625, 34=-152 (F), 35=-152 (F), 36=-152 (F), 37=-152 (F), 38=-152 (F), 39=-152 (F), 40=-501 (F), 41=-501 (F), 42=-501 (F), 43=-501 (F), 44=-501 (F), 45=-501 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961128 F12 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:27 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =4x8 =2x4 =5x8 =3x6 =7x8 =2x4 =MT18HS 4x8 =4x8 =2x4 =MT18HS 6x8 =2x4 =2x4 =M18AHS 7x14 =MT18HS 6x10 WB =4x6 =MT18HS 5x8 =6x8 =5x8 =4x6 =3x6 =2x4 =6x8 =4x6 =5x6 26 3225 24 3423 22 35 21 2036 37 19 3818 3917 40 411615 1442 43 13 33 1 2 28 3 4 5 29 6 7 30 8 9 10 11 31 12 27 2-1-12 26-11-4 1-6-0 -1-6-0 0-5-8 53-9-0 4-6-12 24-9-8 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-11-4 6-11-4 2-2-9 20-2-12 2-2-11 46-11-5 3-11-0 9-4-0 4-3-0 13-7-0 4-5-3 18-0-3 5-5-0 5-5-0 6-8-8 26-11-4 6-9-11 53-9-0 8-10-11 44-8-10 8-10-12 35-10-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y): [2:0-2-0,0-1-12], [3:0-4-0,0-1-12], [5:0-4-0,0-2-8], [8:0-5-0,Edge], [9:0-4-0,0-2-4], [10:0-4-0,0-3-4], [11:0-4-0,0-2-4], [13:0-2-12,0-2-0], [19:0-7-0,0-2-12], [21:0-4-0,0-1-8], [26:Edge,0-2-4] 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 1.00 Vert(LL) -0.17 23-24 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.90 Vert(CT) -0.52 15-17 >620 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.15 13 n/a n/a M18AHS 169/162 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.16 15-17 >999 240 BCDL 7.0 Weight: 281 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-8,8-10:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 26-22:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 27-13,7-19:2x6 DF 1800F 1.6E, 3-26:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 5-19,9-19:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-19. WEBS 1 Row at midpt 3-26, 5-19, 9-19, 10-17, 11-13, 4-21 REACTIONS (lb/size) 13=1642/0-5-8, 19=6269/0-5-8, (req. 0-6-15), 26=2044/0-5-8 Max Horiz 26=383 (LC 11) Max Grav 13=1925 (LC 19), 19=6978 (LC 19), 26=2072 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-26=-477/195, 1-2=0/11, 2-3=-159/70, 3-5=-4480/0, 5-6=0/5627, 6-7=0/5802, 7-9=0/5802, 9-11=-2488/593, 11-12=-505/388, 12-13=-350/157, 12-27=0/0 BOT CHORD 25-26=0/4456, 24-25=0/4169, 23-24=0/4096, 21-23=0/4098, 20-21=0/491, 19-20=0/480, 17-19=-743/0, 15-17=-440/2221, 14-15=-186/2291, 13-14=-188/2289 WEBS 3-24=0/460, 3-26=-4567/0, 4-24=0/491, 7-19=-643/242, 5-19=-6552/0, 9-17=0/2111, 9-19=-6272/93, 10-17=-1652/139, 10-15=0/522, 11-15=-14/363, 11-13=-2562/281, 5-21=0/2136, 4-21=-2735/0, 3-25=0/682, 4-23=0/618, 5-20=0/670, 6-19=-297/66, 11-14=0/366 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 405 lb down at 8-9-8, 405 lb down at 12-9-8, 405 lb down at 16-9-8, 405 lb down at 20-9-8, 405 lb down at 24-9-8, 268 lb down at 35-3-8, 268 lb down at 39-3-8, 268 lb down at 43-3-8, and 268 lb down at 47-3-8, and 268 lb down at 51-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961129 F15 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:27 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Vert: 1-2=-94, 2-12=-94, 13-26=-14 Concentrated Loads (lb) Vert: 32=-405, 33=-405 (F), 34=-405 (F), 35=-405 (F), 36=-405 (F), 37=-405 (F), 38=-268, 39=-268 (F), 40=-268 (F), 41=-268 (F), 42=-268 (F), 43=-268 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961129 F15 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:27 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x6 =3x6 =3x6 =7x8 =2x4 =5x6 =4x6 =2x4 =7x8 =MT18HS 4x8 =2x4 =2x4 =M18AHS 7x14 =MT18HS 6x10 WB =5x6 =MT18HS 6x10 =4x6 =7x8 =2x4 =5x6 WB =3x6 =6x8 =2x4 =4x6 =5x6 26 25 24 23 22 3321 3420 3519 3618 17 37 16 38 15 