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HomeMy WebLinkAboutTRUSS SPECS - 22-00263 - 7N Apartments - Bldg 4 - 4 PlexMiTek 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 30,2022 Baxter, David Pages or sheets covered by this seal: R71415221 thru R71415234 My license renewal date for the state of Idaho is May 31, 2023. Idaho COA: 853 21-104241T SHARP TAIL 4-PLEX 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 =4x8 =1.5x4 =7x8 =MT18HS 9x12 =3x10 =4x12 =10x16 WB =4x12 =7x8 =3x10 =4x12 =MT18HS 9x12 =2x4 1 2 14 13 12 11 10 9 16 17 18 19 20 21 22 23 3 5 15 6 7 84 2-0-0 -2-0-0 3-7-4 8-0-0 4-4-12 4-4-12 5-9-14 25-9-2 5-9-14 13-9-14 6-1-6 19-11-4 6-1-6 31-10-8 5-11-10 25-9-2 5-11-10 19-9-8 5-11-10 13-9-14 6-1-6 31-10-8 7-10-4 7-10-4 5-3-15 0-5-0 4-3-11 0-1-5 4-3-11 4-3-11 0-1-5 4-5-0 Scale = 1:62.1 Plate Offsets (X, Y):[2:0-4-0,0-1-15], [4:0-6-0,0-0-15], [6:0-4-0,0-4-8], [7:0-6-0,0-1-12], [11:0-3-0,0-2-0], [14:0-4-0,0-5-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL)-0.41 11-13 >931 360 MT18HS 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.49 11-13 >768 240 MT20 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.97 Horz(CT)0.11 9 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.09 11-13 >999 240 BCDL 7.0 Weight: 442 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 1-4:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS WEBS 2x4 DF Stud/Std *Except* 14-5,11-5,11-7,9-7:2x4 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 3-11-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-15 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-9 REACTIONS (lb/size)2=5116/0-5-8, 9=5621/0-4-0 Max Horiz 2=124 (LC 9) Max Uplift 2=-439 (LC 7), 9=-554 (LC 7) Max Grav 2=5265 (LC 28), 9=6522 (LC 27) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/151, 2-3=-10877/940, 3-4=-11040/951, 4-5=-9808/856, 5-7=-13246/1117, 7-8=-90/35, 8-9=-400/55 BOT CHORD 2-14=-918/9608, 13-14=-1229/13811, 11-13=-1229/13811, 10-11=-776/8835, 9-10=-776/8835 WEBS 3-14=-163/411, 4-14=-346/4380, 5-14=-4747/426, 5-13=-115/1852, 5-11=-908/96, 6-11=-833/115, 7-11=-456/5219, 7-10=-103/1821, 7-9=-10357/883 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 0-6-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 554 lb uplift at joint 9 and 439 lb uplift at joint 2. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1551 lb down and 165 lb up at 8-0-0, 537 lb down and 48 lb up at 10-0-12, 537 lb down and 48 lb up at 12-0-12, 537 lb down and 48 lb up at 14-0-12, 537 lb down and 48 lb up at 16-0-12, 537 lb down and 48 lb up at 18-0-12, 537 lb down and 48 lb up at 20-0-12, 537 lb down and 48 lb up at 22-0-12, 537 lb down and 48 lb up at 24-0-12, 537 lb down and 48 lb up at 26-0-12, and 537 lb down and 48 lb up at 28-0-12, and 537 lb down and 48 lb up at 30-0-12 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415221A1Half Hip Girder 2 221-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:42 Page: 1 ID:dU1pu1Cx35iQutLNVEb7?HzCI?r-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 30,2022 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-84, 4-8=-84, 2-9=-14 Concentrated Loads (lb) Vert: 12=-537 (B), 14=-1551 (B), 13=-537 (B), 11=-537 (B), 16=-537 (B), 17=-537 (B), 18=-537 (B), 19=-537 (B), 20=-537 (B), 21=-537 (B), 22=-537 (B), 23=-537 (B) Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415221A1Half Hip Girder 2 