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HomeMy WebLinkAboutTRUSS DRAWINGS - 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: R68962861 thru R68962870 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 0.2512 =3x4 =3x4 =3x6 =3x6 =3x6 =3x6 =5x6 =3x6 =5x6 =3x4 =3x4 65 64 63 62 61 60 59 58 57 56 55 54 53 52 5150 49 48 47 46 4544 43 42 41 40 39 38 37 36 35 34 1 2 3 4 5 6 7 8 9 1011 12 13 14 1516 17 18 1966 20 21 22 23 2425 26 27 28 29 6730 31 32 33 1-6-0 -1-6-0 54 -10 -4 54 -10 -4 54 -10 -4 3 -1 -11 2 -0 -0 3 -1 -11 Scale = 1:94.3 Plate Offsets (X, Y):[39:0-3-0,0-3-0], [50:0-2-0,0-1-8] 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 0.29 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.07 Vert(CT)n/a -n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.11 Horz(CT)0.00 34 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-R BCDL 7.0 Weight: 228 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)34=75/54-10-4, 35=236/54-10-4, 36=212/54-10-4, 37=217/54-10-4, 38=216/54-10-4, 39=214/54-10-4, 40=219/54-10-4, 41=215/54-10-4, 42=216/54-10-4, 43=216/54-10-4, 45=216/54-10-4, 46=216/54-10-4, 47=216/54-10-4, 48=216/54-10-4, 49=216/54-10-4, 51=216/54-10-4, 52=216/54-10-4, 53=216/54-10-4, 54=216/54-10-4, 55=216/54-10-4, 56=216/54-10-4, 57=216/54-10-4, 58=216/54-10-4, 60=216/54-10-4, 61=217/54-10-4, 62=214/54-10-4, 63=228/54-10-4, 64=-27/54-10-4, 65=356/54-10-4 Max Horiz 65=106 (LC 9) Max Uplift 34=-30 (LC 9), 35=-27 (LC 12), 36=-33 (LC 9), 37=-31 (LC 12), 38=-30 (LC 12), 39=-33 (LC 9), 40=-29 (LC 12), 41=-31 (LC 12), 42=-30 (LC 12), 43=-31 (LC 12), 45=-31 (LC 12), 46=-31 (LC 12), 47=-31 (LC 12), 48=-31 (LC 12), 49=-31 (LC 12), 51=-31 (LC 12), 52=-31 (LC 12), 53=-31 (LC 12), 54=-31 (LC 12), 55=-31 (LC 12), 56=-31 (LC 12), 57=-31 (LC 12), 58=-31 (LC 12), 60=-31 (LC 12), 61=-31 (LC 12), 62=-31 (LC 12), 63=-32 (LC 8), 64=-260 (LC 16), 65=-168 (LC 8) Max Grav 34=75 (LC 1), 35=236 (LC 1), 36=212 (LC 1), 37=217 (LC 1), 38=216 (LC 1), 39=214 (LC 1), 40=219 (LC 1), 41=215 (LC 1), 42=216 (LC 1), 43=216 (LC 1), 45=216 (LC 1), 46=216 (LC 1), 47=216 (LC 1), 48=216 (LC 1), 49=216 (LC 1), 51=216 (LC 1), 52=216 (LC 1), 53=216 (LC 1), 54=216 (LC 1), 55=216 (LC 1), 56=216 (LC 1), 57=216 (LC 1), 58=216 (LC 1), 60=216 (LC 1), 61=217 (LC 1), 62=214 (LC 1), 63=228 (LC 1), 64=103 (LC 10), 65=589 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-65=-562/144, 1-2=0/6, 2-3=-65/32, 3-4=-63/31, 4-5=-60/31, 5-6=-58/30, 6-7=-56/30, 7-8=-54/29, 8-9=-52/29, 9-11=-50/28, 11-12=-47/28, 12-13=-45/27, 13-14=-43/27, 14-15=-41/26, 15-17=-39/26, 17-18=-37/26, 18-19=-35/26, 19-20=-35/27, 20-21=-35/28, 21-22=-35/29, 22-23=-35/30, 23-24=-35/31, 24-26=-35/33, 26-27=-35/35, 27-28=-35/37, 28-29=-34/36, 29-30=-34/39, 30-31=-34/41, 31-32=-35/43, 32-33=-35/45, 33-34=-68/44 BOT CHORD 64-65=-45/43, 63-64=-45/43, 62-63=-45/43, 61-62=-45/43, 60-61=-45/43, 58-60=-45/43, 57-58=-45/43, 56-57=-45/43, 55-56=-45/43, 54-55=-45/43, 53-54=-45/43, 52-53=-45/43, 51-52=-45/43, 49-51=-45/43, 48-49=-45/43, 47-48=-45/43, 46-47=-45/43, 45-46=-45/43, 43-45=-45/43, 42-43=-45/43, 41-42=-45/43, 40-41=-45/43, 38-40=-47/45, 37-38=-47/45, 36-37=-47/45, 35-36=-47/45, 34-35=-47/45 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962861A1GMonopitch11J0846-21 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 15:04:57 Page: 1 ID:MoEj7IX2U_8OqnlPd3QbGIzFcd8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 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 WEBS 32-35=-202/83, 31-36=-186/88, 30-37=-188/88, 29-38=-190/87, 28-39=-186/94, 27-40=-190/87, 26-41=-187/89, 24-42=-188/86, 23-43=-188/87, 22-45=-188/86, 21-46=-188/86, 20-47=-188/86, 19-48=-188/86, 18-49=-188/86, 17-51=-188/86, 15-52=-188/86, 14-53=-188/86, 13-54=-188/86, 12-55=-188/86, 11-56=-188/86, 9-57=-188/86, 8-58=-188/86, 7-60=-188/86, 6-61=-188/87, 5-62=-186/86, 4-63=-197/90, 3-64=-72/255 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=55ft; 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 39-8-8, Corner (3) 39-8-8 to 54-8-8 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)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)Provide adequate drainage to prevent water ponding. 