1 2 28 3 429 5 6 7 30 8 9 3110 11 12 13 32 14 27 2-1-12 26-11-4 2-2-9 20-2-12 2-4-12 9-4-0 1-6-0 -1-6-0 4-3-0 13-7-0 4-5-3 18-0-3 0-5-8 53-9-0 4-6-12 24-9-8 6-4-3 53-3-8 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-11-4 6-11-4 4-0-8 35-10-0 4-4-6 53-9-0 4-5-5 40-3-5 4-5-5 44-8-10 4-8-0 49-4-10 4-10-4 31-9-8 8-8-3 18-0-3 8-11-1 26-11-4 9-4-0 9-4-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y): [2:0-0-1,0-2-0], [5:0-3-0,0-3-0], [7:0-3-8,0-2-0], [10:0-5-0,Edge], [11:0-5-0,0-2-8], [12:0-4-0,0-3-4], [13:0-4-0,0-2-0], [20:0-3-0,0-1-12], [21:0-3-0,0-3-0], [22:0-7-0,0-2-12], [23:0-4-0,0-3-0] 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 0.96 Vert(LL) -0.19 23-25 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.92 Vert(CT) -0.42 23-25 >764 240 M18AHS 169/162 TCDL 12.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.16 15 n/a n/a MT18HS 220/195 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.27 25-26 >999 240 BCDL 7.0 Weight: 289 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 5-10,10-12:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 18-15:2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 26-2,7-22,11-20,13-15,7-23:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 27-15,9-22:2x6 DF 1800F 1.6E, 11-22:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-26, 12-20, 13-15 WEBS 2 Rows at 1/3 pts 7-22, 11-22 REACTIONS (lb/size) 15=2426/0-5-8, 22=6125/0-5-8, (req. 0-7-5), 26=1527/0-5-8 Max Horiz 26=383 (LC 11) Max Uplift 26=-169 (LC 10) Max Grav 15=2707 (LC 19), 22=6838 (LC 19), 26=1553 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-26=-503/215, 1-2=0/11, 2-3=-166/139, 3-4=-3491/434, 4-6=-3501/506, 6-7=-1090/504, 7-8=0/5443, 8-9=0/5704, 9-11=0/5706, 11-13=-3683/0, 13-14=-511/386, 14-15=-352/154, 14-27=0/0 BOT CHORD 25-26=-966/3039, 23-25=-823/2699, 22-23=-727/0, 20-22=0/1222, 19-20=0/3834, 17-19=0/3835, 16-17=0/3197, 15-16=0/3585 WEBS 3-25=0/708, 3-26=-3051/529, 5-25=0/960, 9-22=-589/197, 7-22=-5325/132, 11-20=0/2339, 11-22=-7782/0, 12-20=-2025/0, 12-17=-224/0, 13-17=0/949, 13-15=-4085/0, 7-23=0/2601, 5-23=-1904/167, 4-25=-781/0, 6-23=-964/0, 8-22=-451/155, 11-21=0/676, 12-19=0/682, 13-16=0/862 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 26. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501 lb down at 35-3-8, 501 lb down at 39-3-8, 501 lb down at 43-3-8, and 501 lb down at 47-3-8, and 501 lb down at 51-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961130 F16 Monopitch 5 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:28 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-14=-94, 15-26=-14 Concentrated Loads (lb) Vert: 6=-575, 29=-575, 33=-501, 34=-501 (F), 35=-501 (F), 36=-501 (F), 37=-501 (F), 38=-501 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961130 F16 Monopitch 5 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:28 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =5x6 =MT18HS 4x8 =MT18HS 5x8 =7x8 =7x8 =MT18HS 6x10 =7x8 =MT18HS 6x10 =M18AHS 7x14 =MT18HS 5x14 WB =MT18HS 5x8 =6x8 =4x6 =4x6 =7x8 =4x6 =3x6 =6x8 =4x6 =5x6 38 41 42 30 3729 28 3927 2640 25 24 23 4322 4421 4520 461918 47 17 48 16 1 2 32 3 433 5 6 7 34 8 9 3510 11 12 13 14 36 15 31 1-9-13 33-7-5 2-2-9 20-2-12 2-2-12 26-11-4 2-4-12 9-4-0 1-6-0 -1-6-0 4-3-0 13-7-0 4-5-3 18-0-3 4-5-12 24-8-8 0-5-8 53-9-0 4-10-4 31-9-8 6-4-3 53-3-8 6-8-0 46-11-5 6-8-0 40-3-5 6-11-4 6-11-4 2-2-9 20-2-12 3-11-0 9-4-0 4-0-8 35-10-0 4-3-0 13-7-0 4-4-6 53-9-0 4-5-3 18-0-3 4-5-5 44-8-10 4-5-5 40-3-5 4-8-0 49-4-10 4-10-4 31-9-8 5-5-0 5-5-0 6-8-8 26-11-4 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y): [2:0-3-0,0-1-12], [3:0-4-0,0-1-12], [7:0-4-0,0-2-8], [10:0-7-0,Edge], [11:0-3-6,0-2-4], [12:0-3-0,0-1-8], [13:0-4-0,0-3-4], [14:0-4-0,0-2-0], [21:0-2-8,0-1-12], [23:0-4-12,0-2-12], [25:0-4-0,0-3-0] 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 1.00 Vert(LL) -0.15 27-28 >999 360 MT18HS 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT) -0.59 27-28 >547 240 MT20 220/195 TCDL 12.