221-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:42 Page: 2 ID:dU1pu1Cx35iQutLNVEb7?HzCI?r-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 =3x6 =1.5x4 =3x10 =4x5 =3x4 =6x8 WB =4x12 =6x8 =4x6 =3x10 =3x4 1 13 18 2 12 1119 10 20 21 9 14 3 5 16 6 7 17 8154 2-0-0 -2-0-0 4-4-15 10-0-0 5-3-14 26-3-2 5-3-14 15 -3-14 5-7-6 20-11-4 5-7-1 5-7-1 5-7-6 31-10 -8 9-10-4 9-10-4 10-11-4 20-9-8 11-1-0 31-10-8 6-3-15 0-5-0 5-3-5 0-1-11 5-3-5 5-3-5 0-1-11 5-5-0 Scale = 1:62.2 Plate Offsets (X, Y):[2:Edge,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL)-0.42 9-10 >903 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.66 9-10 >577 240 TCDL 7.0 Rep Stress Incr YES WB 0.85 Horz(CT)0.13 9 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.07 10-12 >999 240 BCDL 7.0 Weight: 157 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* 12-5,10-5,10-7,9-7:2x4 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 3-7-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-13 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-9 REACTIONS (lb/size)2=1743/0-5-8, 9=1536/0-4-0 Max Horiz 2=158 (LC 11) Max Uplift 2=-127 (LC 14), 9=-181 (LC 11) Max Grav 2=2055 (LC 32), 9=2375 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/132, 2-3=-3119/203, 3-4=-3034/193, 4-5=-2683/184, 5-7=-3373/222, 7-8=-81/55, 8-9=-348/49 BOT CHORD 2-12=-314/2701, 10-12=-324/3517, 9-10=-218/2183 WEBS 3-12=-666/138, 4-12=-15/946, 5-12=-1136/155, 5-10=-333/85, 6-10=-772/107, 7-10=-77/1611, 7-9=-2906/261 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 1-1-7, Interior (1) 1-1-7 to 10-0-0, Exterior(2R) 10-0-0 to 14-6-1, Interior (1) 14-6-1 to 31-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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 181 lb uplift at joint 9 and 127 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415222A2Half Hip 2 121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:44 Page: 1 ID:XXjkDjxae8hjVNiThXlo2LzCI43-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =4x6 =1.5x4 =3x4 =4x12 =6x8 =1.5x4 =4x12 =3x4 =1.5x4 =4x6 1 2 11 22 23 10 24 25 9 8122113 20 73 1914 1815 5 1716 64 2-0-0 -2-0-0 4-0-0 20 -0-0 4-0-0 16-0-0 5-10-8 31 -10-8 6-0-0 6-0-0 6-0-0 12 -0-0 6-0-0 26-0-0 7-9-2 23 -9-2 7-9-2 16-0-0 8-1-6 31 -10 -8 8-2-14 8-2-14 7-3-15 0-5-0 0-5-12 0-1-11 6-3-5 6-3-5 0-1-11 6-5-0 Scale = 1:62.2 Plate Offsets (X, Y):[4:0-6-0,0-0-15], [6:0-6-0,0-0-15], [8:Edge,0-0-11] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.26 10-11 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.34 10-11 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.48 Horz(CT)0.12 8 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.06 10-11 >999 240 BCDL 7.0 Weight: 148 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, except 2-0-0 oc purlins (4-2-3 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=1742/0-5-8, 8=1535/0-4-0 Max Horiz 2=97 (LC 14) Max Uplift 2=-171 (LC 14), 8=-131 (LC 15) Max Grav 2=2448 (LC 35), 8=2083 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/132, 2-3=-3681/238, 3-4=-3156/237, 4-5=-2288/227, 5-6=-2288/227, 6-7=-3210/246, 7-8=-3701/251 BOT CHORD 2-11=-231/3074, 9-11=-111/2220, 8-9=-172/3146 WEBS 5-10=-734/93, 4-11=-56/823, 4-10=-85/584, 7-9=-769/159, 3-11=-723/150, 6-10=-98/579, 6-9=-66/872 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 1-1-7, Interior (1) 1-1-7 to 12-0-0, Exterior(2R) 12-0-0 to 16-6-1, Interior (1) 16-6-1 to 20-0-0, Exterior(2R) 20-0-0 to 24-6-1, Interior (1) 24-6-1 to 31-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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 131 lb uplift at joint 8 and 171 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415223A3Hip2121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:45 Page: 1 ID:69SKuFIiMYuO04Z5XBn8szzCI4v-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =6x8 =3x4 =3x4 =5x6 =6x8 =5x6 =3x4 =3x4 =1.5x4 =5x6 1 2 12 22 23 11 24 25 10 913 212014 83 15 19 16 18 4 7 175 6 2-0-0 -2-0-0 1-11-7 14-0-0 1-11-7 19-11-7 4-0-0 18-0-0 5-10 -8 31-10-8 6-0-0 6-0-0 6-0-9 12-0-9 6-0-9 26-0-0 7-5-4 23 -9-2 8-1-1 16-3-14 8-1-6 31-10-8 8-2-14 8-2-14 8-3-15 0-5-0 0-5-12 0-1-11 7-3-5 7-3-5 0-1-11 7-5-0 Scale = 1:62.3 Plate Offsets (X, Y):[2:Edge,0-1-1], [3:0-4-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL)-0.29 11-12 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.71 Vert(CT)-0.37 11-12 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.96 Horz(CT)0.14 9 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.05 11-12 >999 240 BCDL 7.0 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 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 5-11,11-6:2x4 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, except 2-0-0 oc purlins (4-3-5 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=1742/0-5-8, 9=1535/0-4-0 Max Horiz 2=110 (LC 18) Max Uplift 2=-168 (LC 14), 9=-128 (LC 15) Max Grav 2=2673 (LC 35), 9=2309 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/132, 2-4=-4138/234, 4-5=-2434/215, 5-6=-2347/210, 6-7=-2432/215, 7-8=-3677/240, 8-9=-4160/243 BOT CHORD 2-12=-236/3472, 10-12=-121/2651, 9-10=-165/3546 WEBS 4-12=-54/808, 4-11=-1033/147, 8-10=-741/156, 3-12=-695/146, 7-11=-1043/150, 7-10=-64/848, 5-11=-56/970, 6-11=-54/959 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 1-1-7, Interior (1) 1-1-7 to 14-0-0, Exterior(2E) 14-0-0 to 18-0-0, Exterior(2R) 18-0-0 to 22-6-1, Interior (1) 22-6-1 to 31-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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 128 lb uplift at joint 9 and 168 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415224A4Hip2121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:45 Page: 1 ID:AVo8ul3orjV4E9cSvhxhbyzCI5C-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =3x4 =3x4 =6x8 =4x5 =3x4 =3x4 =6x8 =3x6 1 2 11 10 14 15 9 8 12 13 16 21 73 2017 641819 5 2-0-0 -2-0-0 3-11-7 16-0-0 3-11-7 19-11-7 5-10-8 31-10-8 6-0-0 6-0-0 6-0-9 12-0-9 6-0-9 26-0-0 7-9-2 23-9-2 7-9-2 16-0-0 8-1-6 31-10-8 8-2-14 8-2-14 9-3-15 0-5-0 0-5-12 8-5-0 Scale = 1:61.8 Plate Offsets (X, Y):[2:Edge,0-0-1], [3:0-3-0,0-3-4], [8:Edge,0-0-3] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.22 10-11 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.58 Vert(CT)-0.30 10-11 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.10 8 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.06 10-11 >999 240 BCDL 7.0 Weight: 153 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* 10-5:2x4 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 3-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=1742/0-5-8, 8=1535/0-4-0 Max Horiz 2=123 (LC 14) Max Uplift 2=-165 (LC 14), 8=-125 (LC 15) Max Grav 2=1778 (LC 21), 8=1575 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/132, 2-4=-2861/223, 4-5=-1787/211, 5-6=-1786/218, 6-8=-2876/236 BOT CHORD 2-11=-243/2424, 9-11=-129/1922, 8-9=-157/2466 WEBS 5-10=-126/1329, 3-11=-403/145, 4-11=-53/599, 4-10=-928/164, 6-10=-935/167, 6-9=-64/623, 7-9=-426/155 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 1-1-7, Interior (1) 1-1-7 to 16-0-0, Exterior(2R) 16-0-0 to 19-2-4, Interior (1) 19-2-4 to 31-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 2 and 125 lb uplift at joint 8. 