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 168 lb uplift at joint 65, 30 lb uplift at joint 34, 27 lb uplift at joint 35, 33 lb uplift at joint 36, 31 lb uplift at joint 37, 30 lb uplift at joint 38, 33 lb uplift at joint 39, 29 lb uplift at joint 40, 31 lb uplift at joint 41, 30 lb uplift at joint 42, 31 lb uplift at joint 43, 31 lb uplift at joint 45, 31 lb uplift at joint 46, 31 lb uplift at joint 47, 31 lb uplift at joint 48, 31 lb uplift at joint 49, 31 lb uplift at joint 51, 31 lb uplift at joint 52, 31 lb uplift at joint 53, 31 lb uplift at joint 54, 31 lb uplift at joint 55, 31 lb uplift at joint 56, 31 lb uplift at joint 57, 31 lb uplift at joint 58, 31 lb uplift at joint 60, 31 lb uplift at joint 61, 31 lb uplift at joint 62, 32 lb uplift at joint 63 and 260 lb uplift at joint 64. 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 R68962861A1GMonopitch11J0846-21 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 15:04:57 Page: 2 ID:MoEj7IX2U_8OqnlPd3QbGIzFcd8-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 0.2512 =4x6 =MT18HS 6x8 =6x8 =4x4 =MT18HS 3x8 =4x6 =4x8 =2x4 =7x8 =4x12 =3x6 =3x6 =5x14 =3x6 =4x8 =7x8 =3x6 =2x4 =4x8 =5x6 =3x6 22 21 20 19 18 17 16 15 14 13 12 11 1 2 23 3 4 5 6 24 2526 7 8 9 27 10 1-6-0 -1-6-0 7-7-15 39-0-11 7-9-1 46-9-11 7-9-1 15 -9-9 7-9-1 23 -6-10 7-10-2 31-4-12 8-0-9 8-0-9 8-0-9 54-10-4 7-7-15 39-0-11 7-9-1 46-9-11 7-9-1 15 -9-9 7-9-1 23 -6-10 7-10-2 31-4-12 8-0-9 8-0-9 8-0-9 54-10-4 3 -1 -11 2 -0 -0 3 -1 -11 Scale = 1:94.3 Plate Offsets (X, Y):[2:0-3-7,0-3-0], [6:0-4-0,0-4-8], [7:0-6-4,0-2-4], [8:0-4-0,0-4-8], [14:0-3-0,0-2-0], [18:0-3-8,0-2-0], [19:0-1-8,0-1-8], [21:0-3-8,0-2-4] 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 0.71 Vert(LL)-0.54 19-21 >696 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.90 19-21 >416 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.85 Horz(CT)0.04 16 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.51 19-21 >740 240 BCDL 7.0 Weight: 287 lb FT = 0% LUMBER TOP CHORD 2x6 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 22-2,21-2,19-6,7-18,14-7:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-0-12 oc bracing. WEBS 1 Row at midpt 2-21, 6-19, 7-18, 7-14, 10-12 REACTIONS (lb/size)11=842/0-3-8, 16=4109/0-6-12, 22=1598/0-5-8 Max Horiz 22=103 (LC 9) Max Uplift 11=-357 (LC 9), 16=-759 (LC 12), 22=-516 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-22=-1531/827, 1-2=0/6, 2-3=-4563/2726, 3-5=-4917/2757, 5-7=-4917/2766, 7-9=-1492/1164, 9-10=-1494/1173, 10-11=-788/508 BOT CHORD 21-22=-301/245, 19-21=-2813/4554, 18-19=-702/2187, 16-18=-3724/2047, 14-16=-3724/2047, 12-14=-560/139, 11-12=-73/64 WEBS 2-21=-2614/4400, 3-21=-796/311, 3-19=-24/364, 5-19=-719/370, 6-19=-2184/2825, 6-18=-1606/573, 7-18=-2783/6036, 7-16=-3958/1646, 7-14=-2557/3967, 8-14=-1050/536, 8-12=-711/1414, 9-12=-813/362, 10-12=-1143/1506 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=55ft; 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 49-8-8, Corner (3) 49-8-8 to 54-8-8 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)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)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. 4)Provide adequate drainage to prevent water ponding. 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 516 lb uplift at joint 22, 357 lb uplift at joint 11 and 759 lb uplift at joint 16. 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. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 2-10=-94, 11-22=-14 Concentrated Loads (lb) Vert: 24=-250, 26=-250 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962862A2Monopitch431J0846-21 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 15:05:01 Page: 1 ID:MoEj7IX2U_8OqnlPd3QbGIzFcd8-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 0.2512 =3x4 =3x4 =3x4 =3x4 =5x6 =5x6 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 1 2 3 4 5 6 7 8 9 1041 11 12 42 13 43 14 1544 16 17 18 19 20 34-9-12 34-9-12 3 -10 -8 3 -1 -13 3 -10 -8 Scale = 1:61 Plate Offsets (X, Y):[13:0-3-0,0-3-0], [26:0-3-0,0-3-0] 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 0.52 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.13 Vert(TL)n/a -n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.07 Horiz(TL)0.00 21 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-R BCDL 7.0 Weight: 169 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 10-0-0 oc bracing. REACTIONS (lb/size)21=83/34-9-12, 22=227/34-9-12, 23=214/34-9-12, 24=217/34-9-12, 25=215/34-9-12, 26=217/34-9-12, 27=210/34-9-12, 28=216/34-9-12, 29=222/34-9-12, 30=214/34-9-12, 31=216/34-9-12, 32=216/34-9-12, 33=216/34-9-12, 35=216/34-9-12, 36=216/34-9-12, 37=214/34-9-12, 38=226/34-9-12, 39=164/34-9-12, 40=8/34-9-12 Max Horiz 40=136 (LC 9) Max Uplift 21=-69 (LC 9), 22=-42 (LC 8), 23=-52 (LC 9), 24=-38 (LC 9), 25=-29 (LC 12), 26=-49 (LC 9), 27=-34 (LC 9), 28=-29 (LC 8), 29=-36 (LC 9), 30=-29 (LC 12), 31=-31 (LC 12), 32=-31 (LC 8), 33=-39 (LC 8), 35=-38 (LC 8), 36=-38 (LC 8), 37=-36 (LC 8), 38=-44 (LC 8), 39=-265 (LC 9), 40=-178 (LC 10) Max Grav 21=98 (LC 17), 22=231 (LC 18), 23=214 (LC 1), 24=217 (LC 1), 25=215 (LC 1), 26=217 (LC 1), 27=210 (LC 1), 28=216 (LC 1), 29=222 (LC 1), 30=214 (LC 1), 31=216 (LC 1), 32=216 (LC 1), 33=216 (LC 1), 35=216 (LC 1), 36=216 (LC 1), 37=214 (LC 1), 38=226 (LC 1), 39=278 (LC 17), 40=251 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-40=-150/110, 1-2=-38/33, 2-3=-34/33, 3-4=-33/34, 4-5=-33/35, 5-6=-33/36, 6-8=-33/37, 8-9=-33/37, 9-10=-33/38, 10-11=-33/39, 11-12=-33/40, 12-14=-35/42, 14-15=-35/44, 15-16=-33/44, 16-17=-34/45, 17-18=-34/47, 18-19=-34/48, 19-20=-34/49, 20-21=-72/69 BOT CHORD 39-40=-74/72, 38-39=-74/72, 37-38=-74/72, 36-37=-74/72, 35-36=-74/72, 33-35=-74/72, 32-33=-74/72, 31-32=-74/72, 30-31=-74/72, 29-30=-74/72, 28-29=-74/72, 27-28=-71/69, 25-27=-73/71, 24-25=-73/71, 23-24=-73/71, 22-23=-73/71, 21-22=-73/71 WEBS 19-22=-197/101, 18-23=-187/99, 17-24=-188/98, 16-25=-188/99, 15-26=-189/110, 14-27=-181/92, 13-28=-189/100, 12-29=-194/110, 11-30=-186/91, 10-31=-188/93, 9-32=-188/93, 8-33=-188/93, 6-35=-188/93, 5-36=-188/93, 4-37=-186/92, 3-38=-197/100, 2-39=-167/221 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 19-8-0, Corner (3) 19-8-0 to 34-8-0 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)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962863B1GMonopitch 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 15:05:02 Page: 1 ID:q?o5KeYgFHGFRxKbAnxqpVzFcd7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 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 7)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint 40, 69 lb uplift at joint 21, 42 lb uplift at joint 22, 52 lb uplift at joint 23, 38 lb uplift at joint 24, 29 lb uplift at joint 25, 49 lb uplift at joint 26, 34 lb uplift at joint 27, 29 lb uplift at joint 28, 36 lb uplift at joint 29, 29 lb uplift at joint 30, 31 lb uplift at joint 31, 31 lb uplift at joint 32, 39 lb uplift at joint 33, 38 lb uplift at joint 35, 38 lb uplift at joint 36, 36 lb uplift at joint 37, 44 lb uplift at joint 38 and 265 lb uplift at joint 39. 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 R68962863B1GMonopitch 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 15:05:02 Page: 2 ID:q?o5KeYgFHGFRxKbAnxqpVzFcd7-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 0.2512 =3x4 =5x8 =3x8 =3x4 =4x6 =MT18HS 4x8 =3x4 =3x4 =5x8 =MT18HS 4x8 =4x4 =3x8 =5x8 =3x4 14 13 12 22 11 23 10 9 8 1 2 3 15 416 17 18 19 5 20 21 6 7 6-9-4 27-8-2 6-10-2 13-11-13 6-11-1 20-10 -14 7-1-10 7-1-10 7-1-10 34 -9-12 8-6-11 25-11-9 8-6-11 17-4-14 8-10-3 8-10-3 8-10-3 34-9-12 3 -10 -8 3 -1 -13 3 -10 -8 Scale = 1:61 Plate Offsets (X, Y):[2:0-3-12,0-1-8], [3:0-3-0,Edge], [5:0-4-0,0-3-4], [7:0-0-8,0-1-8], [8:Edge,0-3-0], [13:0-1-12,0-1-8], [14: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 0.94 Vert(LL)-0.44 11-13 >947 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 1.00 Vert(CT)-0.83 11-13 >501 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.99 Horz(CT)0.24 8 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.46 11-13 >895 240 BCDL 7.0 Weight: 160 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 3-5:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 14-2,8-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. WEBS 1 Row at midpt 2-14, 4-13, 5-9, 6-8 REACTIONS (lb/size)8=2113/0-5-2, 14=2115/0-3-8 