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.17 16 n/a n/a M18AHS 169/162 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.14 27-28 >999 240 BCDL 7.0 Weight: 299 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 5-10,10-13:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 19-22:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 30-2,3-30,12-21,11-23,7-25,11-22:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 31-16,9-23:2x6 DF 1800F 1.6E, 7-23:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-2-9 oc bracing: 22-23 6-0-0 oc bracing: 21-22. WEBS 1 Row at midpt 11-23, 13-21, 5-25, 12-22 WEBS 2 Rows at 1/3 pts 3-30, 7-23, 14-16 REACTIONS (lb/size) 16=2212/0-5-8, 23=7891/0-5-8, (req. 0-8-9), 30=2402/0-5-8 Max Horiz 30=383 (LC 11) Max Grav 16=2494 (LC 19), 23=8604 (LC 19), 30=2428 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-30=-507/195, 1-2=0/11, 2-3=-202/59, 3-4=-5967/0, 4-6=-5977/0, 6-7=-2552/0, 7-8=0/7168, 8-9=0/7500, 9-11=0/7496, 11-12=0/1835, 12-14=-3200/279, 14-15=-509/387, 15-16=-353/155, 15-31=0/0 BOT CHORD 29-30=0/5400, 28-29=0/5118, 27-28=0/5066, 25-27=0/5067, 24-25=0/494, 23-24=0/485, 21-23=-1827/0, 20-21=0/3077, 18-20=0/3078, 17-18=0/2844, 16-17=0/3232 WEBS 3-28=0/1117, 3-30=-5522/0, 5-28=0/1084, 9-23=-453/184, 7-23=-8088/0, 12-21=0/2645, 11-23=-6877/0, 13-21=-2451/0, 13-18=0/361, 14-18=0/684, 14-16=-3671/0, 7-25=0/3589, 5-25=-2961/0, 3-29=0/673, 4-28=-807/0, 5-27=0/620, 6-25=-999/0, 7-24=0/708, 8-23=-570/112, 11-22=0/3359, 13-20=0/681, 14-17=0/863, 12-22=-3311/0 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 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. 9) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 405 lb down at 4-9-8, 405 lb down at 8-9-8, 405 lb down at 12-9-8, 405 lb down at 16-9-8, 405 lb down at 20-9-8, 405 lb down at 24-9-8, 501 lb down at 31-3-8, 501 lb down at 35-3-8, 501 lb down at 39-3-8, 501 lb down at 43-3-8, and 501 lb down at 47-3-8, and 501 lb down at 51-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961131 F17 Monopitch 5 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:29 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-15=-94, 16-30=-14 Concentrated Loads (lb) Vert: 6=-575, 33=-575, 37=-405 (F), 38=-405 (F), 39=-405 (F), 40=-405 (F), 41=-405 (F), 42=-405 (F), 43=-501 (F), 44=-501 (F), 45=-501 (F), 46=-501 (F), 47=-501 (F), 48=-501 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961131 F17 Monopitch 5 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:29 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x6 =4x6 =3x6 =3x6 =5x8 =4x6 =4x6 =4x12 =2x4 =2x4 =12x12 =MT18HS 6x10 WB =5x6 =MT18HS 6x8 =4x6 =2x4 =7x8 =MT18HS 3x8 =3x6 =6x8 =2x4 =4x8 =5x6 3917 24 30 3123 32 22 33 21 34 35 20 3619 3718 1615 40 14 41 13 38 1 2 26 3 4 5 27 6 7 28 8 9 10 11 29 12 25 2-1-12 26-11-4 1-6-0 -1-6-0 0-5-8 53-9-0 4-6-12 24-9-8 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-11-4 6-11-4 4-0-8 35-10-0 4-4-6 53-9-0 4-5-5 40-3-5 4-5-5 44-8-10 4-8-0 49-4-10 4-10-4 31-9-8 8-8-3 18-0-3 8-11-1 26-11-4 9-4-0 9-4-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y):[2:0-0-1,0-2-0], [4:0-4-0,0-3-0], [8:0-5-0,Edge], [9:0-3-8,0-2-8], [10:0-4-0,0-3-4], [11:0-4-0,0-2-0], [18:0-3-0,0-1-12], [19:0-3-0,0-3-0], [20:0-3-0,Edge], [24:Edge,0-2-8] 