8)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415225A5Common10121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:46 Page: 1 ID:WB4cNevGf1_noJi8CAjt6QzCI5O-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =3x4 =3x4 =6x8 =4x5 =3x4 =3x6 =7x8 =2x4 =3x4 91 2 13 12 22 23 11 10 24 8 20 21 14 19 73 15 18 641617 5 2-0-0 -2-0-0 2-0-0 34-0-0 3-11-7 16-0-0 3-11-7 19-11-7 5-11-12 32-0-0 6-0-0 6-0-0 6-0-9 12-0-9 6-0-13 26 -0-4 0-2-12 27-0-0 3-0-2 26-9-4 5-0-0 32-0-0 7-9-2 23-9-2 7-9-2 16-0-0 8-2-14 8-2-14 9-3-15 0-5-0 8-5-0 Scale = 1:63.1 Plate Offsets (X, Y):[2:Edge,0-0-1], [3:0-3-0,0-3-4], [8:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.14 12-13 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.49 Vert(CT)-0.20 2-13 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.90 Horz(CT)0.05 10 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.03 12-13 >999 240 BCDL 7.0 Weight: 160 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* 12-5:2x4 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 4-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=1413/0-5-8, 10=2066/0-5-8 Max Horiz 2=-112 (LC 19) Max Uplift 2=-153 (LC 14), 10=-194 (LC 15) Max Grav 2=1555 (LC 21), 10=2113 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/132, 2-4=-2393/199, 4-5=-1245/149, 5-6=-1146/158, 6-8=-628/1053, 8-9=0/130 BOT CHORD 2-13=-211/2012, 11-13=-95/1483, 10-11=-651/391, 8-10=-871/478 WEBS 5-12=-91/787, 4-13=-55/612, 4-12=-936/165, 6-12=-142/228, 6-11=-956/250, 3-13=-419/146, 7-11=-162/1123, 7-10=-2097/366 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 1-1-10, Interior (1) 1-1-10 to 16-0-0, Exterior(2R) 16-0-0 to 19-2-6, Interior (1) 19-2-6 to 34-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 194 lb uplift at joint 10. 8)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415226A6Common8121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:46 Page: 1 ID:DZdXLRdCJfyBwdsXo8IE8MzCI5m-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =3x4 =3x4 =4x5 =6x8 =3x4 =3x6 =7x8 =2x4 =3x4 91 2 13 20 21 12 22 23 11 8 10 24 14 19 3 7 15 18 4 61617 5 2-0-0 -2-0-0 2-0-0 34-0-0 3-11-7 16-0-0 3-11-7 19-11-7 5-11-12 32-0-0 6-0-0 6-0-0 6-0-9 12-0-9 6-0-14 26 -0-4 0-2-12 27-0-0 3-0-2 26-9-4 5-0-0 32-0-0 7-9-2 16-0-0 7-9-2 23-9-2 8-2-14 8-2-14 9-3-15 0-4-5 8-4-5 Scale = 1:63.1 Plate Offsets (X, Y):[3:0-3-0,0-3-4], [8:0-0-6,0-0-2] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.14 12-13 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.50 Vert(CT)-0.20 2-13 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.05 10 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.04 12-13 >999 240 BCDL 7.0 Weight: 160 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* 12-5:2x4 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 4-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=1414/0-5-8, 10=2066/0-5-8 Max Horiz 2=-112 (LC 15) Max Uplift 2=-153 (LC 14), 10=-194 (LC 15) Max Grav 2=1555 (LC 21), 10=2113 