Max Horiz 14=136 (LC 9) Max Uplift 8=-408 (LC 9), 14=-403 (LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-301/148, 1-2=-89/112, 2-4=-4723/2215, 4-6=-6043/2506, 6-7=-82/100, 7-8=-293/142 BOT CHORD 13-14=-2073/4158, 11-13=-2493/6113, 9-11=-2368/5824, 8-9=-1768/3643 WEBS 2-14=-4437/2072, 2-13=-482/1126, 4-13=-1640/251, 4-11=-170/79, 5-11=-269/326, 5-9=-1909/411, 6-9=-573/1302, 6-8=-3993/1885 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 19-8-0, Corner (3) 19-8-0 to 34-8-0 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)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 14 and 408 lb uplift at joint 8. 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. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-7=-94, 8-14=-14 Concentrated Loads (lb) Vert: 16=-250, 19=-250 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962864B2Monopitch431J0846-21 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 15:05:02 Page: 1 ID:mNwslKZxmvWzhFUzIC_IuwzFcd5-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 0.2512 =3x4 =3x4 =5x6 =3x4 =3x4 =3x4 =3x6 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 1 2 3 4 5 6 7 8 9 10 11 12 43 13 44 14 15 16 17 18 19 20 42 0-5-8 34-10 -12 5-6-8 34 -5-4 28 -10-12 28 -10-12 4-0-0 34 -10 -12 30-10-12 30-10-12 6 -9 -0 3 -10 -8 6 -9 -0 4 -7 -2 4 -7 -2 2 -1 -14 6 -9 -0 Scale = 1:63.7 Plate Offsets (X, Y):[13:0-3-0,0-3-0] 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 0.16 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 0.24 Horiz(TL)-0.01 21 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S BCDL 7.0 Weight: 202 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* 42-21:2x6 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: 27-29,26-27,25-26,24-25,23-24. REACTIONS (lb/size)21=81/34-10-12, 22=217/34-10-12, 23=212/34-10-12, 24=220/34-10-12, 25=216/34-10-12, 26=215/34-10-12, 27=219/34-10-12, 29=216/34-10-12, 30=213/34-10-12, 31=217/34-10-12, 32=216/34-10-12, 33=216/34-10-12, 34=216/34-10-12, 36=216/34-10-12, 37=216/34-10-12, 38=214/34-10-12, 39=226/34-10-12, 40=162/34-10-12, 41=19/34-10-12 Max Horiz 41=277 (LC 9) Max Uplift 21=-49 (LC 9), 22=-48 (LC 12), 23=-472 (LC 9), 24=-368 (LC 8), 25=-37 (LC 12), 26=-38 (LC 9), 27=-32 (LC 12), 29=-30 (LC 12), 30=-30 (LC 12), 31=-31 (LC 12), 32=-31 (LC 12), 33=-31 (LC 12), 34=-31 (LC 8), 36=-31 (LC 12), 37=-31 (LC 8), 38=-31 (LC 12), 39=-35 (LC 8), 40=-58 (LC 9), 41=-46 (LC 8) Max Grav 21=95 (LC 17), 22=217 (LC 1), 23=478 (LC 17), 24=488 (LC 18), 25=216 (LC 1), 26=215 (LC 1), 27=219 (LC 1), 29=216 (LC 1), 30=213 (LC 1), 31=217 (LC 1), 32=216 (LC 1), 33=216 (LC 1), 34=216 (LC 1), 36=216 (LC 1), 37=216 (LC 1), 38=214 (LC 1), 39=226 (LC 1), 40=176 (LC 17), 41=52 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-41=-25/31, 1-2=-51/49, 2-3=-52/50, 3-4=-52/51, 4-5=-53/53, 5-6=-53/55, 6-8=-54/57, 8-9=-54/59, 9-10=-55/62, 10-11=-55/64, 11-12=-56/66, 12-14=-56/70, 14-15=-57/72, 15-16=-57/74, 16-17=-58/76, 17-18=-241/206, 18-19=-239/209, 19-20=-237/212, 20-21=-83/82, 20-42=0/0 BOT CHORD 40-41=-331/244, 39-40=-331/244, 38-39=-331/244, 37-38=-331/244, 36-37=-331/244, 34-36=-331/244, 33-34=-331/244, 32-33=-331/244, 31-32=-331/244, 30-31=-331/244, 29-30=-331/244, 27-29=-330/245, 26-27=-330/245, 25-26=-330/245, 24-25=-330/245, 23-24=-330/245, 22-23=-86/64, 21-22=-86/64 WEBS 19-22=-187/111, 18-23=-190/105, 17-24=-548/484, 16-25=-188/109, 15-26=-187/103, 14-27=-191/96, 13-29=-188/95, 12-30=-185/90, 11-31=-189/90, 10-32=-188/91, 9-33=-188/93, 8-34=-188/93, 6-36=-188/93, 5-37=-188/93, 4-38=-186/92, 3-39=-197/97, 2-40=-142/76, 17-23=-453/741 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=45ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 19-8-0, Corner (3) 19-8-0 to 34-8-0 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 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962865C1GMonopitch 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 15:05:02 Page: 1 ID:7Ljlo1d3bR9Fn0Mx5lZTb_zFcd0-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 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)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 41, 49 lb uplift at joint 21, 48 lb uplift at joint 22, 472 lb uplift at joint 23, 368 lb uplift at joint 24, 37 lb uplift at joint 25, 38 lb uplift at joint 26, 32 lb uplift at joint 27, 30 lb uplift at joint 29, 30 lb uplift at joint 30, 31 lb uplift at joint 31, 31 lb uplift at joint 32, 31 lb uplift at joint 33, 31 lb uplift at joint 34, 31 lb uplift at joint 36, 31 lb uplift at joint 37, 31 lb uplift at joint 38, 35 lb uplift at joint 39 and 58 lb uplift at joint 40. 