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HomeMy WebLinkAboutTRUSS SPECS - 21-00160 - 1354 Clover Ct - New SFRMiTek 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 BMC West-Idaho Falls, ID. June 17,2021 Hernandez, Marcos Pages or sheets covered by this seal: R66876822 thru R66876840 My license renewal date for the state of Idaho is January 31, 2022. Idaho COA: 853 21-010940T 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 612 312 =3x6 =5x6 =3x8 =5x6 =3x8 =7x10 =3x8 =3x8 =5x6 =5x8 =3x8 =3x8 =7x10 =3x8 =5x6 =5x8 =3x6 =5x6 =3x6 2412 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 23 50 51 223 52 21 474345 4946 204195186 4844 1716157 8 14 139 1210 11 1-2-0 -1-2-0 2-10 -15 43-11-15 3-1-1 25-8-4 4-8-1 10-8-14 5-11-2 16-8-0 5-11-3 22-7-3 6-0-12 6-0-12 7-1-14 32-10-2 8-2-14 41-1-0 7-0-2 32 -10 -2 7-7-14 7-7-14 8-2-14 41-1-0 9-0-2 16-8-0 9-2-0 25-10-0 9 -4 -10 0 -4 -3 0 -3 -14 4 -2 -1 4 -2 -1 4 -6 -2 8 -8 -3 Scale = 1:80.3 Plate Offsets (X, Y):[5:0-3-0,0-3-0], [8:0-5-0,0-2-4], [14:0-5-0,0-2-4], [20:0-3-0,0-3-4], [23:0-2-8,Edge], [29:0-2-0,0-3-0], [34:0-4-0,0-3-0], [39:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL)-0.13 25 >767 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.38 Vert(CT)-0.19 23-25 >500 240 BCLL 0.0 *Rep Stress Incr YES WB 0.46 Horz(CT)0.01 23 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.09 23-25 >999 240 Weight: 272 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 11-34,34-8,34-14:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-34 JOINTS 1 Brace at Jt(s): 43, 44, 45, 47, 48, 49, 51, 52 REACTIONS (size)2=33-4-0, 23=0-3-8, 27=33-4-0, 28=33-4-0, 29=33-4-0, 30=33-4-0, 31=33-4-0, 32=33-4-0, 33=33-4-0, 34=33-4-0, 35=33-4-0, 36=33-4-0, 37=33-4-0, 38=33-4-0, 39=33-4-0, 40=33-4-0, 41=33-4-0, 42=33-4-0 Max Horiz 2=-162 (LC 11) Max Uplift 2=-46 (LC 11), 23=-271 (LC 7), 27=-110 (LC 11), 28=-80 (LC 7), 29=-144 (LC 11), 30=-22 (LC 11), 32=-64 (LC 11), 33=-67 (LC 11), 34=-35 (LC 11), 35=-68 (LC 10), 36=-66 (LC 10), 37=-3 (LC 10), 38=-61 (LC 10), 39=-18 (LC 11), 40=-32 (LC 10), 41=-47 (LC 10), 42=-84 (LC 10) Max Grav 2=250 (LC 21), 23=675 (LC 1), 27=611 (LC 1), 28=163 (LC 22), 29=521 (LC 1), 30=43 (LC 18), 31=135 (LC 1), 32=200 (LC 1), 33=207 (LC 22), 34=210 (LC 1), 35=206 (LC 21), 36=202 (LC 21), 37=124 (LC 21), 38=182 (LC 21), 39=116 (LC 21), 40=152 (LC 21), 41=165 (LC 21), 42=234 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-135/77, 3-4=-97/90, 4-6=-67/108, 6-7=-38/126, 7-8=-43/149, 8-9=-47/102, 9-10=-46/134, 10-11=-63/183, 11-12=-63/183, 12-13=-46/134, 13-14=-46/81, 14-15=-32/114, 15-16=-31/94, 16-17=0/84, 17-18=-1/71, 18-19=0/51, 19-21=-93/84, 21-22=-112/70, 22-23=-178/45, 23-24=0/58 BOT CHORD 2-42=-21/140, 41-42=-21/140, 40-41=-21/140, 38-40=-30/155, 37-38=-30/155, 36-37=-31/154, 35-36=-31/154, 33-35=-35/160, 32-33=-35/160, 31-32=-35/160, 30-31=-34/160, 28-30=-34/160, 27-28=0/119, 26-27=0/105, 25-26=0/105, 23-25=0/105 WEBS 11-34=-158/0, 8-44=-44/125, 43-44=-47/133, 34-43=-47/133, 39-45=-71/0, 8-45=-75/0, 5-46=-48/47, 39-46=-53/55, 34-47=-41/114, 47-48=-41/114, 14-48=-39/108, 14-49=-102/10, 29-49=-86/9, 16-29=-240/125, 29-50=-186/140, 50-51=-167/129, 51-52=-142/119, 20-52=-175/134, 20-27=-280/41, 10-43=-177/92, 35-43=-178/92, 9-44=-178/102, 36-44=-174/90, 8-37=-96/20, 7-45=-154/87, 38-45=-158/84, 6-46=-133/60, 40-46=-128/50, 4-41=-137/73, 3-42=-201/107, 12-47=-178/92, 33-47=-178/92, 13-48=-177/101, 32-48=-174/91, 14-31=-100/0, 15-49=-48/30, 30-49=-60/31, 17-50=-49/30, 18-51=-97/39, 19-52=-134/110, 28-52=-255/162, 21-26=-74/39, 22-25=-117/83 NOTES 1)Unbalanced roof live loads have been considered for this design. Job Truss Truss Type Qty Ply R66876822A01Roof Special Supported Gable 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:18 Page: 1 ID:a7UVqKKhbIPW?oaYm5XYTIz36v3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 17,2021 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)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 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 46 lb uplift at joint 2, 18 lb uplift at joint 39, 35 lb uplift at joint 34, 144 lb uplift at joint 29, 110 lb uplift at joint 27, 271 lb uplift at joint 23, 68 lb uplift at joint 35, 66 lb uplift at joint 36, 3 lb uplift at joint 37, 61 lb uplift at joint 38, 32 lb uplift at joint 40, 47 lb uplift at joint 41, 84 lb uplift at joint 42, 67 lb uplift at joint 33, 64 lb uplift at joint 32, 22 lb uplift at joint 30 and 80 lb uplift at joint 28. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876822A01Roof Special Supported Gable 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:18 Page: 2 ID:a7UVqKKhbIPW?oaYm5XYTIz36v3-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 612 312 =4x5 =5x6 =5x6 =3x4 =5x8 =5x6 =3x4 =5x6 =7x10 =7x10 =2x4 =3x6 101 2 14 15 16 13 12 11 9 17 18 8 3 7 64 5 1-2-0 -1-2-0 2-10 -15 43-11-15 3-1-1 25-8-4 4-8-1 10-8-14 5-11-2 16-8-0 5-11-3 22-7-3 6-0-12 6-0-12 7-1-14 32-10-2 8-2-14 41-1-0 0-3-2 33 -1-4 7-0-2 32 -10 -2 7-7-14 7-7-14 7-11-12 41-1-0 9-0-2 16-8-0 9-2-0 25-10-0 9 -4 -10 0 -4 -3 0 -3 -14 4 -2 -1 4 -2 -1 4 -6 -2 8 -8 -3 Scale = 1:80.3 Plate Offsets (X, Y):[2:0-1-0,Edge], [3:0-3-0,0-3-0], [9:0-3-4,Edge], [12:0-4-4,Edge], [13:0-4-0,0-3-0], [14:0-3-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL)-0.21 12-13 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.49 Vert(CT)-0.35 12-13 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.67 Horz(CT)0.07 11 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.08 12-13 >999 240 Weight: 191 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 13-4,13-5,13-6,12-8:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 9=0-3-8, 11=0-5-8 Max Horiz 2=-162 (LC 15) Max Uplift 2=-333 (LC 10), 9=-250 (LC 7), 11=-431 (LC 11) Max Grav 2=1661 (LC 1), 9=518 (LC 22), 11=2258 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-4=-2833/817, 4-5=-1748/616, 5-6=-1746/615, 6-7=-2193/761, 7-9=-2040/810, 9-10=0/58 BOT CHORD 2-11=-587/2410, 9-11=-698/270 WEBS 3-14=-345/200, 4-14=-125/500, 4-13=-762/332, 5-13=-334/980, 6-13=-591/281, 6-12=-106/276, 7-12=-814/332, 8-12=-676/2597, 8-11=-2131/683 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 2, 431 lb uplift at joint 11 and 250 lb uplift at joint 9. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876823A02Roof Special 5 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:21 Page: 1 ID:AoZ9cQDQj_ksyyWen2XxdJz3LTO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 312 3.512 =6x12 =5x6 =8x12 =6x8 =7x10 =5x6 =3x4 =5x6 =7x10 =6x12 =3x4 =3x6 111 14 16 17 13 12 102 98 15 3 7 64 5 1-2-0 -1-2-0 2-10-15 43-11-15 3-1-0 25-8-4 5-2-7 11-3-3 5-4-13 16-8-0 5-11-3 22 -7-3 6-0-12 6-0-12 7-1-14 32 -10 -2 8-2-14 41-1-0 0-5-8 0-5-8 0-3-2 33-1-4 7-0-2 32-10-2 7-11-12 41 -1-0 8-0-8 8-6-0 8-0-8 16-6-8 9-3-8 25-10-0 9 -4 -10 0 -4 -3 0 -3 -14 2 -4 -24-2 -1 4 -2 -1 4 -6 -2 8 -8 -3 Scale = 1:82.2 Plate Offsets (X, Y):[2:0-4-10,Edge], [3:0-3-0,0-3-0], [8:0-3-4,0-3-0], [10:0-3-4,Edge], [13:0-4-4,Edge], [14:0-6-12,0-2-8], [15:0-5-12,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL)-0.48 14-15 >816 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.61 Vert(CT)-0.68 14-15 >579 240 BCLL 0.0 *Rep Stress Incr YES WB 0.59 Horz(CT)0.31 12 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.25 14-15 >999 240 Weight: 202 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 14-13,13-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 3-15,13-6,13-7,9-12:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-5 oc bracing. WEBS 1 Row at midpt 4-14, 6-14 REACTIONS (size)2=0-5-8, 10=0-3-8, 12=0-5-8 Max Horiz 2=-163 (LC 11) Max Uplift 2=-322 (LC 10), 10=-243 (LC 7), 12=-449 (LC 11) Max Grav 2=1607 (LC 1), 10=414 (LC 22), 12=2528 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-4=-5816/1563, 4-5=-1624/599, 5-6=-1618/587, 6-7=-1793/656, 7-9=-1676/533, 9-10=-389/1644, 10-11=0/58 BOT CHORD 2-15=-1312/5270, 14-15=-548/2670, 12-14=-1506/1615, 10-12=-1506/469 WEBS 3-15=-463/300, 4-15=-681/3207, 4-14=-1752/529, 5-14=-326/899, 6-14=-523/252, 6-13=-226/173, 7-13=-728/311, 9-13=-823/3179, 9-12=-2398/748 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 12, 243 lb uplift at joint 10 and 322 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876824A03Roof Special 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:22 Page: 1 ID:AoZ9cQDQj_ksyyWen2XxdJz3LTO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 312 3.512 =5x6 =5x6 =6x8 =5x6 =5x6 =5x8 =3x8 =6x8 =7x10 =7x10 =1.5x4 =3x6 101 2 13 15 16 12 11 9 8 14 3 7 64 5 1-2-0 -1-2-0 2-10-15 43-11-15 3-1-0 25-8-4 5-0-15 11-1-12 5-6-4 16 -8-0 5-11-3 22 -7-3 6-0-12 6-0-12 7-1-14 32 -10 -2 8-2-14 41-1-0 0-5-8 0-5-8 0-4-12 25-10-0 7-0-2 32-10-2 8-2-14 41-1-0 8-0-8 8-6-0 8-0-8 16-6-8 8-10-12 25-5-4 9 -4 -10 0 -4 -3 0 -3 -14 2 -4 -24-2 -1 4 -2 -1 4 -6 -2 8 -8 -3 Scale = 1:82.2 Plate Offsets (X, Y):[2:0-2-12,0-1-0], [3:0-3-0,0-3-0], [9:0-3-4,Edge], [12:0-4-4,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL)-0.25 14 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT)-0.38 2-14 >802 240 BCLL 0.0 *Rep Stress Incr YES WB 0.81 Horz(CT)0.19 12 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.15 2-14 >999 240 Weight: 189 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 13-4,13-5,13-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 5-13, 6-12, 8-12 REACTIONS (size)2=0-5-8, 9=0-3-8, 12=0-5-8 Max Horiz 2=-163 (LC 15) Max Uplift 2=-245 (LC 10), 9=-300 (LC 7), 12=-443 (LC 11) Max Grav 2=1099 (LC 1), 9=739 (LC 22), 12=2723 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41, 2-4=-3308/883, 4-5=-509/296, 5-6=-517/290, 6-7=-380/2110, 7-9=-460/1940, 9-10=0/58 BOT CHORD 2-14=-814/2952, 13-14=-283/1276, 11-13=-829/359, 9-11=-824/365 WEBS 3-14=-471/297, 4-14=-399/1828, 4-13=-1231/401, 5-13=-115/98, 6-13=-179/1128, 6-12=-2622/683, 7-12=-77/249, 8-12=-1525/443, 8-11=0/255 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 2, 443 lb uplift at joint 12 and 300 lb uplift at joint 9. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876825A04Roof Special 3 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:22 Page: 1 ID:I6QM2J_ZffomdnPxXUgyDoz3LSO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 312 3.512 =5x6 =5x6 =6x8 =5x6 =5x6 =5x8 =5x6 =6x8 =7x10 =3x4 =1.5x4 =3x6 1 2 12 14 15 11 10 9 8 13 3 7 64 5 1-2-0 -1-2-0 3-1-0 25 -8-4 5-0-15 11-1-12 5-6-4 16-8-0 5-11-3 22-7-3 6-0-12 6-0-12 7-1-14 32 -10 -2 8-2-14 41-1-0 0-5-8 0-5-8 0-4-12 25 -10-0 7-0-2 32-10-2 8-2-14 41-1-0 8-0-8 8-6-0 8-0-8 16-6-8 8-10-12 25-5-4 9 -2 -15 0 -4 -3 0 -3 -14 2 -4 -24-2 -1 4 -2 -1 4 -6 -2 8 -8 -3 Scale = 1:77.8 Plate Offsets (X, Y):[2:0-2-12,0-1-0], [3:0-3-0,0-3-0], [9:0-2-8,Edge], [11:0-4-4,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL)-0.25 13 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(CT)-0.38 2-13 >809 240 BCLL 0.0 *Rep Stress Incr YES WB 0.80 Horz(CT)0.19 11 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.15 2-13 >999 240 Weight: 185 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 12-4,12-5,12-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-12, 5-12, 6-11, 8-11 REACTIONS (size)2=0-5-8, 9=0-3-8, 11=0-5-8 Max Horiz 2=168 (LC 10) Max Uplift 2=-242 (LC 10), 9=-125 (LC 7), 11=-469 (LC 11) Max Grav 2=1091 (LC 1), 9=438 (LC 22), 11=2773 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41, 2-4=-3269/888, 4-5=-490/267, 5-6=-499/261, 6-7=-486/2179, 7-8=-515/2002, 8-9=-554/851 BOT CHORD 2-13=-830/2916, 12-13=-293/1252, 10-12=-807/464, 9-10=-807/464 WEBS 3-13=-472/297, 4-13=-408/1806, 4-12=-1222/405, 5-12=-132/95, 6-12=-205/1155, 6-11=-2670/756, 7-11=-59/252, 8-11=-1696/567, 8-10=0/261 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 9, 242 lb uplift at joint 2 and 469 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876826A05Roof Special 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:22 Page: 1 ID:xP9uZP75qLJ33dKFE?umiKz3LSC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 312 3.5 12 =6x12 =5x6 =8x12 =6x8 =7x10 =5x6 =3x4 =4x5 =5x8 =5x6 =3x6 1 11 13 14 10 9 2 12 83 7 64 5 1-2-0 -1-2-0 3-1-0 25-8-4 5-3-3 11-4-0 5-4-0 16-8-0 4-9-12 30-6-0 5-11-3 22-7-3 6-0-12 6-0-12 0-5-8 0-5-8 4-8-0 30-6-0 8-0-8 8-6-0 8-0-8 16-6-8 9-3-8 25-10-0 9 -2 -15 0 -4 -3 2 -11 -10 2 -4 -24-2 -1 4 -2 -1 4 -6 -2 8 -8 -3 Scale = 1:60.9 Plate Offsets (X, Y):[2:0-4-10,Edge], [3:0-3-0,0-3-0], [11:0-6-12,0-2-8], [12:0-5-12,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL)-0.45 12 >802 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.61 Vert(CT)-0.63 11-12 >571 240 BCLL 0.0 *Rep Stress Incr YES WB 0.75 Horz(CT)0.33 9 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.25 12 >999 240 Weight: 167 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 11-9:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 12-4,11-4,11-5,11-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-11, 6-11 REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=230 (LC 10) Max Uplift 2=-324 (LC 10), 9=-267 (LC 11) Max Grav 2=1602 (LC 1), 9=1473 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-4=-5794/1746, 4-5=-1611/574, 5-6=-1607/563, 6-7=-1738/556, 7-8=-1596/454, 8-9=-1453/431 BOT CHORD 2-12=-1661/5251, 11-12=-756/2628, 10-11=-456/1596, 9-10=-17/36 WEBS 3-12=-466/295, 4-12=-890/3205, 4-11=-1726/607, 5-11=-306/894, 6-11=-452/213, 6-10=-137/87, 7-10=-651/250, 8-10=-457/1708 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 2 and 267 lb uplift at joint 9. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876827A06Roof Special 2 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:23 Page: 1 ID:qSwqzbOGtoy55sRHywmh3mz3LRt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 3.5 12 =6x12 =5x6 =8x12 =6x8 =7x10 =5x6 =3x4 =3x8 =5x6 =3x6 1 10 9 8 2 7 11 3 6 4 5 1-2-0 -1-2-0 5-3-3 11-4-0 5-4-0 16-8-0 6-0-12 6-0-12 6-11-0 23 -7-0 6-11-0 30 -6-0 0-5-8 0-5-8 5-10-0 30 -6-0 8-1-8 24-8-0 8-0-8 8-6-0 8-0-8 16-6-8 9 -2 -15 0 -4 -3 1 -9 -3 8 -8 -3 2 -4 -2 Scale = 1:60.2 Plate Offsets (X, Y):[2:0-4-10,Edge], [3:0-3-0,0-3-0], [7:Edge,0-1-12], [10:0-7-8,0-2-12], [11:0-5-12,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL)-0.45 11 >802 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.61 