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 0.92 Vert(LL) -0.18 21-23 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT) -0.52 23-24 >622 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.15 13 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.23 23-24 >999 240 BCDL 7.0 Weight: 282 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-8,8-10:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 22-19,16-19:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 24-2,5-20,9-18,11-13:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 25-13,7-20:2x6 DF 1800F 1.6E, 9-20:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing. WEBS 1 Row at midpt 3-24, 10-18, 11-13, 4-21 WEBS 2 Rows at 1/3 pts 5-20, 9-20 REACTIONS (lb/size) 13=2471/0-5-8, 20=6029/0-5-8, (req. 0-7-3), 24=1502/0-5-8 Max Horiz 24=383 (LC 11) Max Uplift 24=-204 (LC 10) Max Grav 13=2753 (LC 19), 20=6739 (LC 19), 24=1530 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-24=-487/209, 1-2=0/11, 2-3=-198/87, 3-5=-3019/870, 5-6=-167/5072, 6-7=-230/5250, 7-9=-219/5250, 9-11=-3786/0, 11-12=-511/385, 12-13=-352/154, 12-25=0/0 BOT CHORD 23-24=-1279/2826, 21-23=-1320/2403, 20-21=-923/0, 18-20=0/1443, 17-18=0/3996, 15-17=0/3997, 14-15=0/3271, 13-14=0/3659 WEBS 3-23=0/431, 3-24=-2791/902, 4-23=0/835, 7-20=-635/207, 5-20=-4978/699, 9-18=0/2294, 9-20=-7518/0, 10-18=-1933/0, 10-15=-300/0, 11-15=0/1006, 11-13=-4171/0, 5-21=-65/1912, 4-21=-1993/414, 9-19=0/594, 10-17=0/676, 11-14=0/860, 6-20=-302/117 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 20 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 24. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down at 8-9-8, 179 lb down at 12-9-8, 179 lb down at 16-9-8, 179 lb down at 20-9-8, 179 lb down at 24-9-8, 501 lb down at 31-3-8, 501 lb down at 35-3-8, 501 lb down at 39-3-8, 501 lb down at 43-3-8, and 501 lb down at 47-3-8, and 501 lb down at 51-3-8 on bottom chord. The design/selection of such connection device (s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961132 F18 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:30 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-12=-94, 13-24=-14 Concentrated Loads (lb) Vert: 30=-179, 31=-179 (F), 32=-179 (F), 33=-179 (F), 34=-179 (F), 35=-179 (F), 36=-501 (F), 37=-501 (F), 38=-501 (F), 39=-501 (F), 40=-501 (F), 41=-501 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961132 F18 Monopitch 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:30 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =4x8 =2x4 =5x8 =3x6 =7x8 =2x4 =MT18HS 4x8 =4x8 =2x4 =MT18HS 6x8 =2x4 =2x4 =M18AHS 7x14 =MT18HS 6x10 WB =4x6 =MT18HS 5x8 =6x8 =5x8 =4x6 =3x6 =2x4 =6x8 =4x6 =5x6 26 3225 24 3423 22 35 21 2036 37 19 3818 3917 40 411615 1442 43 13 33 1 2 28 3 4 5 29 6 7 30 8 9 10 11 31 12 27 2-1-12 26-11-4 1-6-0 -1-6-0 0-5-8 53-9-0 4-6-12 24-9-8 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-11-4 6-11-4 2-2-9 20-2-12 2-2-11 46-11-5 3-11-0 9-4-0 4-3-0 13-7-0 4-5-3 18-0-3 5-5-0 5-5-0 6-8-8 26-11-4 6-9-11 53-9-0 8-10-11 44-8-10 8-10-12 35-10-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y): [2:0-2-0,0-1-12], [3:0-4-0,0-1-12], [5:0-4-0,0-2-8], [8:0-5-0,Edge], [9:0-4-0,0-2-4], [10:0-4-0,0-3-4], [11:0-4-0,0-2-4], [13:0-2-12,0-2-0], [19:0-7-0,0-2-12], [21:0-4-0,0-1-8], [26:Edge,0-2-4] 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 1.00 Vert(LL) -0.17 23-24 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.90 Vert(CT) -0.52 15-17 >620 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.15 13 n/a n/a M18AHS 169/162 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.16 15-17 >999 240 BCDL 7.0 Weight: 281 