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 R68962865C1GMonopitch 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 15:05:02 Page: 2 ID:7Ljlo1d3bR9Fn0Mx5lZTb_zFcd0-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 0.2512 =3x4 =5x6 =3x8 =3x4 =4x6 =MT18HS 3x8 =3x4 =3x4 =5x8 =MT18HS 4x8 =4x4 =3x6 =4x6 =5x624 14 13 12 23 11 10 9 8 1 2 3 16 417 18 19 20 5 21 22 6 7 15 0-5-8 34-10 -12 6-8-1 34 -5-4 6-10-14 27 -9-3 6-10-14 20-10-5 6-10-14 13-11-8 7-0-10 7-0-10 8-6-15 34-10-12 8-8-2 17-7-11 8-8-2 26 -3-13 8-11-10 8-11-10 6 -9 -0 3 -10 -8 6 -9 -0 4 -7 -2 4 -7 -2 2 -1 -14 6 -9 -0 Scale = 1:63.7 Plate Offsets (X, Y):[3:0-3-0,Edge], [5:0-4-0,0-3-4], [6:0-2-12,0-1-8], [7:0-2-15,Edge], [8:0-3-0,0-3-0], [13:0-1-12,0-1-8], [14:0-3-0,0-3-0] 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 0.70 Vert(LL)-0.30 11-13 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT)-0.58 11-13 >716 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.97 Horz(CT)0.20 8 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.35 9-11 >999 240 BCDL 7.0 Weight: 175 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 3-5:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 8-15:2x6 DF 1800F 1.6E, 14-1,14-2:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 1 Row at midpt 4-13, 5-9, 2-14 WEBS 2 Rows at 1/3 pts 6-8 REACTIONS (lb/size)8=2114/0-5-8, 14=2114/0-5-2 Max Horiz 14=278 (LC 9) Max Uplift 8=-428 (LC 9), 14=-424 (LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-80/108, 2-4=-3840/1816, 4-6=-4935/2133, 6-7=-216/259, 7-8=-297/150, 7-15=0/0, 1-14=-287/142 BOT CHORD 13-14=-1806/3293, 11-13=-2134/4968, 9-11=-1997/4787, 8-9=-1458/2979 WEBS 2-13=-512/1143, 4-13=-1439/261, 4-11=-146/92, 5-11=-277/279, 5-9=-1745/436, 6-9=-573/1224, 6-8=-3407/1656, 2-14=-3687/1764 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-1-12 to 15-1-12, Exterior (2) 15-1-12 to 19-8-0, Corner (3) 19-8-0 to 34-8-0 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)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 lb uplift at joint 8 and 424 lb uplift at joint 14. 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. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-7=-94, 8-14=-14 Concentrated Loads (lb) Vert: 17=-250, 20=-250 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962866C2Monopitch351J0846-21 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 15:05:03 Page: 1 ID:bXH7?NeiMlH6PAx7eS4i8BzFcd?-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 0.2512 =3x4 =5x6 =3x8 =4x6 =MT18HS 4x8 =5x8 =MT18HS 6x10 =5x6 =4x8 =4x8 =5x6 =6x8 =4x6 22 21 20 19 18 17 16 15 14 13 12 1 24 2 3 4 5 25 6 26 7 8 9 10 27 11 23 3-9-7 38-4-7 4-9-10 53-5-4 4-11-10 48-7-10 0-5-8 53-10-12 5-3-9 43 -8-0 6-10-1 27-8-6 6-10 -10 34-7-0 6-10 -13 20-10-5 6-10-14 13 -11-8 7-0-10 7-0-10 0-2-12 43 -10 -12 4-8-14 48-7-10 5-3-2 53 -10-12 8-3-3 34 -7-0 8-8-2 17 -7-11 8-8-2 26 -3-13 8-11-10 8-11-10 9-1-0 43-8-0 6 -9 -0 3 -10 -8 6 -9 -0 4 -11 -14 4 -11 -14 1 -9 -2 6 -9 -0 Scale = 1:93.3 Plate Offsets (X, Y):[3:0-3-0,Edge], [5:0-4-0,0-3-0], [7:0-3-0,0-3-0], [14:0-3-0,0-3-0], [16:0-1-8,0-1-12], [22:0-3-0,0-3-0] 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 0.91 Vert(LL)-0.62 17-19 >848 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.87 Vert(CT)-1.00 17-19 >523 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.26 14 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.63 17-19 >825 240 BCDL 7.0 Weight: 277 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* 23-12:2x6 DF 1800F 1.6E, 8-16,2-22:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-1-6 oc bracing. WEBS 1 Row at midpt 8-14, 2-22, 4-21, 6-16 REACTIONS (lb/size)14=3554/0-5-8, 22=2226/0-5-2 Max Horiz 22=267 (LC 9) Max Uplift 14=-1110 (LC 9), 22=-806 