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/139, 2-4=-2424/201, 4-5=-1253/148, 5-6=-1153/157, 6-8=-636/1065, 8-9=0/137 BOT CHORD 2-13=-213/2050, 11-13=-95/1497, 10-11=-663/400, 8-10=-887/489 WEBS 7-10=-2099/367, 4-13=-55/628, 3-13=-437/147, 4-12=-943/165, 5-12=-91/793, 6-12=-146/224, 6-11=-955/253, 7-11=-165/1125 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 1-1-10, Interior (1) 1-1-10 to 16-0-0, Exterior(2R) 16-0-0 to 19-2-6, Interior (1) 19-2-6 to 34-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 194 lb uplift at joint 10. 8)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415227A7Common2121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:46 Page: 1 ID:DZdXLRdCJfyBwdsXo8IE8MzCI5m-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =6x8 =3x4 =3x4 =4x5 =6x8 =3x4 =3x4 =3x4 =6x8 =3x4 915210 2 23 22 21 20 19 48 18 49 17 16 15 50 14 51 13 12 11 8 4742 3 7 43 46 4 64445 5 2-0-0 -2-0-0 2-0-0 34-0-0 3-11-7 16-0-0 3-11-7 19-11-7 5-11-12 32-0-0 6-0-0 6-0-0 6-0-9 12-0-9 6-0-14 26 -0-4 0-2-12 27-0-0 3-0-2 26-9-4 5-0-0 32-0-0 7-9-2 16-0-0 7-9-2 23-9-2 8-2-14 8-2-14 9-3-15 0-4-5 8-4-5 Scale = 1:63.1 Plate Offsets (X, Y):[4:0-2-0,Edge], [6:0-2-0,Edge], [7:0-0-9,0-1-8], [8:0-0-6,0-0-2] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)0.01 2-23 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.26 Vert(CT)0.01 2-23 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.60 Horz(CT)-0.01 10 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.00 2-23 >999 240 BCDL 7.0 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* 16-5:2x4 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 6-0-0 oc bracing. REACTIONS (lb/size)2=474/27-0-0, 10=1267/0-3-8, 11=-88/27-0-0, 12=139/27-0-0, 13=22/27-0-0, 14=29/27-0-0, 15=28/27-0-0, 16=789/27-0-0, 17=28/27-0-0, 18=29/27-0-0, 19=25/27-0-0, 20=628/27-0-0, 21=33/27-0-0, 22=18/27-0-0, 23=62/27-0-0 Max Horiz 2=-112 (LC 19) Max Uplift 2=-66 (LC 14), 10=-147 (LC 15), 11=-108 (LC 2), 12=-198 (LC 20), 16=-109 (LC 14), 20=-158 (LC 14), 23=-118 (LC 20) Max Grav 2=505 (LC 20), 10=1308 (LC 22), 11=35 (LC 11), 12=267 (LC 22), 13=64 (LC 23), 14=111 (LC 23), 15=76 (LC 23), 16=805 (LC 21), 17=76 (LC 23), 18=110 (LC 23), 19=68 (LC 23), 20=812 (LC 21), 21=75 (LC 23), 22=66 (LC 20), 23=93 (LC 24) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/137, 2-4=-314/304, 4-5=-35/229, 5-6=-28/239, 6-8=-459/1059, 8-9=0/137 BOT CHORD 2-23=-37/185, 22-23=-37/185, 21-22=-37/185, 20-21=-37/185, 19-20=-63/134, 18-19=-63/134, 17-18=-63/134, 15-17=-139/162, 14-15=-139/162, 13-14=-139/162, 12-13=-139/162, 11-12=-674/376, 10-11=-674/376, 8-10=-884/480 WEBS 5-16=-399/19, 3-20=-504/158, 6-16=-315/90, 6-12=-642/158, 7-12=-215/615, 4-20=-452/58, 7-10=-1185/429, 4-16=-420/105 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 1-1-10, Interior (1) 1-1-10 to 16-0-0, Exterior(2R) 16-0-0 to 19-2-6, Interior (1) 19-2-6 to 34-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 16, 158 lb uplift at joint 20, 198 lb uplift at joint 12, 66 lb uplift at joint 2, 118 lb uplift at joint 23, 108 lb uplift at joint 11 and 147 lb uplift at joint 10. 