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HomeMy WebLinkAboutTRUSS SPECS - 23-00775 - YellowStone RV - Shop400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 MiTek, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by InteFrame Components, LLC. October 2,2023 Johnson, Andrew Pages or sheets covered by this seal: R78659224 thru R78659231 My license renewal date for the state of Idaho is June 30, 2024. Idaho COA: 853 233562 Yellowstone RV IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 212 =4x12 =2x4 =4x5 =3x4 =4x5 =3x5 =MT20HS 4x12 =3x4 =3x5 =3x6 =5x6 =3x4 1 2 14 13 12 11 10 15 3 4 5 6 16 7 17 8 9 2-0-0 -2-0-0 2-7-13 7-6-0 4-10-3 4-10-3 2-0-0 32-0-0 7-1-5 14 -7-4 7-10 -12 22-6-1 7-5-15 30 -0-0 7-1-5 14 -7-4 7-5-15 30 -0-0 7-6-0 7-6-0 7-10 -12 22-6-1 5-11 -9 0-5-13 5-5-13 5-9-13 Scale = 1:61.6 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 0.86 Vert(LL)-0.66 13-14 >542 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.99 Vert(CT)-0.96 13-14 >372 180 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.19 10 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 10.0 Weight: 139 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF Stud *Except* 7-10,11-5:2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-10, 5-11, 4-13 REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=176 (LC 9) Max Uplift 2=-189 (LC 8), 10=-156 (LC 12) Max Grav 2=1830 (LC 19), 10=2181 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-6109/864, 3-4=-6397/911, 4-5=-5139/753, 5-7=-2826/394, 7-8=-117/75, 8-9=-43/0, 8-10=-668/271 BOT CHORD 2-14=-826/5912, 13-14=-871/6309, 11-13=-674/5027, 10-11=-270/2725 WEBS 7-10=-3060/432, 4-14=-4/205, 5-13=0/457, 5-11=-2426/426, 7-11=-40/927, 4-13=-1399/201, 3-14=-47/416 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior(2E) -2-0-0 to 1-0-0, Interior (1) 1-0-0 to 29-0-0, Exterior(2E) 29-0-0 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; 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 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be DF No.1&Btr crushing capacity of 625 psi. 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10 and 2. This connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Yellowstone RV R78659224A01Monopitch91233562Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:00 Page: 1 ID:EMCCXs_wVB8lkpHEd3_bnvyYopm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 212 =3x4 =3x4 =3x4 =3x4 =3x4 1 2 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3 4 5 6 7 8 9 10 11 121346 14 15 16 17 18 19 20 21 22 23 24 2-0-0 -2-0-0 2-0-0 32-0-0 30-0-0 30-0-0 30-0-0 5-11 -9 0-5-13 5-5-13 5-9-13 Scale = 1:61.6 Plate Offsets (X, Y):[2:0-0-7,0-1-0] Loading (psf)Spacing 3-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.26 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr NO WB 0.11 Horz(CT)0.01 25 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 10.0 Weight: 164 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=30-0-0, 25=30-0-0, 26=30-0-0, 27=30-0-0, 28=30-0-0, 29=30-0-0, 30=30-0-0, 31=30-0-0, 32=30-0-0, 33=30-0-0, 34=30-0-0, 35=30-0-0, 37=30-0-0, 38=30-0-0, 39=30-0-0, 40=30-0-0, 41=30-0-0, 42=30-0-0, 43=30-0-0, 44=30-0-0, 45=30-0-0 Max Horiz 2=264 (LC 9) Max Uplift 2=-123 (LC 8), 25=-158 (LC 9), 26=-159 (LC 18), 27=-14 (LC 12), 28=-21 (LC 8), 29=-17 (LC 12), 30=-18 (LC 8), 31=-18 (LC 12), 32=-18 (LC 8), 33=-18 (LC 12), 34=-18 (LC 8), 35=-18 (LC 8), 37=-18 (LC 12), 38=-18 (LC 8), 39=-18 (LC 12), 40=-18 (LC 8), 41=-17 (LC 12), 42=-20 (LC 8), 43=-18 (LC 12), 44=-68 (LC 5), 45=-49 (LC 12) Max Grav 2=617 (LC 1), 25=817 (LC 19), 26=79 (LC 9), 27=295 (LC 19), 28=290 (LC 19), 29=281 (LC 19), 30=283 (LC 19), 31=283 (LC 19), 32=283 (LC 19), 33=283 (LC 19), 34=283 (LC 19), 35=231 (LC 19), 37=208 (LC 1), 38=208 (LC 19), 39=208 (LC 1), 40=207 (LC 1), 41=211 (LC 19), 42=196 (LC 19), 43=265 (LC 1), 44=63 (LC 18), 45=669 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/18, 2-3=-211/270, 3-4=-186/230, 4-5=-182/240, 5-6=-176/232, 6-7=-169/227, 7-8=-163/222, 