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Roof Truss EngineeringTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 M-2050-05 The Truss Company (Sumner). August 20, 2024.My license renewal date for the state of Washington is Pages or sheets covered by this seal: 2033/A/Gar Rt-Roof Terry Powell June 3,2023 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Re: thru I14772736I14772713 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =3x6 =3x6 =3x6 =3x6 =3x6 =3x6 1 55 54 53 52 51 50 49 48 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 302 65 29364284 275 266 257 248 2392210211166632012 1913 1814 171516 1-6-0 -1-6-0 18-3-0 18-3-0 18 -3-0 36 -6-0 36-6-010-2-70-4-39-5-11Scale = 1:66.4 Plate Offsets (X, Y):[16:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.20 Horz(CT)0.01 30 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 240 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 DF Stud *Except* 46-13,45-14,40-19,41-18,44-15,43-17:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 15-44, 17-43 REACTIONS (size)2=36-6-0, 30=36-6-0, 31=36-6-0, 32=36-6-0, 33=36-6-0, 34=36-6-0, 35=36-6-0, 36=36-6-0, 37=36-6-0, 38=36-6-0, 39=36-6-0, 40=36-6-0, 41=36-6-0, 43=36-6-0, 44=36-6-0, 45=36-6-0, 46=36-6-0, 47=36-6-0, 48=36-6-0, 49=36-6-0, 50=36-6-0, 51=36-6-0, 52=36-6-0, 53=36-6-0, 54=36-6-0, 55=36-6-0, 56=36-6-0, 59=36-6-0 Max Horiz 2=120 (LC 16), 59=120 (LC 16) Max Uplift 2=-10 (LC 8), 31=-70 (LC 13), 32=-17 (LC 13), 33=-36 (LC 13), 34=-32 (LC 13), 35=-33 (LC 13), 36=-33 (LC 13), 37=-33 (LC 13), 38=-33 (LC 13), 39=-32 (LC 13), 40=-32 (LC 13), 41=-49 (LC 13), 45=-47 (LC 12), 46=-32 (LC 12), 47=-33 (LC 12), 48=-33 (LC 12), 49=-33 (LC 12), 50=-33 (LC 12), 51=-33 (LC 12), 52=-32 (LC 12), 53=-34 (LC 12), 54=-24 (LC 12), 55=-55 (LC 12), 59=-10 (LC 8) Max Grav 2=228 (LC 1), 30=93 (LC 20), 31=216 (LC 1), 32=61 (LC 20), 33=117 (LC 20), 34=104 (LC 1), 35=107 (LC 20), 36=107 (LC 20), 37=107 (LC 1), 38=113 (LC 20), 39=152 (LC 20), 40=155 (LC 20), 41=180 (LC 20), 43=154 (LC 20), 44=154 (LC 19), 45=180 (LC 19), 46=155 (LC 19), 47=152 (LC 19), 48=113 (LC 19), 49=107 (LC 1), 50=107 (LC 19), 51=107 (LC 19), 52=106 (LC 1), 53=111 (LC 19), 54=89 (LC 1), 55=158 (LC 22), 56=93 (LC 20), 59=228 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-100/197, 17-18=-113/225, 18-19=-94/188, 19-20=-81/161, 20-63=-63/134, 21-63=-67/131, 21-22=-49/107, 22-23=-54/103, 23-24=-41/79, 24-25=-33/52, 25-26=-34/25, 26-27=-40/18, 27-28=-60/23, 28-64=-75/30, 29-64=-81/22, 29-30=-120/61, 1-2=0/44, 2-65=-161/62, 3-65=-153/71, 3-4=-124/57, 4-5=-101/60, 5-6=-75/59, 6-7=-66/67, 7-8=-60/84, 8-9=-56/101, 9-10=-55/114, 10-11=-49/118, 11-66=-67/132, 12-66=-63/135, 12-13=-81/161, 13-14=-94/188, 14-15=-113/225, 15-16=-100/197 BOT CHORD 2-55=-71/139, 54-55=-57/139, 53-54=-57/139, 52-53=-57/139, 51-52=-57/139, 50-51=-57/139, 49-50=-57/139, 48-49=-57/139, 47-48=-57/139, 46-47=-57/139, 45-46=-57/139, 44-45=-57/139, 43-44=-57/139, 42-43=-57/139, 41-42=-57/139, 40-41=-57/139, 39-40=-57/139, 38-39=-57/139, 37-38=-57/139, 36-37=-57/139, 35-36=-57/139, 34-35=-57/139, 33-34=-57/139, 32-33=-57/139, 31-32=-57/139, 30-31=-57/139 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772713A00Common Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:15 Page: 1 ID:DtYFgbUNCi4De_q5w4UijizMXrb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information WEBS 3-55=-125/75, 4-54=-76/41, 5-53=-90/50, 6-52=-88/48, 7-51=-88/49, 8-50=-88/48, 9-49=-88/48, 