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415228A7GCommon Structural Gable 2 121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:47 Page: 1 ID:PhohfCl6j1LdkKCeyx_q4hzCI5b-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =5x6 =3x4 131 2 22 21 20 19 18 17 16 15 14 12 23 26 3 11 24 25 4 10 5 9 6 8 7 2-0-0 25-0-0 2-0-0 -2-0-0 11-6-0 11-6-0 11-6-0 23-0-0 23-0-0 7-0-15 0-5-0 6-2-0 Scale = 1:49.2 Plate Offsets (X, Y):[2:Edge,0-1-8], [12:Edge,0-1-8], [18:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.19 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.13 Horz(CT)0.00 12 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S BCDL 7.0 Weight: 114 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 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=389/23-0-0, 12=389/23-0-0, 14=244/23-0-0, 15=183/23-0-0, 16=197/23-0-0, 17=204/23-0-0, 18=167/23-0-0, 19=204/23-0-0, 20=197/23-0-0, 21=183/23-0-0, 22=244/23-0-0 Max Horiz 2=-84 (LC 19) Max Uplift 2=-31 (LC 14), 12=-48 (LC 15), 14=-93 (LC 20), 15=-37 (LC 15), 16=-39 (LC 15), 17=-38 (LC 15), 19=-39 (LC 14), 20=-39 (LC 14), 21=-38 (LC 14), 22=-93 (LC 20) Max Grav 2=482 (LC 20), 12=482 (LC 20), 14=247 (LC 22), 15=279 (LC 22), 16=308 (LC 22), 17=325 (LC 22), 18=171 (LC 21), 19=325 (LC 21), 20=308 (LC 21), 21=279 (LC 21), 22=247 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/130, 2-3=-120/66, 3-4=-67/63, 4-5=-78/80, 5-6=-79/112, 6-7=-87/146, 7-8=-87/146, 8-9=-79/111, 9-10=-78/76, 10-11=-62/39, 11-12=-100/40, 12-13=0/130 BOT CHORD 2-22=-39/98, 21-22=-39/98, 20-21=-39/98, 19-20=-39/98, 17-19=-39/98, 16-17=-39/98, 15-16=-39/98, 14-15=-39/98, 12-14=-39/98 WEBS 7-18=-143/16, 6-19=-297/61, 5-20=-280/66, 4-21=-251/64, 3-22=-219/84, 8-17=-297/61, 9-16=-280/65, 10-15=-251/64, 11-14=-219/84 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -2-0-13 to 0-11-3, Exterior(2N) 0-11-3 to 11-6-0, Corner(3R) 11-6-0 to 14-6-0, Exterior (2N) 14-6-0 to 25-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 2, 39 lb uplift at joint 19, 39 lb uplift at joint 20, 38 lb uplift at joint 21, 93 lb uplift at joint 22, 38 lb uplift at joint 17, 39 lb uplift at joint 16, 37 lb uplift at joint 15, 93 lb uplift at joint 14 and 48 lb uplift at joint 12. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415229B1GCommon Supported Gable 2 121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:48 Page: 1 ID:sXjx0UkQVDmYfPnV1IU7gzzCI6v-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 4.2412 =4x8 =3x6 =3x6 =1.5x4 =4x8 =3x10 =4x6 1 2 14 15 9 16 8 7 10 3 11 12 4 13 5 6 2-9-15 -2-9-15 5-2-6 11-3-0 6-0-10 6-0-10 0-3-8 11-3-0 4-10-14 10-11-8 6-0-10 6-0-10 5-3-7 0-5-0 4-4-12 Scale = 1:36 Plate Offsets (X, Y):[2:0-1-12,0-2-0], [4:0-1-0,0-1-8], [5:0-0-14,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL)-0.03 2-9 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.29 Vert(CT)-0.04 2-9 >999 240 TCDL 7.0 Rep Stress Incr NO WB 0.61 Horz(CT)0.02 8 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)-0.01 2-9 >999 240 BCDL 7.0 Weight: 68 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* 5-8:2x6 DF 1800F 1.6E or 2x6 DF SS LBR SCAB 1-3 DF or DF-N No.1&Btr or 1800F 1.6E one side BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=962/0-7-6, 8=930/ Mechanical Max Horiz 2=125 (LC 34) Max Uplift 2=-151 (LC 6), 8=-105 (LC 7) Max Grav 2=1034 (LC 17), 8=1034 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/134, 2-4=-1369/110, 4-5=-286/38, 5-6=-13/0, 5-8=-467/79 BOT CHORD 2-9=-151/1189, 8-9=-151/1189, 7-8=0/0 WEBS 4-9=0/279, 4-8=-1184/133 NOTES 1)Attached 5-1-7 scab 1 to 3, front face(s) 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E with 1 row(s) of 10d (0.131"x3") nails spaced 9" o.c.. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 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)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 8 and 151 lb uplift at joint 2. 10)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 172 lb up at 2-9-8, 52 lb down and 172 lb up at 2-9-8, 111 lb down and 43 lb up at 5-7-7, 111 lb down and 43 lb up at 5-7-7, and 299 lb down and 73 lb up at 8-5-6, and 299 lb down and 73 lb up at 8-5-6 on top chord, and 6 lb down at 2-9-8, 6 lb down at 2-9-8, 15 lb down at 5-7-7, 15 lb down at 5-7-7, and 49 lb down at 8-5-6, and 49 lb down at 8-5-6 on bottom chord. The design/selection of such connection device (s) is the responsibility of others. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-84, 5-6=-84, 2-7=-14 Concentrated Loads (lb) Vert: 11=45 (F=23, B=23), 12=-83 (F=-41, B=-41), 13=-459 (F=-229, B=-229), 14=-3 (F=-2, B=-2), 15=-12 (F=-6, B=-6), 16=-40 (F=-20, B=-20) Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415230HJ1Diagonal Hip Girder 2 121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:48 Page: 1 ID:RbOgYOgDEBg16u3atqvU6PzCI8H-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =2x4 =1.5x4 =3x4 =1.5x4 1 2 5 6 7 3 8 4 2-0-0 -2-0-0 3-7-4 8-0-0 4-4-12 4-4-12 8-0-0 5-3-15 0-5-0 4-5-0 Scale = 1:33.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.18 2-5 >516 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.41 Vert(CT)-0.30 2-5 >303 240 TCDL 7.0 Rep Stress Incr YES WB 0.20 Horz(CT)0.01 5 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P BCDL 7.0 Weight: 37 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=595/0-5-8, 5=345/ Mechanical Max Horiz 2=131 (LC 11) Max Uplift 2=-72 (LC 14), 5=-40 (LC 14) Max Grav 2=764 (LC 21), 5=551 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/132, 2-3=-673/78, 3-4=-134/67, 4-5=-199/87 BOT CHORD 2-5=-189/481 WEBS 3-5=-566/180 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 0-11-3, Interior (1) 0-11-3 to 7-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5 and 72 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415231J1Jack-Closed 24 121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:49 Page: 1 ID:Cbqr5VMvMCPj_u3bLMRO3xzCI8h-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 =2x4 1 5 2 4 6 7 3 2-0-0 -2-0-0 5-11-11 5-11-11 5-11-11 4-3-12 0-5-0 3-4-14 Scale = 1:24.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL)-0.05 2-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.21 Vert(CT)-0.09 2-4 >733 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P BCDL 7.0 Weight: 20 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 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=510/0-5-8, 3=200/ Mechanical, 4=40/ Mechanical Max Horiz 2=111 (LC 14) Max Uplift 2=-57 (LC 14), 3=-72 (LC 14) Max Grav 2=737 (LC 21), 3=348 (LC 21), 4=97 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/132, 2-3=-209/128 BOT CHORD 2-4=0/0 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 0-11-3, Interior (1) 0-11-3 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 3 and 57 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415232J2Jack-Open 4 121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:49 Page: 1 ID:4M3MxtPQPQv9TWNMaCVKDnzCI8d-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 6 12 =2x4 1 5 2 4 6 3 2-0-0 -2-0-0 3-11-11 3-11-11 3-11-11 3-3-12 0-5-0 2-4-14 Scale = 1:22.