8-9=-156/216, 9-10=-150/211, 10-11=-144/206, 11-13=-137/201, 13-14=-131/195, 14-15=-125/190, 15-16=-123/185, 16-17=-121/179, 17-18=-118/174, 18-19=-116/169, 19-20=-113/163, 20-21=-111/158, 21-22=-109/154, 22-23=-98/137, 23-24=-64/0, 23-25=-816/340 BOT CHORD 2-45=-93/193, 44-45=-93/193, 43-44=-93/193, 42-43=-93/193, 41-42=-93/193, 40-41=-93/193, 39-40=-93/193, 38-39=-93/193, 37-38=-93/193, 35-37=-93/193, 34-35=-93/193, 33-34=-93/193, 32-33=-93/193, 31-32=-93/193, 30-31=-93/193, 29-30=-93/193, 28-29=-93/193, 27-28=-93/193, 26-27=-93/193, 25-26=-93/193 WEBS 22-26=-165/212, 21-27=-259/76, 20-28=-249/66, 19-29=-242/62, 18-30=-243/62, 17-31=-243/62, 16-32=-243/62, 15-33=-243/62, 14-34=-243/62, 13-35=-191/62, 11-37=-168/62, 10-38=-168/62, 9-39=-168/62, 8-40=-168/62, 7-41=-169/63, 6-42=-160/60, 5-43=-209/74, 4-44=-32/33, 3-45=-524/172 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Corner(3E) -2-0-0 to 1-0-0, Exterior(2N) 1-0-0 to 29-0-0, Corner(3E) 29-0-0 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Job Truss Truss Type Qty Ply Yellowstone RV R78659225A01EMonopitch Supported Gable 2 1233562 Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:03 Page: 1 ID:vq89bTmmefnlVZbgI9eIn6yYonS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 3)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 1-4-0 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)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 25, 123 lb uplift at joint 2, 159 lb uplift at joint 26, 14 lb uplift at joint 27, 21 lb uplift at joint 28, 17 lb uplift at joint 29, 18 lb uplift at joint 30, 18 lb uplift at joint 31, 18 lb uplift at joint 32, 18 lb uplift at joint 33, 18 lb uplift at joint 34, 18 lb uplift at joint 35, 18 lb uplift at joint 37, 18 lb uplift at joint 38, 18 lb uplift at joint 39, 18 lb uplift at joint 40, 17 lb uplift at joint 41, 20 lb uplift at joint 42, 18 lb uplift at joint 43, 68 lb uplift at joint 44 and 49 lb uplift at joint 45. 13)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)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 Yellowstone RV R78659225A01EMonopitch Supported Gable 2 1233562 Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:03 Page: 2 ID:vq89bTmmefnlVZbgI9eIn6yYonS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 212 =3x5 =1.5x4 =3x4 =4x5 =3x4 1 2 7 6 8 9 3 10 4 5 2-0-0 -2-0-0 2-0-0 17-2-0 7-3-7 15-2-0 7-10-9 7-10-9 7-3-7 15-2-0 7-10-9 7-10-9 3-5-14 0-5-13 3-0-3 3-4-3 Scale = 1:38.3 Plate Offsets (X, Y):[4:0-0-11,0-1-8] 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 0.83 Vert(LL)-0.20 2-7 >889 240 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.76 Vert(CT)-0.31 2-7 >565 180 TCDL 7.0 Rep Stress Incr YES WB 0.71 Horz(CT)0.05 6 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 10.0 Weight: 61 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=98 (LC 9) Max Uplift 2=-133 (LC 8), 6=-94 (LC 12) Max Grav 2=1026 (LC 19), 6=1181 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-2515/308, 3-4=-146/21, 4-5=-39/0, 4-6=-619/313 BOT CHORD 2-7=-299/2411, 6-7=-299/2411 WEBS 3-7=0/332, 3-6=-2383/371 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior(2E) -2-0-0 to 1-0-0, Interior (1) 1-0-0 to 14-2-0, Exterior(2E) 14-2-0 to 17-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; 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 1.00 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)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6 and 2. This connection is for uplift only and does not consider lateral forces. 