11-48=-94/48, 12-47=-133/48, 13-46=-137/48, 14-45=-159/69, 29-31=-151/113, 28-32=-64/38, 27-33=-93/51, 26-34=-87/48, 25-35=-88/49, 24-36=-88/48, 23-37=-88/48, 21-38=-94/48, 20-39=-133/48, 19-40=-137/48, 18-41=-159/69, 15-44=-134/11, 17-43=-134/11 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-6-0 to 2-1-13, Exterior(2N) 2-1-13 to 14-7-3, Corner(3R) 14-7-3 to 21-10-0, Exterior(2N) 21-10-0 to 32-10-3, Corner(3E) 32-10-3 to 36-6-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 10 lb uplift at joint 2, 55 lb uplift at joint 55, 24 lb uplift at joint 54, 34 lb uplift at joint 53, 32 lb uplift at joint 52, 33 lb uplift at joint 51, 33 lb uplift at joint 50, 33 lb uplift at joint 49, 33 lb uplift at joint 48, 33 lb uplift at joint 47, 32 lb uplift at joint 46, 47 lb uplift at joint 45, 70 lb uplift at joint 31, 17 lb uplift at joint 32, 36 lb uplift at joint 33, 32 lb uplift at joint 34, 33 lb uplift at joint 35, 33 lb uplift at joint 36, 33 lb uplift at joint 37, 33 lb uplift at joint 38, 32 lb uplift at joint 39, 32 lb uplift at joint 40, 49 lb uplift at joint 41 and 10 lb uplift at joint 2. 12)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772713A00Common Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:15 Page: 2 ID:DtYFgbUNCi4De_q5w4UijizMXrb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =3x6 =1.5x4 =3x4 =3x6 =3x4 =5x6 =3x8 =3x6 =3x4 =3x6 =3x4 =1.5x4 =3x6 1 14 27 28 13 12 29 30 11 102 21 26 3 9 84 5 72225 23 24 6 1-6-0 -1-6-0 5-10-13 12-4-3 5-10-13 30-0-11 5-10-13 18-3-0 5-10-13 24 -1-13 6-5-5 6-5-5 6-5-5 36 -6-0 8-10 -4 18-3-0 8-10 -4 27-1-4 9-4-12 9-4-12 9-4-12 36 -6-010-2-70-4-39-5-11Scale = 1:66.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL)-0.24 13-14 >999 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.47 Vert(CT)-0.36 13-14 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.31 Horz(CT)0.09 10 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 167 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud *Except* 13-6,13-7,13-5:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 REACTIONS (size)2=0-5-8, 10= Mechanical Max Horiz 2=120 (LC 16) Max Uplift 2=-248 (LC 12), 10=-228 (LC 13) Max Grav 2=1713 (LC 22), 10=1634 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-21=-3060/430, 3-21=-3018/453, 3-4=-2826/424, 4-5=-2696/438, 5-22=-1953/365, 22-23=-1945/374, 6-23=-1878/390, 6-24=-1878/390, 24-25=-1945/374, 7-25=-1953/365, 7-8=-2706/450, 8-9=-2836/426, 9-26=-3011/467, 10-26=-3072/454 BOT CHORD 2-14=-429/2748, 14-27=-274/2212, 27-28=-274/2212, 13-28=-274/2212, 12-13=-235/2165, 12-29=-235/2165, 29-30=-235/2165, 11-30=-235/2165, 10-11=-353/2705 WEBS 6-13=-194/1367, 7-13=-801/242, 7-11=-71/662, 9-11=-399/186, 5-13=-795/240, 5-14=-67/652, 3-14=-389/184 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 2-1-13, Interior (1) 2-1-13 to 14-7-3, Exterior(2R) 14-7-3 to 21-10-13, Interior (1) 21-10-13 to 32-10-3, Exterior(2E) 32-10-3 to 36-6-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 2 and 228 lb uplift at joint 10. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772714A01Common111M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:17 Page: 1 ID:OVnsXHQ7BmyJ1_1o4M_Dw3zMXzQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =3x6 =1.5x4 =3x4 =3x6 =3x4 =5x6 =3x8 =3x6 =3x4 =3x6 =3x4 =1.5x4 =3x6 1 29 301427281312 11 102 21 26 3 9 4 8 752225 2423 6 1-6-0 -1-6-0 5-10-13 12-4-3 5-10-13 30-0-11 5-10-13 18-3-0 5-10-13 24 -1-13 6-5-5 6-5-5 6-5-5 36 -6-0 8-10 -4 18-3-0 8-10 -4 27-1-4 9-4-12 9-4-12 9-4-12 36 -6-010-2-70-4-39-5-11Scale = 1:66.