Vert(CT)-0.63 10-11 >571 240 BCLL 0.0 *Rep Stress Incr YES WB 0.68 Horz(CT)0.32 8 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.25 11 >999 240 Weight: 161 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 10-8:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 11-4,10-4,10-5,6-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-13 oc bracing. WEBS 1 Row at midpt 4-10, 6-10 REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=203 (LC 10) Max Uplift 2=-325 (LC 10), 8=-263 (LC 11) Max Grav 2=1602 (LC 1), 8=1473 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-4=-5796/1691, 4-5=-1610/584, 5-6=-1636/568, 6-7=-1885/543, 7-8=-1437/438 BOT CHORD 2-11=-1555/5252, 10-11=-690/2627, 9-10=-446/1656, 8-9=-51/112 WEBS 3-11=-465/298, 4-11=-826/3207, 4-10=-1723/579, 5-10=-304/874, 7-9=-369/1529, 6-10=-505/237, 6-9=-307/172 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* 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. 5)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 lb uplift at joint 2 and 263 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876828A07Roof Special 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:23 Page: 1 ID:68OjwvnDWHAUVjapAVV_a0z37EQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 3.5 12 =6x12 =5x6 =8x12 =7x10 =7x10 =5x6 =3x4 =3x8 =5x6 =3x6 9 8 7 1 6 10 2 5 3 4 5-2-7 11-3-3 5-4-13 16-8-0 6-0-12 6-0-12 6-11-0 23 -7-0 6-11-0 30-6-0 0-5-8 0-5-8 5-10 -0 30-6-0 8-1-8 24 -8-0 8-0-8 8-6-0 8-0-8 16-6-8 0 -4 -3 1 -9 -3 8 -8 -3 2 -4 -2 Scale = 1:57.7 Plate Offsets (X, Y):[1:0-4-10,Edge], [2:0-3-0,0-3-0], [6:Edge,0-1-12], [9:0-7-8,0-2-12], [10:0-5-12,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL)-0.45 10 >796 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.64 9-10 >568 240 BCLL 0.0 *Rep Stress Incr YES WB 0.68 Horz(CT)0.33 7 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.25 10 >999 240 Weight: 159 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 9-7:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 10-3,9-3,9-4,5-9:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-8-14 oc bracing. WEBS 1 Row at midpt 3-9, 5-9 REACTIONS (size)1=0-5-8, 7=0-5-8 Max Horiz 1=182 (LC 10) Max Uplift 1=-286 (LC 10), 7=-264 (LC 11) Max Grav 1=1476 (LC 1), 7=1476 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-5844/1736, 3-4=-1616/588, 4-5=-1642/573, 5-6=-1889/547, 6-7=-1440/441 BOT CHORD 1-10=-1600/5301, 9-10=-712/2670, 8-9=-449/1660, 7-8=-52/112 WEBS 2-10=-466/301, 3-10=-858/3236, 3-9=-1759/598, 4-9=-306/875, 6-8=-372/1533, 5-9=-504/237, 5-8=-308/173 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* 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. 5)Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 7 and 286 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876829A08Roof Special 2 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:23 Page: 1 ID:4mrb9LHR0a7FDNKPFmCHwTz37BC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 =4x5 =5x6 =5x8 =3x4 =5x6 =5x8 =3x4 =5x6 =5x6 =3x6 1 10 9 8 7 6 2 3 5 4 3-8-5 10-2-5 6-6-0 6-6-0 6-5-11 16-8-0 6-5-11 23-1-11 7-4-5 30 -6-0 6-2-10 30-6-0 7-7-6 16 -8-0 7-7-6 24-3-6 9-0-10 9-0-10 0 -4 -3 1 -9 -3 8 -8 -3 Scale = 1:57.7 Plate Offsets (X, Y):[1:0-1-0,Edge], [2:0-3-0,0-3-4], [6:Edge,0-1-12], [9:0-4-0,0-3-0], [10:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL)-0.18 1-10 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.58 Vert(CT)-0.32 1-10 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.67 Horz(CT)0.07 7 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.11 1-10 >999 240 Weight: 149 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 9-4,9-3,9-5:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. WEBS 1 Row at midpt 3-9, 5-9 REACTIONS (size)1= Mechanical, 7=0-5-8 Max Horiz 1=183 (LC 10) Max Uplift 1=-288 (LC 10), 7=-265 (LC 11) Max Grav 1=1484 (LC 1), 7=1484 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-2744/794, 3-4=-1643/576, 4-5=-1654/583, 5-6=-1922/559, 6-7=-1442/448 BOT CHORD 1-8=-691/2343, 7-8=-61/139 WEBS 4-9=-293/859, 3-9=-845/345, 3-10=-106/458, 2-10=-382/209, 5-9=-507/237, 5-8=-276/156, 6-8=-364/1516 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* 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. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 1 and 265 lb uplift at joint 7. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876830A09Common6121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:24 Page: 1 ID:z9FgPaZw28UCxgRnS158Dpz379Y-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 =4x5 =5x6 =5x6 =3x4 =5x6 =5x8 =3x4 =4x5 =5x6 =3x6 1 2 11 10 9 8 7 3 64 5 1-2-0 -1-2-0 4-1-8 10-2-5 6-0-12 6-0-12 6-5-11 16-8-0 6-5-11 23 -1-11 7-4-5 30-6-0 6-2-10 30-6-0 7-7-6 24 -3-6 7-7-6 16-8-0 9-0-10 9-0-10 9 -2 -15 0 -4 -3 1 -9 -3 8 -8 -3 Scale = 1:58.4 Plate Offsets (X, Y):[2:0-1-0,Edge], [3:0-3-0,0-3-0], [7:Edge,0-1-12], [10:0-4-0,0-3-0], [11:0-3-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL)-0.14 2-11 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.49 Vert(CT)-0.26 2-11 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.66 Horz(CT)0.07 8 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.08 2-11 >999 240 Weight: 151 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 10-5,10-4,10-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. WEBS 1 Row at midpt 4-10, 6-10 REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=203 (LC 10) Max Uplift 2=-325 (LC 10), 8=-263 (LC 11) Max Grav 2=1602 (LC 1), 8=1473 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-4=-2679/764, 4-5=-1624/568, 5-6=-1635/574, 6-7=-1899/549, 7-8=-1431/443 BOT CHORD 2-9=-661/2274, 8-9=-62/138 WEBS 5-10=-287/845, 4-10=-815/331, 6-10=-507/238, 4-11=-63/379, 6-9=-277/156, 3-11=-334/184, 7-9=-355/1497 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* 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. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 lb uplift at joint 2 and 263 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876831A10Common6121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:24 Page: 1 ID:xcGqLSg7W6slG9aA0VDP70z375X-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 =3x4 =4x5 =3x8 =5x6 =3x4 =3x6 =3x6 =4x5 =5x8 =3x6 =3x6 =3x4 =5x6 =3x8 =4x5 =3x4 1 2 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4641 3 21 38 43 42 47 4 20 5 19186 39 44 7 17 8 16 40 45 9 15 10 14 1311 12 1-2-0 -1-2-0 4-3-5 10 -2-5 4-3-5 27-5-0 5-11-0 5-11-0 5-11-0 33 -4-0 6-5-11 23-1-11 6-5-11 16-8-0 7-7-6 24 -3-6 7-7-6 16-8-0 9-0-10 9-0-10 9-0-10 33-4-0 9 -2 -15 0 -4 -3 8 -8 -3 Scale = 1:60.9 Plate Offsets (X, Y):[6:0-2-8,0-2-4], [18:0-2-8,0-2-4], [26:0-3-0,0-3-0], [30:0-4-0,0-3-0], [34:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)n/a -n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.17 Horz(CT)0.01 22 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Weight: 229 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 12-30,9-30,15-30:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 12-30 JOINTS 1 Brace at Jt(s): 38, 39, 43, 44 REACTIONS (size)2=33-4-0, 22=33-4-0, 23=33-4-0, 24=33-4-0, 25=33-4-0, 26=33-4-0, 27=33-4-0, 28=33-4-0, 29=33-4-0, 30=33-4-0, 31=33-4-0, 32=33-4-0, 33=33-4-0, 34=33-4-0, 35=33-4-0, 36=33-4-0, 37=33-4-0 Max Horiz 2=168 (LC 10) Max Uplift 2=-45 (LC 11), 22=-1 (LC 11), 23=-103 (LC 11), 24=-26 (LC 11), 25=-50 (LC 11), 26=-43 (LC 11), 27=-8 (LC 11), 28=-79 (LC 11), 29=-65 (LC 11), 30=-21 (LC 10), 31=-67 (LC 10), 32=-77 (LC 10), 33=-10 (LC 10), 34=-59 (LC 10), 35=-55 (LC 10), 36=-36 (LC 10), 37=-85 (LC 10) Max Grav 2=255 (LC 21), 22=122 (LC 22), 23=280 (LC 1), 24=135 (LC 22), 25=224 (LC 22), 26=280 (LC 22), 27=65 (LC 1), 28=208 (LC 1), 29=205 (LC 22), 30=242 (LC 1), 31=205 (LC 21), 32=208 (LC 1), 33=65 (LC 1), 34=278 (LC 21), 35=222 (LC 21), 36=151 (LC 21), 37=236 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-147/71, 3-4=-109/88, 4-5=-78/102, 5-7=-57/93, 7-8=-59/111, 8-9=-38/129, 9-10=-51/99, 10-11=-47/126, 11-12=-64/172, 12-13=-64/172, 13-14=-47/124, 14-15=-43/68, 15-16=-38/105, 16-17=-42/70, 17-19=-11/32, 19-20=-58/50, 20-21=-81/23, 21-22=-89/21 BOT CHORD 2-37=-31/117, 36-37=-31/117, 35-36=-31/117, 33-35=-36/147, 32-33=-36/147, 31-32=-36/147, 29-31=-36/147, 28-29=-36/121, 27-28=-36/121, 25-27=-36/121, 24-25=-19/72, 23-24=-19/72, 22-23=-19/72 WEBS 12-30=-162/0, 9-40=-68/121, 39-40=-44/104, 38-39=-45/104, 30-38=-45/105, 30-43=-45/105, 43-44=-45/104, 44-45=-44/104, 15-45=-68/120, 9-34=-134/0, 15-26=-134/0, 5-42=-48/59, 41-42=-24/51, 34-41=-111/100, 26-46=-114/102, 46-47=-27/53, 19-47=-50/61, 11-38=-174/91, 31-38=-177/90, 10-39=-189/108, 32-39=-179/108, 33-40=-42/24, 8-41=-116/66, 7-42=-154/67, 35-42=-190/80, 4-36=-126/59, 3-37=-203/110, 13-43=-174/91, 29-43=-177/90, 14-44=-189/108, 28-44=-179/108, 27-45=-42/24, 16-46=-116/66, 17-47=-154/67, 25-47=-190/80, 20-24=-118/51, 21-23=-223/129 NOTES 1)Unbalanced roof live loads have been considered for this design. Job Truss Truss Type Qty Ply R66876832A11Common Supported Gable 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:24 Page: 1 ID:l0FXFqT5aaQBxQaXPSr2sEz370d-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 17,2021 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)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 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 45 lb uplift at joint 2, 59 lb uplift at joint 34, 21 lb uplift at joint 30, 43 lb uplift at joint 26, 1 lb uplift at joint 22, 67 lb uplift at joint 31, 77 lb uplift at joint 32, 10 lb uplift at joint 33, 55 lb uplift at joint 35, 36 lb uplift at joint 36, 85 lb uplift at joint 37, 65 lb uplift at joint 29, 79 lb uplift at joint 28, 8 lb uplift at joint 27, 50 lb uplift at joint 25, 26 lb uplift at joint 24 and 103 lb uplift at joint 23. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 22. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876832A11Common Supported Gable 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:24 Page: 2 ID:l0FXFqT5aaQBxQaXPSr2sEz370d-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 312 812 =3x6 =5x8 =3x4 =5x6 =3x4 =3x6 =5x8 =5x6 =4x5 =3x4 =3x4 9 1 2 17 16 15 14 1312 11 28 29 10 8 3 21 4 7 5 6 1-2-0 -1-2-0 1-2-0 35-2-0 3-11-1 23-0-0 5-0-5 34 -0-0 6-1-3 12-8-5 6-4-10 19-0-15 6-7-2 6-7-2 5-11-11 28-11-11 2-3-12 12 -3-12 6-7-7 18-11-3 7-0-15 34-0-0 7-11-14 26 -11-1 10 -0-0 10 -0-0 8 -5 -9 0 -3 -14 0 -4 -7 5 -1 -2 5 -1 -2 2 -7 -6 7 -8 -7 Scale = 1:66.1 Plate Offsets (X, Y):[3:0-4-0,0-3-0], [8:0-2-0,0-1-8], [11:0-3-8,0-3-0], [18:0-1-14,0-0-12], [24:0-1-13,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.18 10-11 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.51 Vert(CT)-0.25 10-11 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.82 Horz(CT)0.03 8 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.05 10-11 >999 240 Weight: 169 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 14-4,11-6,10-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=12-5-8, 8=0-5-8, 12=12-5-8, 15=12-5-8, 16=12-5-8, 17=12-5-8 Max Horiz 2=220 (LC 9) Max Uplift 2=-179 (LC 6), 8=-234 (LC 11), 12=-352 (LC 10), 15=-117 (LC 10), 16=-212 (LC 1), 17=-21 (LC 10) Max Grav 2=462 (LC 21), 8=1147 (LC 1), 12=1473 (LC 1), 15=485 (LC 1), 16=84 (LC 10), 17=193 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-4=-582/349, 4-5=-1033/284, 5-6=-1223/435, 6-7=-1301/384, 7-8=-1517/348, 8-9=0/58 BOT CHORD 2-17=-222/500, 16-17=-222/500, 15-16=-222/500, 14-15=-222/500, 12-14=-68/126, 10-12=-68/718, 8-10=-170/1161 WEBS 3-14=-801/371, 14-21=-334/68, 4-21=-1253/375, 4-11=-177/986, 5-11=-790/327, 6-11=-196/525, 6-10=-167/572, 7-10=-400/249, 12-21=-1159/388 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 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, with BCDL = 7.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 2, 234 lb uplift at joint 8, 352 lb uplift at joint 12, 117 lb uplift at joint 15, 212 lb uplift at joint 16 and 21 lb uplift at joint 17. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876833B01Roof Special Structural Gable 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:25 Page: 1 ID:Adw4TY6SHGbIIn213FBnc?z36u2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 312 812 =5x8 =5x8 =3x4 =MT20HS 3x10 =3x4 =7x10 =5x6 =5x8 =3x4 =1.5x4 =4x5 9 1 14 15 2 13 12 11 10 8 3 4 7 5 6 1-2-0 -1-2-0 1-2-0 35-2-0 3-11-1 23-0-0 5-0-5 34 -0-0 6-1-3 12-8-5 6-4-10 19-0-15 6-7-2 6-7-2 5-11-11 28-11-11 7-0-15 34-0-0 7-11-14 26 -11-1 8-11-3 18-11-3 10 -0-0 10 -0-0 8 -5 -9 0 -3 -14 0 -4 -7 5 -1 -2 5 -1 -2 2 -7 -6 7 -8 -7 Scale = 1:66.1 Plate Offsets (X, Y):[2:0-4-9,Edge], [3:0-4-0,0-3-0], [8:0-0-4,Edge], [11:0-4-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.51 11-13 >794 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.93 Vert(CT)-0.74 11-13 >546 240 MT20HS 165/146 BCLL 0.0 *Rep Stress Incr YES WB 0.77 Horz(CT)0.16 8 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.28 11-13 >999 240 Weight: 154 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 11-6,10-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-11 REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=220 (LC 9) Max Uplift 2=-396 (LC 10), 8=-292 (LC 11) Max Grav 2=1764 (LC 1), 8=1768 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-4=-5309/1452, 4-5=-3042/825, 5-6=-3634/1089, 6-7=-2365/671, 7-8=-2583/636, 8-9=0/58 BOT CHORD 2-13=-1344/5072, 10-13=-1008/4081, 8-10=-404/2030 WEBS 3-13=-699/318, 4-13=-75/589, 4-11=-1354/464, 5-11=-1637/557, 6-11=-804/2722, 6-10=-163/542, 7-10=-386/246 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 2 and 292 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876834B02Roof Special 4 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:26 Page: 1 ID:aWFxLxaA8YuHMP20E3_O2Qz37?C-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 312 812 =5x8 =5x8 =3x4 =MT20HS 3x10 =3x4 =7x10 =5x6 =5x8 =3x4 =1.5x4 =4x5 1 2 12 11 10 13 14 9 8 3 4 7 5 6 1-2-0 -1-2-0 3-11-1 23-0-0 5-0-5 34-0-0 6-1-3 12-8-5 6-4-10 19-0-15 6-7-2 6-7-2 5-11-11 28-11-11 7-0-15 34-0-0 7-11-14 26-11-1 8-11-3 18 -11-3 10-0-0 10-0-0 7 -11 -11 0 -3 -14 0 -4 -7 5 -1 -2 5 -1 -2 2 -7 -6 7 -8 -7 Scale = 1:64.2 Plate Offsets (X, Y):[2:0-4-9,Edge], [3:0-4-0,0-3-0], [8:Edge,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.51 10-12 >794 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.93 Vert(CT)-0.74 10-12 >542 240 MT20HS 165/146 BCLL 0.0 *Rep Stress Incr YES WB 0.75 Horz(CT)0.16 8 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.28 10-12 >999 240 Weight: 152 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 10-6,9-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=213 (LC 7) Max Uplift 2=-397 (LC 10), 8=-257 (LC 10) Max Grav 2=1766 (LC 1), 8=1641 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-4=-5320/1460, 4-5=-3033/828, 5-6=-3567/1073, 6-7=-2388/690, 7-8=-2583/655 BOT CHORD 2-12=-1397/5083, 9-12=-1063/4091, 8-9=-470/2054 WEBS 3-12=-699/318, 4-12=-75/591, 4-10=-1369/468, 5-10=-1602/548, 6-10=-784/2655, 6-9=-174/558, 7-9=-398/251 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 8 and 397 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876835B03Roof Special 5 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:26 Page: 1 ID:JQePhJyll4iKUgbtHx0aXyz36y7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 312 812 =3x6 =5x6 =3x4 =3x4 =5x8 =3x4 =10x16 =3x6 =7x10 =5x6 =4x8 =3x4 =1.5x4 =4x5 1 9 8 7 11 1210 2 3 6 4 5 3-11-1 22-10-8 6-2-1 12-7-9 5-3-9 28-2-1 6-5-8 6-5-8 6-3-14 18-11-7 5-8-7 33 -10 -8 7-4-13 26-2-9 7-7-15 33-10-8 9-2-4 9-2-4 9-7-7 18 -9-11 7 -8 -7 0 -4 -4 0 -4 -7 5 -1 -2 5 -1 -2 2 -7 -6 7 -8 -7 Scale = 1:62.3 Plate Offsets (X, Y):[1:0-3-14,0-1-8], [1:1-0-10,0-1-1], [2:0-4-0,0-3-0], [7:Edge,0-0-4], [10:0-4-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL)-0.51 9-10 >789 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.72 Vert(CT)-0.78 9-10 >517 240 BCLL 0.0 *Rep Stress Incr YES WB 0.76 Horz(CT)0.14 7 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.28 9-10 >999 240 Weight: 162 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 9-5,8-5:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E SLIDER Left 2x4 DF or DF-N No.1&Btr or 1800F 1.6E -- 8-7-3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-3-15 oc bracing. WEBS 1 Row at midpt 3-9 REACTIONS (size)1=0-4-0, 7=0-5-8 Max Horiz 1=208 (LC 7) Max Uplift 1=-357 (LC 10), 7=-257 (LC 10) Max Grav 1=1640 (LC 1), 7=1640 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-5600/1554, 3-4=-3034/832, 4-5=-3572/1080, 5-6=-2347/695, 6-7=-2567/645 BOT CHORD 1-8=-1489/5347, 7-8=-449/2009 WEBS 2-10=-623/311, 3-10=-152/850, 3-9=-1476/508, 4-9=-1606/553, 5-9=-794/2660, 5-8=-184/560, 6-8=-401/248 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 7 and 357 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876836B04Roof Special 2 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:26 Page: 1 ID:8rX6WAEAK8c3lDsI7Gwzzpz36xm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 812 =3x4 =5x6 =4x5 =3x4 1 13 2 22 21 20 19 18 17 16 15 14 12 3 11 4 10 5 9 6 8 7 1-2-0 -1-2-0 1-2-0 23 -2-0 11-0-0 22-0-0 11-0-0 11-0-0 22-0-0 8 -5 -9 0 -4 -7 7 -8 -7 Scale = 1:52.7 Plate Offsets (X, Y):[18:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)n/a -n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.13 Horz(CT)0.00 12 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Weight: 121 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std *Except* 18-7:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=22-0-0, 12=22-0-0, 14=22-0-0, 15=22-0-0, 16=22-0-0, 17=22-0-0, 18=22-0-0, 19=22-0-0, 20=22-0-0, 21=22-0-0, 22=22-0-0 Max Horiz 2=213 (LC 9) Max Uplift 2=-46 (LC 6), 12=-10 (LC 11), 14=-113 (LC 11), 15=-75 (LC 11), 16=-89 (LC 11), 17=-82 (LC 11), 19=-84 (LC 10), 20=-88 (LC 10), 21=-75 (LC 10), 22=-113 (LC 10) Max Grav 2=267 (LC 1), 12=267 (LC 1), 14=261 (LC 18), 15=175 (LC 22), 16=200 (LC 1), 17=207 (LC 22), 18=203 (LC 20), 19=207 (LC 21), 20=200 (LC 1), 21=175 (LC 21), 22=261 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-177/152, 3-4=-144/113, 4-5=-124/116, 5-6=-112/155, 6-7=-154/196, 7-8=-154/196, 8-9=-103/137, 9-10=-69/72, 10-11=-86/40, 11-12=-135/91, 12-13=0/56 BOT CHORD 2-22=-73/158, 21-22=-73/158, 20-21=-73/158, 19-20=-73/158, 17-19=-73/158, 16-17=-73/158, 15-16=-73/158, 14-15=-73/158, 12-14=-73/158 WEBS 7-18=-175/70, 6-19=-179/101, 5-20=-170/105, 4-21=-152/91, 3-22=-218/133, 8-17=-179/99, 9-16=-170/106, 10-15=-152/91, 11-14=-218/132 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 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 46 lb uplift at joint 2, 10 lb uplift at joint 12, 84 lb uplift at joint 19, 88 lb uplift at joint 20, 75 lb uplift at joint 21, 113 lb uplift at joint 22, 82 lb uplift at joint 17, 89 lb uplift at joint 16, 75 lb uplift at joint 15 and 113 lb uplift at joint 14. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876837C01Common Supported Gable 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:27 Page: 1 ID:KziGqxM3kW?VZvCPG4dZv7z36xb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 =3x4 =5x6 =3x4 91 2 14 13 12 11 10 8 3 7 4 6 5 1-2-0 -1-2-0 1-2-0 14-2-0 6-6-0 6-6-0 6-6-0 13 -0-0 6-6-0 6-6-0 6-6-0 13 -0-0 4 -1 -15 0 -4 -3 3 -7 -3 Scale = 1:32.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)-0.10 10-11 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Vert(CT)-0.13 10-11 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.16 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.06 13-14 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 8=0-3-8 Max Horiz 2=-68 (LC 11) Max Uplift 2=-155 (LC 10), 8=-155 (LC 11) Max Grav 2=738 (LC 1), 8=738 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-866/223, 3-4=-790/259, 4-5=-773/303, 5-6=-773/303, 6-7=-790/259, 7-8=-866/223, 8-9=0/45 BOT CHORD 2-14=-104/691, 13-14=-104/691, 12-13=-104/691, 11-12=-104/691, 10-11=-104/691, 8-10=-104/691 WEBS 5-12=-128/354, 4-13=-113/81, 3-14=-66/62, 6-11=-113/81, 7-10=-66/62 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 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 155 lb uplift at joint 2 and 155 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876838D01Common Supported Gable 1 121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:27 Page: 1 ID:gwV9teQCZ2dogg4N3dDkcBz36xW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 =3x6 =5x6 =1.5x4 =3x6 1 5 2 6 4 3 1-2-0 -1-2-0 1-2-0 14-2-0 6-6-0 13-0-0 6-6-0 6-6-0 6-6-0 13-0-0 6-6-0 6-6-0 4 -1 -15 0 -4 -3 3 -7 -3 Scale = 1:32.6 Plate Offsets (X, Y):[2:0-2-9,0-1-8], [4:0-2-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.06 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.31 Vert(CT)-0.10 2-6 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.10 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.04 2-6 >999 240 Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4=0-3-8 Max Horiz 2=68 (LC 10) Max Uplift 2=-155 (LC 10), 4=-155 (LC 11) Max Grav 2=738 (LC 1), 4=738 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-879/253, 3-4=-879/253, 4-5=0/45 BOT CHORD 2-6=-88/669, 4-6=-88/669 WEBS 3-6=0/256 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* 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. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 2 and 155 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R66876839D02Common6121-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:27 Page: 1 ID:mqVxG3MKPs1DoJ1c1BKRs7zrVWt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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 612 =5x6 =4x12 =3x6 =4x5 =7x10 =3x6 =4x12 =5x6 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 1 9 8 10 11 7 12 6 13 14 5 2 4 3 3-1-4 9-7-4 3-1-4 6-6-0 3-4-12 3-4-12 3-4-12 13-0-0 3-1-4 9-7-4 3-1-4 6-6-0 3-4-12 13-0-0 3-4-12 3-4-12 0 -4 -3 3 -7 -3 Scale = 1:33.7 Plate Offsets (X, Y):[1:0-3-0,0-2-9], [5:0-3-0,0-2-9], [7:0-5-0,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.10 6-7 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.68 Vert(CT)-0.14 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.48 Horz(CT)0.04 5 n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL)0.05 7-8 >999 240 Weight: 127 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std *Except* 7-3:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-5-8, 5=0-5-8 Max Horiz 1=56 (LC 8) Max Uplift 1=-942 (LC 8), 5=-1065 (LC 9) Max Grav 1=4718 (LC 1), 5=5334 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8496/1686, 2-3=-6032/1215, 3-4=-6033/1216, 4-5=-8574/1703 BOT CHORD 1-8=-1514/7491, 7-8=-1514/7491, 6-7=-1474/7568, 5-6=-1474/7568 WEBS 2-8=-398/2132, 2-7=-2432/549, 3-7=-996/5033, 4-7=-2518/568, 4-6=-412/2193 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. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 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)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 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 942 lb uplift at joint 1 and 1065 lb uplift at joint 5. 8)Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 11-11-4 to connect truss(es) to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-84, 3-5=-84, 1-5=-14 Concentrated Loads (lb) Vert: 9=-1470 (F), 10=-1470 (F), 11=-1470 (F), 12=-1470 (F), 13=-1470 (F), 14=-1471 (F) Job Truss Truss Type Qty Ply R66876840D03Common Girder 1 221-010940T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jun 2 2021 Print: 8.430 S Jun 2 2021 MiTek Industries, Inc. Wed Jun 16 15:41:28 Page: 1 ID:ZzH5HqhNdVGphuBPoY5fzcz36xB-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 17,2021 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