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-287/138, 1-2=-78/105, 2-4=-4104/2743, 4-6=-5643/3795, 6-8=-3025/2136, 8-10=-951/1138, 10-11=-185/204, 11-12=-217/107, 11-23=0/0 BOT CHORD 21-22=-2554/3534, 19-21=-3680/5348, 17-19=-3908/5779, 16-17=-3349/4973, 14-16=-950/1432, 13-14=-1090/751, 12-13=-253/219 WEBS 8-16=-1672/2399, 8-14=-3328/2172, 9-14=-1314/756, 9-13=-737/1144, 10-13=-730/389, 10-12=-260/377, 7-16=-512/237, 2-21=-962/1232, 2-22=-3953/2591, 4-21=-1584/978, 4-19=-393/417, 5-19=-251/64, 5-17=-766/482, 6-17=-542/600, 6-16=-2285/1517 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) 0-1-12 to 5-1-12, Exterior (2) 5-1-12 to 48-8-0, Corner (3) 48-8-0 to 53-8-0 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)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x6 MT20 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 806 lb uplift at joint 22 and 1110 lb uplift at joint 14. 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 R68962867C3Monopitch91J0846-21 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 15:05:03 Page: 1 ID:UIXerlhCQznYunFutI9eI1zFccx-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 =MT18HS 3x8 =M18AHS 7x14 =5x6 =4x6 =5x6 =6x8 =3x6 =4x6 =3x6 =MT20HS 5x10 =3x6 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 5251 50 49 48 47 4645 44 43 42 41 40 39 38 37 1 2 3 4 5 6 7 8 910 11 12 7213 14 7315 16 17 1819 20 21 2274 23 24 25 26 2728 2975 30 31 32 33 34 35 36 711-6-0 -1-6-0 0-5-8 61-11-8 61-6-0 61-6-0 61 -11-8 8 -9 -0 2 -0 -0 8 -9 -0 4 -6 -12 4 -6 -12 4 -2 -4 8 -9 -0 Scale = 1:109.3 Plate Offsets (X, Y):[2:0-5-8,Edge], [19:0-4-0,0-4-4], [36:0-5-4,0-2-4], [58:0-3-0,0-3-0], [64:0-3-0,0-3-0], [70:0-3-8,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 0.47 Vert(LL)n/a -n/a 999 MT18HS 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.30 Vert(CT)n/a -n/a 999 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.13 Horz(CT)-0.01 37 n/a n/a MT20 220/195 BCLL 0.0 *Code IBC2018/TPI2014 Matrix-R MT20HS 165/146 BCDL 7.0 Weight: 341 lb FT = 0% LUMBER TOP CHORD 2x6 DF 1800F 1.6E 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* 71-37:2x6 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)37=87/61-11-8, 38=207/61-11-8, 39=221/61-11-8, 40=215/61-11-8, 41=216/61-11-8, 42=216/61-11-8, 43=216/61-11-8, 44=216/61-11-8, 46=216/61-11-8, 47=216/61-11-8, 48=216/61-11-8, 49=216/61-11-8, 50=216/61-11-8, 51=216/61-11-8, 53=216/61-11-8, 54=216/61-11-8, 55=216/61-11-8, 56=215/61-11-8, 57=218/61-11-8, 58=216/61-11-8, 59=215/61-11-8, 60=216/61-11-8, 61=216/61-11-8, 62=216/61-11-8, 63=217/61-11-8, 64=216/61-11-8, 65=216/61-11-8, 66=216/61-11-8, 67=214/61-11-8, 68=228/61-11-8, 69=143/61-11-8, 70=306/61-11-8 Max Horiz 70=381 (LC 11) Max Uplift 37=-388 (LC 11), 38=-334 (LC 10), 39=-74 (LC 11), 40=-30 (LC 14), 41=-31 (LC 14), 42=-31 (LC 14), 43=-31 (LC 14), 44=-31 (LC 14), 46=-31 (LC 14), 47=-31 (LC 14), 48=-31 (LC 14), 49=-31 (LC 14), 50=-31 (LC 14), 51=-31 (LC 14), 53=-31 (LC 14), 54=-31 (LC 14), 55=-29 (LC 14), 56=-41 (LC 14), 57=-93 (LC 11), 58=-99 (LC 10), 59=-95 (LC 11), 60=-49 (LC 10), 61=-29 (LC 14), 62=-38 (LC 10), 63=-43 (LC 11), 64=-65 (LC 10), 65=-33 (LC 11), 66=-40 (LC 10), 67=-24 (LC 14), 68=-89 (LC 10), 69=-399 (LC 11), 70=-347 (LC 10) Max Grav 37=375 (LC 12), 38=456 (LC 23), 39=277 (LC 19), 40=270 (LC 19), 41=271 (LC 19), 42=271 (LC 19), 43=271 (LC 19), 44=271 (LC 19), 46=271 (LC 19), 47=271 (LC 19), 48=271 (LC 19), 49=271 (LC 19), 50=271 (LC 19), 51=271 (LC 19), 53=271 (LC 19), 54=271 (LC 19), 55=271 (LC 19), 56=270 (LC 19), 57=273 (LC 19), 58=270 (LC 19), 59=272 (LC 19), 60=263 (LC 19), 61=221 (LC 19), 62=216 (LC 1), 63=217 (LC 19), 64=217 (LC 23), 65=216 (LC 19), 66=216 (LC 1), 67=214 (LC 19), 68=244 (LC 23), 69=391 (LC 12), 70=475 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-70=-423/260, 1-2=0/11, 2-3=-452/236, 3-4=-434/228, 4-5=-432/229, 5-6=-427/229, 6-7=-424/230, 7-8=-417/228, 8-9=-416/230, 9-11=-409/228, 11-12=-406/229, 12-13=-401/229, 13-14=-399/229, 14-15=-389/229, 15-16=-397/240, 16-17=-388/239, 17-19=-385/242, 19-20=-381/243, 20-21=-376/247, 21-22=-372/251, 22-23=-368/255, 23-24=-363/259, 24-25=-359/264, 25-26=-355/268, 26-28=-350/272, 28-29=-346/277, 29-30=-342/281, 30-31=-338/285, 31-32=-333/290, 32-33=-329/294, 33-34=-324/298, 34-35=-318/302, 35-36=-335/317, 36-37=-326/495, 36-71=0/0 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962868D1GMonopitch 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 15:05:04 Page: 1 ID:MXiIYUKOUm?oHAy77?dc4izFcdP-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. NOTE: EXTREME CARE MUST BE TAKEN DURING TRUSS TRANSPORT, HANDLING AND ERECTION. PROVIDE SUPPORT THAT DOES NOT ALLOW TRUSS TO TWIST. ALL PLATES MUST REMAIN ENTIRELY INTACT AND EMBEDDED. 