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-8,8-10:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 26-22:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 27-13,7-19:2x6 DF 1800F 1.6E, 3-26:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 5-19,9-19:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-19. WEBS 1 Row at midpt 3-26, 5-19, 9-19, 10-17, 11-13, 4-21 REACTIONS (lb/size) 13=1642/0-5-8, 19=6269/0-5-8, (req. 0-6-15), 26=2044/0-5-8 Max Horiz 26=383 (LC 11) Max Grav 13=1925 (LC 19), 19=6978 (LC 19), 26=2072 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-26=-477/195, 1-2=0/11, 2-3=-159/70, 3-5=-4480/0, 5-6=0/5627, 6-7=0/5802, 7-9=0/5802, 9-11=-2488/593, 11-12=-505/388, 12-13=-350/157, 12-27=0/0 BOT CHORD 25-26=0/4456, 24-25=0/4169, 23-24=0/4096, 21-23=0/4098, 20-21=0/491, 19-20=0/480, 17-19=-743/0, 15-17=-440/2221, 14-15=-186/2291, 13-14=-188/2289 WEBS 3-24=0/460, 3-26=-4567/0, 4-24=0/491, 7-19=-643/242, 5-19=-6552/0, 9-17=0/2111, 9-19=-6272/93, 10-17=-1652/139, 10-15=0/522, 11-15=-14/363, 11-13=-2562/281, 5-21=0/2136, 4-21=-2735/0, 3-25=0/682, 4-23=0/618, 5-20=0/670, 6-19=-297/66, 11-14=0/366 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 405 lb down at 4-9-8, 405 lb down at 8-9-8, 405 lb down at 12-9-8, 405 lb down at 16-9-8, 405 lb down at 20-9-8, 405 lb down at 24-9-8, 268 lb down at 31-3-8, 268 lb down at 35-3-8, 268 lb down at 39-3-8, 268 lb down at 43-3-8, and 268 lb down at 47-3-8, and 268 lb down at 51-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961133 F19 Monopitch 3 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:31 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Vert: 1-2=-94, 2-12=-94, 13-26=-14 Concentrated Loads (lb) Vert: 32=-405 (F), 33=-405 (F), 34=-405 (F), 35=-405 (F), 36=-405 (F), 37=-405 (F), 38=-268 (F), 39=-268 (F), 40=-268 (F), 41=-268 (F), 42=-268 (F), 43=-268 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961133 F19 Monopitch 3 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:31 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =4x8 =2x4 =5x8 =3x6 =7x8 =2x4 =MT18HS 3x8 =5x8 =2x4 =MT18HS 6x8 =2x4 =2x4 =M18AHS 7x14 =MT18HS 6x10 WB =MT20HS 5x10 =6x8 =4x6 =4x6 =7x8 =2x4 =4x6 =3x6 =6x8 =2x4 =4x6 =5x6 38 39 28 3427 26 3625 24 37 23 22 21 4020 4119 4218 431716 44 15 45 14 35 1 2 30 3 4 5 31 6 7 32 8 9 10 11 12 33 13 29 1-9-13 33-7-5 2-1-12 26-11-4 1-6-0 -1-6-0 0-5-8 53-9-0 4-6-12 24-9-8 4-10-4 31-9-8 6-4-3 53-3-8 6-7-12 20-2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-11-4 6-11-4 2-2-9 20-2-12 3-11-0 9-4-0 4-0-8 35-10-0 4-3-0 13-7-0 4-4-6 53-9-0 4-5-3 18-0-3 4-5-5 40-3-5 4-5-5 44-8-10 4-8-0 49-4-10 4-10-4 31-9-8 5-5-0 5-5-0 6-8-8 26-11-4 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y): [2:0-2-0,0-1-12], [3:0-4-0,0-1-12], [5:0-4-0,0-2-8], [8:0-5-0,Edge], [9:0-5-0,0-2-0], [10:0-2-12,0-1-12], [11:0-4-0,0-3-4], [12:0-4-0,0-2-0], [19:0-3-0,0-1-12], [21:0-4-8,0-2-12], [28:Edge,0-2-4] 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 0.98 Vert(LL) -0.17 25-26 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.97 Vert(CT) -0.48 25-26 >674 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.17 14 n/a n/a M18AHS 169/162 BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.15 25-26 >999 240 MT20HS 165/146 BCDL 7.0 Weight: 293 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 4-8,8-11:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 17-14:2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 29-14,7-21:2x6 DF 1800F 1.6E, 3-28,10-19,9-21,12-14,9-20:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr, 5-21:2x4 DF 2400F 2.0E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,21-22 