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)-0.01 2-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.08 Vert(CT)-0.02 2-4 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P BCDL 7.0 Weight: 15 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 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=433/0-5-8, 3=95/ Mechanical, 4=26/ Mechanical Max Horiz 2=82 (LC 14) Max Uplift 2=-57 (LC 14), 3=-84 (LC 20) Max Grav 2=698 (LC 21), 3=156 (LC 21), 4=63 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/132, 2-3=-173/51 BOT CHORD 2-4=0/0 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 0-11-3, Interior (1) 0-11-3 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3 and 57 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415233J3Jack-Open 4 121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:49 Page: 1 ID:z7JsmESwTfPby7h7p2aGNdzCI8Z-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 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 6 12 =2x4 1 2 4 5 3 1-11-11 1-11-11 2-0-0 -2-0-0 1-11-11 2-3-12 0-5-0 1-4-14 Scale = 1:20 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL)0.00 2-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 2-4 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P BCDL 7.0 Weight: 9 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 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=369/0-5-8, 3=-17/ Mechanical, 4=13/ Mechanical Max Horiz 2=54 (LC 14) Max Uplift 2=-61 (LC 14), 3=-166 (LC 20) Max Grav 2=575 (LC 21), 3=13 (LC 10), 4=33 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/130, 2-3=-139/21 BOT CHORD 2-4=0/0 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-13 to 0-11-3, Interior (1) 0-11-3 to 1-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 2 and 166 lb uplift at joint 3. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SHARP TAIL 4-PLEX R71415234J4Jack-Open 4 121-104241T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Thu Jun 30 12:13:49 Page: 1 ID:rvYNccVRXuv0Qk_u2tfCYTzCI8V-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 30,2022 PR O D U C T C O D E A P P R O V A L S LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r w h e r e b e a r i n g s o c c u r . Mi n s i z e s h o w n i s f o r c r u s h i n g o n l y . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T o r I b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 21 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c or o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d Mi T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 5 / 1 9 / 2 0 2 0 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 ER - 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 JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 1 "4/3 PL A T E L O C A T I O N A N D O R I E N T A T I O N Sy m b o l s Nu m b e r i n g S y s t e m Ge n e r a l S a f e t y N o t e s * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 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 . BC S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 WE B S Tr u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e tr u s s u n l e s s o t h e r w i s e s h o w n . Lu m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 se c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s es t a b l i s h e d b y o t h e r s . di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s