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 69-70=-75/59, 68-69=-75/59, 67-68=-75/59, 66-67=-75/59, 65-66=-75/59, 63-65=-75/59, 62-63=-75/57, 61-62=-75/57, 60-61=-75/57, 59-60=-75/57, 57-59=-75/57, 56-57=-70/57, 55-56=-70/57, 54-55=-70/57, 53-54=-70/57, 51-53=-70/57, 50-51=-70/57, 49-50=-70/57, 48-49=-70/57, 47-48=-70/57, 46-47=-70/57, 44-46=-70/57, 43-44=-70/57, 42-43=-70/57, 41-42=-70/57, 40-41=-70/57, 39-40=-70/57, 38-39=-70/57, 37-38=-70/57 WEBS 35-38=-407/344, 34-39=-249/128, 33-40=-242/92, 32-41=-243/87, 31-42=-243/87, 30-43=-243/87, 29-44=-243/87, 28-46=-243/87, 26-47=-243/87, 25-48=-243/87, 24-49=-243/87, 23-50=-243/87, 22-51=-243/87, 21-53=-243/87, 20-54=-243/87, 19-55=-243/92, 17-56=-242/104, 16-57=-244/219, 15-58=-242/159, 14-59=-245/220, 13-60=-235/104, 12-61=-193/96, 11-62=-188/94, 9-63=-188/143, 8-64=-189/117, 7-65=-188/143, 6-66=-188/95, 5-67=-186/97, 4-68=-201/113, 3-69=-239/415 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=62ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-2 to 13-5-14, Exterior (2) 13-5-14 to 46-8-12, Corner (3) 46-8-12 to 61-8-12 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) 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)WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner’s authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 11)Gable studs spaced at 2-0-0 oc. 12)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13)* 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. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 70, 388 lb uplift at joint 37, 334 lb uplift at joint 38, 74 lb uplift at joint 39, 30 lb uplift at joint 40, 31 lb uplift at joint 41, 31 lb uplift at joint 42, 31 lb uplift at joint 43, 31 lb uplift at joint 44, 31 lb uplift at joint 46, 31 lb uplift at joint 47, 31 lb uplift at joint 48, 31 lb uplift at joint 49, 31 lb uplift at joint 50, 31 lb uplift at joint 51, 31 lb uplift at joint 53, 31 lb uplift at joint 54, 29 lb uplift at joint 55, 41 lb uplift at joint 56, 93 lb uplift at joint 57, 99 lb uplift at joint 58, 95 lb uplift at joint 59, 49 lb uplift at joint 60, 29 lb uplift at joint 61, 38 lb uplift at joint 62, 43 lb uplift at joint 63, 65 lb uplift at joint 64, 33 lb uplift at joint 65, 40 lb uplift at joint 66, 24 lb uplift at joint 67, 89 lb uplift at joint 68 and 399 lb uplift at joint 69. 15)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 R68962868D1GMonopitch 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 15:05:04 Page: 2 ID:MXiIYUKOUm?oHAy77?dc4izFcdP-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 =3x6 =4x4 =3x6 =4x4 =3x6 =4x6 =3x6 =4x6 =5x6 =MT18HS 6x8 =3x6 =MT18HS 6x8 =4x8 =4x6 =MT18HS 6x10 =4x4 =2x4 =4x8 =5x6 =MT18HS 4x8 =4x4 =3x8 =4x6 =5x6 =6x8 =3x6 28 27 26 25 24 23 22 21 20 19 18 17 16 1 2 3 4 30 5 6 31 7 32 8 9 33 10 34 11 12 13 14 15 291-6-0 -1-6-0 0-5-8 62-5-0 5-4-4 21-7-4 5-4-6 10-10-10 5-4-6 16-3-0 5-6-4 5-6-4 6-3-12 41 -11-4 6-5-9 61-11-8 6-9-5 55-5-15 6-9-5 28 -4-9 6-9-5 48-8-9 7-2-15 35-7-8 6-3-12 41 -11-4 6-9-5 55-5-15 6-9-5 48-8-9 6-9-5 28 -4-9 6-11-1 62-5-0 7-1-4 14 -6-0 7-1-4 21-7-4 7-2-15 35-7-8 7-4-12 7-4-12 8 -9 -0 2 -0 -0 8 -9 -0 4 -7 -0 4 -7 -0 4 -2 -0 8 -9 -0 Scale = 1:109 Plate Offsets (X, Y):[7:0-1-12,0-2-8], [8:0-3-0,0-2-0], [14:0-2-8,0-2-0], [17:0-1-12,0-2-8], [18:0-3-0,0-1-8], [22:0-1-12,0-2-4], [24:0-3-0,0-3-0] 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 0.82 Vert(LL)-0.67 20-21 >727 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.86 Vert(CT)-1.01 20-21 >481 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.94 Horz(CT)0.09 16 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.44 18-20 >999 240 BCDL 