5-2-3 oc bracing: 20-21. WEBS 1 Row at midpt 3-28, 5-21, 9-21, 11-19, 12-14, 4-23 REACTIONS (lb/size) 14=2326/0-5-8, 21=7069/0-5-8, (req. 0-8-5), 28=1961/0-5-8 Max Horiz 28=383 (LC 11) Max Grav 14=2607 (LC 19), 21=7782 (LC 19), 28=1986 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-28=-476/196, 1-2=0/11, 2-3=-156/72, 3-5=-4155/49, 5-6=0/6336, 6-7=0/6554, 7-9=0/6546, 9-10=-281/1098, 10-12=-3457/0, 12-13=-510/387, 13-14=-353/155, 13-29=0/0 BOT CHORD 27-28=0/4216, 26-27=-78/3927, 25-26=0/3658, 23-25=0/3659, 22-23=-413/0, 21-22=-423/0, 19-21=-1091/415, 18-19=0/3481, 16-18=0/3482, 15-16=0/3031, 14-15=0/3421 WEBS 3-26=0/359, 3-28=-4316/0, 4-26=0/619, 7-21=-509/179, 5-21=-6691/0, 10-19=0/2477, 9-21=-6618/0, 11-19=-2238/0, 11-16=-59/148, 12-16=0/824, 12-14=-3894/0, 5-23=0/2188, 4-23=-2868/0, 12-15=0/864, 11-18=0/682, 9-20=0/3230, 6-21=-378/105, 10-20=-3147/0, 5-22=0/726, 4-25=0/626, 3-27=0/686 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 3-5-15, Exterior (2) 3-5-15 to 48-6-4, Corner (3) 48-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 405 lb down at 4-9-8, 405 lb down at 12-9-8, 405 lb down at 16-9-8, 405 lb down at 20-9-8, 405 lb down at 24-9-8, 501 lb down at 31-3-8, 501 lb down at 35-3-8, 501 lb down at 39-3-8, 501 lb down at 43-3-8, and 501 lb down at 47-3-8, and 501 lb down at 51-3-8 on bottom chord. The design/selection of such connection device (s) is the responsibility of others. 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) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961134 F20 Monopitch 5 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:31 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Vert: 1-2=-94, 2-13=-94, 14-28=-14 Concentrated Loads (lb) Vert: 34=-405 (F), 35=-405, 36=-405 (F), 37=-405 (F), 38=-405 (F), 39=-405 (F), 40=-501 (F), 41=-501 (F), 42=-501 (F), 43=-501 (F), 44=-501 (F), 45=-501 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961134 F20 Monopitch 5 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:31 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x4 =3x4 =3x6 =3x6 =5x6 =5x6 =3x6 =5x6 =3x6 =5x6 =4x6 =3x4 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 1762 1819 20 21 22 23 2425 26 27 28 2963 30 31 32 61 1-6-0 -1-6-0 1-9-0 1-9-0 0-5-8 53-9-0 51-6-8 53-3-8 3-9-0 3-9-0 50-0-0 53-9-0 8- 9 - 0 2- 3 - 1 3 8- 9 - 0 4- 6 - 8 4- 6 - 8 4- 2 - 8 8- 9 - 0 Scale = 1:95.7 Plate Offsets (X, Y):[10:0-3-0,Edge], [32:0-3-0,0-1-8], [38:0-3-0,0-3-0], [44:0-3-0,0-3-0], [52:0-3-0,0-3-0] 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 0.35 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.26 Horz(CT) -0.01 33 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S BCDL 7.0 Weight: 271 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 61-33:2x6 DF 1800F 1.6E OTHERS 2x4 DF Stud/Std 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, Except: 6-0-0 oc bracing: 59-60,58-59. REACTIONS (lb/size) 33=83/53-9-0, 34=215/53-9-0, 35=217/53-9-0, 36=216/53-9-0, 37=216/53-9-0, 38=216/53-9-0, 39=216/53-9-0, 40=216/53-9-0, 41=216/53-9-0, 42=216/53-9-0, 43=216/53-9-0, 44=216/53-9-0, 45=217/53-9-0, 46=216/53-9-0, 47=216/53-9-0, 48=216/53-9-0, 49=216/53-9-0, 50=216/53-9-0, 51=215/53-9-0, 52=215/53-9-0, 53=217/53-9-0, 54=216/53-9-0, 55=216/53-9-0, 56=217/53-9-0, 57=212/53-9-0, 58=203/53-9-0, 59=162/53-9-0, 60=291/53-9-0 Max Horiz 60=383 (LC 11) Max Uplift 33=-125 (LC 11), 34=-105 (LC 10), 35=-50 (LC 11), 36=-33 (LC 14), 37=-31 (LC 14), 38=-30 (LC 14), 39=-31 (LC 14), 40=-31 (LC 14), 41=-31 (LC 14), 42=-30 (LC 14), 43=-32 (LC 14), 44=-31 (LC 11), 45=-31 (LC 14), 46=-30 (LC 14), 47=-31 (LC 14), 48=-31 (LC 14), 49=-31 (LC 