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 Yellowstone RV R78659226B01Monopitch301233562Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:04 Page: 1 ID:1t0APK5_GtxYwU6XmWUYxMyZSbV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 212 =3x4 =1.5x4 =3x4 =4x5 =3x4 1 2 7 6 8 9 3 10 4 5 2-0-0 -2-0-0 2-0-0 17-2-0 7-3-7 15-2-0 7-10-9 7-10-9 7-3-7 15-2-0 7-10-9 7-10-9 3-5-14 0-5-13 3-0-3 3-4-3 Scale = 1:38.3 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 0.81 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.46 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr NO WB 0.77 Horz(CT)-0.01 7 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 10.0 Weight: 61 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-8 oc bracing. REACTIONS (size)2=15-2-0, 6=15-2-0, 7=15-2-0 Max Horiz 2=98 (LC 38) Max Uplift 2=-322 (LC 35), 6=-238 (LC 38), 7=-369 (LC 43) Max Grav 2=594 (LC 30), 6=653 (LC 19), 7=1084 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-1248/1162, 3-4=-1016/949, 4-5=-39/0, 4-6=-602/310 BOT CHORD 2-7=-1184/1168, 6-7=-843/827 WEBS 3-6=-829/855, 3-7=-893/463 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Exterior(2E) -2-0-0 to 1-0-0, Interior (1) 1-0-0 to 14-2-0, Exterior(2E) 14-2-0 to 17-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; 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 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6, 2, and 7. This connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-2-0 for 131.9 plf. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Yellowstone RV R78659227B01AMonopitch Supported Gable 1 1233562 Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:04 Page: 1 ID:HPer?rqd8JV17ji3H7ZdN0yZSaZ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 212 =3x4 =3x4 =3x6 1 2 21 20 19 18 17 16 15 14 13 3 4 22 5 6 7 8 9 10 11 12 2-0-0 -2-0-0 2-0-0 17-2-0 15-2-0 15-2-0 15-2-0 3-5-14 0-5-13 3-0-3 3-4-3 Scale = 1:38.3 Plate Offsets (X, Y):[2:0-0-7,0-1-0] Loading (psf)Spacing 3-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.26 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr NO WB 0.09 Horz(CT)0.00 13 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-SH BCDL 10.0 Weight: 66 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=15-2-0, 13=15-2-0, 14=15-2-0, 15=15-2-0, 16=15-2-0, 17=15-2-0, 18=15-2-0, 19=15-2-0, 20=15-2-0, 21=15-2-0 Max Horiz 2=147 (LC 9) Max Uplift 2=-138 (LC 8), 13=-152 (LC 9), 14=-170 (LC 18), 15=-23 (LC 12), 16=-18 (LC 8), 17=-17 (LC 12), 18=-20 (LC 8), 19=-18 (LC 12), 20=-53 (LC 5), 21=-43 (LC 12) Max Grav 2=606 (LC 1), 13=747 (LC 19), 14=77 (LC 9), 15=302 (LC 19), 16=259 (LC 19), 17=265 (LC 19), 18=252 (LC 19), 19=314 (LC 19), 20=72 (LC 18), 21=627 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/18, 2-3=-169/148, 3-4=-101/109, 4-5=-94/118, 5-6=-86/109, 6-7=-80/104, 7-8=-73/98, 8-9=-67/92, 9-10=-63/87, 10-11=-64/95, 11-12=-59/0, 11-13=-747/495 BOT CHORD 2-21=-52/122, 20-21=-52/122, 19-20=-52/122, 18-19=-52/122, 17-18=-52/122, 16-17=-52/122, 15-16=-52/122, 14-15=-52/122, 13-14=-52/122 WEBS 10-14=-147/226, 9-15=-267/146, 8-16=-218/108, 7-17=-224/113, 6-18=-216/108, 5-19=-260/131, 4-20=-36/28, 3-21=-496/300 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Corner(3E) -2-0-0 to 1-0-0, Exterior(2N) 1-0-0 to 14-2-0, Corner(3E) 14-2-0 to 17-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 1-4-0 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)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 13, 138 lb uplift at joint 2, 170 lb uplift at joint 14, 23 lb uplift at joint 15, 18 lb uplift at joint 16, 17 lb uplift at joint 17, 20 lb uplift at joint 18, 18 lb uplift at joint 19, 53 lb uplift at joint 20 and 43 lb uplift at joint 21. 13)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)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 Yellowstone RV R78659228B01EMonopitch Supported Gable 1 1233562 Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:05 Page: 1 ID:T3tsSEMrX7Ae0deiQ4tAiVyZSZs-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =1.5x4 =6x8 =3x4 =3x6 4 3 1 2 1-10 -5 1-10 -5 2-11 -13 Scale = 1:28.3 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 0.24 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.05 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr NO WB 0.19 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P BCDL 10.0 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-5, 4=1-10-5 Max Horiz 4=-82 (LC 30) Max Uplift 3=-583 (LC 29), 4=-583 (LC 26) Max Grav 3=590 (LC 30), 4=590 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-66/80, 1-2=-298/290, 2-3=-574/592 BOT CHORD 3-4=-298/290 WEBS 2-4=-667/667 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 4 and 583 lb uplift at joint 3. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a total drag load of 350 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-5 for 188.2 plf. 14)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 Yellowstone RV R78659229BP1Blocking Supported Gable 29 1233562 Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:05 Page: 1 ID:VH4haRdewg5trRnnNJ66LKyZSPC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =6x8 =1.5x4 4 3 1 2 1-10-5 1-10-5 5-5-7 Scale = 1:38 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.05 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr NO WB 0.51 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P BCDL 10.0 Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-5, 4=1-10-5 Max Horiz 4=-157 (LC 6) Max Uplift 3=-958 (LC 29), 4=-958 (LC 26) Max Grav 3=966 (LC 30), 4=966 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-950/968, 1-2=-252/236, 2-3=-66/80 BOT CHORD 3-4=-330/334 WEBS 1-3=-995/995 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 958 lb uplift at joint 4 and 958 lb uplift at joint 3. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-5 for 134.5 plf. 14)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 Yellowstone RV R78659230BP2Blocking Supported Gable 9 1233562 Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:05 Page: 1 ID:RS935ZN7t14fVEQHDfX0pfyYomg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =6x8 =1.5x4 4 3 1 2 1-8-13 1-8-13 5-5-7 Scale = 1:40.4 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 0.59 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.05 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr NO WB 0.54 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P BCDL 10.0 Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-13, 4=1-8-13 Max Horiz 4=-157 (LC 6) Max Uplift 3=-1030 (LC 29), 4=-1030 (LC 26) Max Grav 3=1037 (LC 30), 4=1037 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-1023/1039, 1-2=-250/234, 2-3=-61/74 BOT CHORD 3-4=-328/334 WEBS 1-3=-1064/1064 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1030 lb uplift at joint 4 and 1030 lb uplift at joint 3. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-13 for 144.1 plf. 14)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 Yellowstone RV R78659231BP3Blocking Supported Gable 1 1233562 Job Reference (optional) Inteframe Components, LLC, Nampa, ID - 83687,Run: 8.63 S Aug 30 2023 Print: 8.630 S Aug 30 2023 MiTek Industries, Inc. Fri Sep 29 10:44:06 Page: 1 ID:G8aBUEsDSJ7_IOTzZ2FPQ5yYom2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r / l e t t e r w h e r e b e a r i n g s o c c u r . Mi n s i z e s h o w n i s f o r c r u s h i n g o n l y . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T o r I b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 21 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 2 3 M i T e k ® A l l R i g h t s R e s e r v e d Mi T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 / 2 / 2 0 2 3 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 9 8 8 , E S R - 2 3 6 2 , E S R - 2 6 8 5 , E S R - 3 2 8 2 ES R - 4 7 2 2 , E S L - 1 3 8 8 JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 2/1 PL A T E L O C A T I O N A N D O R I E N T A T I O N * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 2 2 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g , R e s t r a i n i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 WE B S Tr u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e tr u s s u n l e s s o t h e r w i s e s h o w n . Lu m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 se c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s es t a b l i s h e d b y o t h e r s . di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s L Jo i n t I D ty p .