7.0 Weight: 353 lb FT = 0% LUMBER TOP CHORD 2x6 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 29-16:2x6 DF 1800F 1.6E, 7-22:2x4 DF 2400F 2.0E, 8-21,14-18,15-17:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-4-13 oc bracing. WEBS 1 Row at midpt 6-24, 7-22, 8-21, 15-17 REACTIONS (lb/size)16=1990/0-5-8, 24=4634/0-8-12, 28=733/0-5-8 Max Horiz 28=380 (LC 11) Max Uplift 16=-579 (LC 11), 24=-973 (LC 14), 28=-391 (LC 10) Max Grav 16=2495 (LC 19), 24=5399 (LC 19), 28=733 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-28=-415/194, 1-2=0/11, 2-3=-68/103, 3-4=-612/865, 4-6=-461/1981, 6-7=-2576/5501, 7-8=-2319/337, 8-10=-6142/2272, 10-11=-6861/3104, 11-13=-6860/3120, 13-14=-5966/2970, 14-15=-3614/2047, 15-16=-2445/1133, 15-29=0/0 BOT CHORD 27-28=-1213/843, 25-27=-795/77, 24-25=-2690/846, 22-24=-5480/2413, 20-22=-2059/6114, 18-20=-2631/5944, 17-18=-1693/3593, 16-17=-120/123 WEBS 7-24=-4068/1381, 3-27=-453/35, 3-28=-831/816, 4-27=-457/833, 4-25=-1741/886, 6-25=-789/1192, 6-24=-3036/1790, 7-22=-2635/8301, 8-22=-2819/731, 8-21=-2052/4091, 10-21=-1383/555, 10-20=-919/807, 11-20=-747/318, 13-20=-263/1015, 13-18=-1271/407, 14-18=-1179/2720, 14-17=-2124/836, 15-17=-1928/4159 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=62ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-2 to 3-5-14, Exterior (2) 3-5-14 to 57-2-4, Corner (3) 57-2-4 to 62-2-4 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)WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by SBCA and TPI. The building owner or the owner’s authorized agent shall contract with a qualified registered design professional for the design and inspection of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962869D2Monopitch141J0846-21 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 15:05:05 Page: 1 ID:EIyoOsNuY_VEmnFvMrhYFYzFcdL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. NOTE: EXTREME CARE MUST BE TAKEN DURING TRUSS TRANSPORT, HANDLING AND ERECTION. PROVIDE SUPPORT THAT DOES NOT ALLOW TRUSS TO TWIST. ALL PLATES MUST REMAIN ENTIRELY INTACT AND EMBEDDED. 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 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 28, 579 lb uplift at joint 16 and 973 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. 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, 16-28=-14 Concentrated Loads (lb) Vert: 8=-250, 33=-250 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R68962869D2Monopitch141J0846-21 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 15:05:05 Page: 2 ID:EIyoOsNuY_VEmnFvMrhYFYzFcdL-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 0.5 12 12 11 10 9 8 1 2 3 4 5 6 7 1-6-0 -1-6-0 7-7-8 7-7-8 0-2-12 7-7-8 7-4-12 7-4-12 2 -3 -13 2 -0 -0 2 -3 -13 Scale = 1:26.3 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 0.30 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.05 Vert(CT)n/a -n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.06 Horz(CT)-0.01 7 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-R BCDL 7.0 Weight: 33 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)7=-52/7-7-8, 8=141/7-7-8, 9=232/7-7-8, 10=231/7-7-8, 11=109/7-7-8, 12=299/7-7-8 Max Horiz 12=82 (LC 11) Max Uplift 7=-92 (LC 18), 8=-44 (LC 10), 9=-69 (LC 10), 10=-57 (LC 10), 11=-83 (LC 18), 12=-153 (LC 10) Max Grav 7=34 (LC 10), 8=161 (LC 19), 9=264 (LC 19), 10=262 (LC 19), 11=122 (LC 19), 12=427 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-12=-412/271, 1-2=0/11, 2-3=-22/26, 3-4=-16/33, 4-5=-14/32, 5-6=-14/31, 6-7=-4/2, 6-8=-163/137 BOT CHORD 11-12=-63/72, 10-11=-63/72, 9-10=-63/72, 8-9=-63/72 WEBS 5-9=-221/187, 4-10=-236/201, 3-11=-103/134 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 (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 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 153 lb uplift at joint 12, 92 lb uplift at joint 7, 44 lb uplift at joint 8, 69 lb uplift at joint 9, 57 lb uplift at joint 10 and 83 lb uplift at joint 11. 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 R68962870D3GMonopitch 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 15:05:05 Page: 1 ID:ftex0tPnqvupdF_U1zFFsBzFcdI-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