14), 50=-30 (LC 14), 51=-32 (LC 14), 52=-29 (LC 14), 53=-31 (LC 14), 54=-30 (LC 14), 55=-31 (LC 14), 56=-31 (LC 14), 57=-27 (LC 14), 58=-399 (LC 11), 59=-298 (LC 10), 60=-118 (LC 10) Max Grav 33=152 (LC 22), 34=267 (LC 23), 35=269 (LC 19), 36=267 (LC 19), 37=267 (LC 19), 38=267 (LC 19), 39=267 (LC 19), 40=267 (LC 19), 41=267 (LC 19), 42=267 (LC 19), 43=267 (LC 19), 44=267 (LC 19), 45=268 (LC 19), 46=267 (LC 19), 47=267 (LC 19), 48=267 (LC 19), 49=267 (LC 19), 50=267 (LC 19), 51=266 (LC 19), 52=270 (LC 19), 53=247 (LC 19), 54=216 (LC 1), 55=216 (LC 19), 56=217 (LC 1), 57=212 (LC 1), 58=426 (LC 22), 59=421 (LC 13), 60=407 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-60=-406/122, 1-2=0/11, 2-3=-30/31, 3-4=-557/314, 4-5=-554/314, 5-6=-549/314, 6-7=-545/314, 7-8=-540/313, 8-10=-536/313, 10-11=-532/313, 11-12=-530/315, 12-13=-526/315, 13-14=-522/315, 14-15=-517/317, 15-16=-513/319, 16-17=-509/320, 17-19=-505/322, 19-20=-500/324, 20-21=-497/327, 21-22=-493/332, 22-23=-488/336, 23-24=-484/340, 24-26=-480/345, 26-27=-476/349, 27-28=-472/353, 28-29=-467/357, 29-30=-463/361, 30-31=-458/365, 31-32=-461/374, 32-33=-154/198, 32-61=0/0 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68961136 F22G Monopitch Supported Gable 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:33 Page: 1 ID:T1?CHwUYQleyLARdOEMf6SzFcdC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 BOT CHORD 59-60=-506/267, 58-59=-506/267, 57-58=-135/101, 56-57=-135/101, 55-56=-135/101, 54-55=-135/101, 53-54=-135/101, 51-53=-137/101, 50-51=-137/99, 49-50=-137/99, 48-49=-137/99, 47-48=-137/99, 46-47=-137/99, 45-46=-137/99, 43-45=-138/99, 42-43=-138/98, 41-42=-138/98, 40-41=-138/98, 39-40=-138/98, 37-39=-139/98, 36-37=-139/98, 35-36=-139/98, 34-35=-139/98, 33-34=-139/98 WEBS 31-34=-238/194, 30-35=-241/119, 29-36=-239/90, 28-37=-239/87, 27-38=-239/88, 26-39=-239/87, 24-40=-239/87, 23-41=-239/87, 22-42=-239/87, 21-43=-239/88, 20-44=-239/90, 19-45=-239/88, 17-46=-239/87, 16-47=-239/87, 15-48=-239/87, 14-49=-239/87, 13-50=-239/88, 12-51=-239/88, 11-52=-242/91, 10-53=-218/88, 8-54=-188/88, 7-55=-188/86, 6-56=-189/87, 5-57=-184/91, 4-58=-205/99, 3-59=-543/342, 3-58=-475/831 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 13-5-15, Exterior (2) 13-5-15 to 38-6-4, Corner (3) 38-6-4 to 53-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 60, 125 lb uplift at joint 33, 105 lb uplift at joint 34, 50 lb uplift at joint 35, 33 lb uplift at joint 36, 31 lb uplift at joint 37, 30 lb uplift at joint 38, 31 lb uplift at joint 39, 31 lb uplift at joint 40, 31 lb uplift at joint 41, 30 lb uplift at joint 42, 32 lb uplift at joint 43, 31 lb uplift at joint 44, 31 lb uplift at joint 45, 30 lb uplift at joint 46, 31 lb uplift at joint 47, 31 lb uplift at joint 48, 31 lb uplift at joint 49, 30 lb uplift at joint 50, 32 lb uplift at joint 51, 29 lb uplift at joint 52, 31 lb uplift at joint 53, 30 lb uplift at joint 54, 31 lb uplift at joint 55, 31 lb uplift at joint 56, 27 lb uplift at joint 57, 399 lb uplift at joint 58 and 298 lb uplift at joint 59. 13) 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 Blaser Const / Madison Armory R68961136 F22G Monopitch Supported Gable 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:33 Page: 2 ID:T1?CHwUYQleyLARdOEMf6SzFcdC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3 12 =3x4 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =4x6 =3x4 1 2 10 9 8 7 12 11 3 4 5 6 1-6-0 -1-6-0 10-0-0 10-0-0 0-3-8 10-0-0 9-8-8 9-8-8 3- 2 - 2 0- 3 - 1 4 2- 4 - 6 0- 5 - 8 Scale = 1:32.5 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 0.26 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.08 Vert(CT) n/a - n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S BCDL 7.0 Weight: 40 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=357/10-0-0, 7=74/10-0-0, 8=229/10-0-0, 9=150/10-0-0, 10=381/10-0-0 Max Horiz 2=103 (LC 13) Max Uplift 2=-103 (LC 10), 7=-15 (LC 11), 8=-40 (LC 10), 9=-38 (LC 10), 10=-55 (LC 10) Max Grav 2=403 (LC 19), 7=98 (LC 19), 8=307 (LC 19), 9=191 (LC 19), 10=526 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57, 2-3=-191/99, 3-4=-120/70, 4-5=-89/66, 5-6=-47/50, 6-7=-91/63 BOT CHORD 2-10=-42/54, 9-10=-42/54, 8-9=-42/54, 7-8=-42/54 WEBS 5-8=-275/160, 4-9=-182/118, 3-10=-455/258 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-7 to 1-5-9, Exterior(2N) 1-5-9 to 9-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 7, 103 lb uplift at joint 2, 40 lb uplift at joint 8, 38 lb uplift at joint 9 and 55 lb uplift at joint 10. 11) 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 Blaser Const / Madison Armory R68961137 G1G Monopitch Supported Gable 1 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:34 Page: 1 ID:TmTni6HtQXVNoZeMu9YgwszFcdT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 6,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3 12 =4x6 =2x4 =3x4 =5x6 =5x6 =3x4 1 2 6 5 10 7 8 9 3 4 1-6-0 -1-6-0 4-7-4 10-0-0 5-4-12 5-4-12 0-3-8 10-0-0 4-3-12 9-8-8 5-4-12 5-4-12 3- 2 - 2 0- 3 - 1 4 2- 4 - 6 0- 5 - 8 Scale = 1:30.9 Plate Offsets (X, Y):[4:0-2-12,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 70.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.10 2-6 >999 360 MT20 220/195 (Roof Snow = 70.0)Lumber DOL 1.15 BC 0.43 Vert(CT) -0.12 2-6 >946 240 TCDL 12.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.03 8 n/a n/a BCLL 0.0*Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.08 2-6 >999 240 BCDL 7.0 Weight: 42 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. REACTIONS (lb/size) 2=1178/0-5-8, 8=772/ Mechanical Max Horiz 2=97 (LC 10) Max Uplift 2=-270 (LC 10), 8=-186 (LC 10) Max Grav 2=1595 (LC 19), 8=1039 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/107, 2-3=-2431/1043, 3-4=-374/92, 5-7=-439/699, 4-7=-439/699 BOT CHORD 2-6=-1109/2205, 5-6=-1109/2205 WEBS 3-5=-2074/1044, 3-6=-329/178, 4-8=-1061/513 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-7 to 1-5-9, Interior (1) 1-5-9 to 9-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=70.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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 70.0 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 3-06-00 tall by 2-00-00 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 270 lb uplift at joint 2 and 186 lb uplift at joint 8. 9) 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 Blaser Const / Madison Armory R68961138 G2 Monopitch 3 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401, Run: 8.52 S Oct 11 2021 Print: 8.520 S Oct 11 2021 MiTek Industries, Inc. Mon Dec 06 14:01:34 Page: 1 ID:xy19wSIVBrdEQiDZSt3vS4zFcdS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 6,2021 P R O D U C T C O D E A P P R O V A L S 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 . 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 . 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 . 2 1 . 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 . 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 ( 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 . 5 / 1 9 / 2 0 2 0 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 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 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 . 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