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL)-0.24 13-14 >999 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.47 Vert(CT)-0.36 13-14 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.31 Horz(CT)0.09 10 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 167 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud *Except* 13-6,13-7,13-5:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=120 (LC 16) Max Uplift 2=-248 (LC 12), 10=-228 (LC 13) Max Grav 2=1713 (LC 22), 10=1634 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-21=-3060/430, 3-21=-3018/453, 3-4=-2826/424, 4-5=-2696/438, 5-22=-1953/365, 22-23=-1945/374, 6-23=-1878/390, 6-24=-1878/390, 24-25=-1945/374, 7-25=-1952/365, 7-8=-2706/450, 8-9=-2836/426, 9-26=-3011/467, 10-26=-3072/454 BOT CHORD 2-14=-429/2748, 14-27=-274/2212, 27-28=-274/2212, 13-28=-274/2212, 12-13=-235/2165, 12-29=-235/2165, 29-30=-235/2165, 11-30=-235/2165, 10-11=-353/2705 WEBS 6-13=-194/1367, 7-13=-801/242, 7-11=-71/662, 9-11=-399/186, 5-13=-795/240, 5-14=-67/652, 3-14=-389/184 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 2-1-13, Interior (1) 2-1-13 to 14-7-3, Exterior(2R) 14-7-3 to 21-10-13, Interior (1) 21-10-13 to 32-10-3, Exterior(2E) 32-10-3 to 36-6-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 248 lb uplift at joint 2 and 228 lb uplift at joint 10. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772715A02Common11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:18 Page: 1 ID:Xa61_3b5XzfAh6smJP7HS6zMXq9-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =3x6 =1.5x4 =3x4 =3x6 =3x4 =5x6 =3x8 =3x6 =3x4 =3x6 =3x4 =1.5x4 =3x6 111 28 2915 14 13 123031 102 2425 3 9 84 5 72623 27 22 6 1-6-0 -1-6-0 1-6-0 38-0-0 5-10-13 12 -4-3 5-10-13 30 -0-11 5-10-13 18-3-0 5-10 -13 24-1-13 6-5-5 6-5-5 6-5-5 36-6-0 8-10-4 18-3-0 8-10-4 27 -1-4 9-4-12 9-4-12 9-4-12 36-6-010-2-70-4-39-5-11Scale = 1:68.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL)-0.24 12-14 >999 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.46 Vert(CT)-0.36 12-14 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.31 Horz(CT)-0.09 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 169 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud *Except* 14-6,14-7,14-5:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 10=-112 (LC 13) Max Uplift 2=-248 (LC 12), 10=-248 (LC 13) Max Grav 2=1711 (LC 22), 10=1711 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-22=-1875/386, 22-23=-1942/370, 7-23=-1950/361, 7-8=-2693/434, 8-9=-2823/420, 9-24=-3015/448, 10-24=-3057/426, 10-11=0/44, 1-2=0/44, 2-25=-3057/426, 3-25=-3015/448, 3-4=-2823/420, 4-5=-2693/434, 5-26=-1950/361, 26-27=-1942/370, 6-27=-1875/386 BOT CHORD 2-15=-309/2691, 15-28=-199/2167, 28-29=-199/2167, 14-29=-199/2167, 13-14=-265/2217, 13-30=-265/2217, 30-31=-265/2217, 12-31=-265/2217, 10-12=-421/2752 WEBS 5-15=-67/652, 3-15=-389/184, 7-12=-67/652, 9-12=-389/184, 6-14=-191/1365, 7-14=-795/240, 5-14=-795/240 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 2-1-13, Interior (1) 2-1-13 to 14-7-3, Exterior(2R) 14-7-3 to 21-10-13, Interior (1) 21-10-13 to 34-4-3, Exterior(2E) 34-4-3 to 38-0-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 248 lb uplift at joint 2 and 248 lb uplift at joint 10. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772716A03Common31M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:18 Page: 1 ID:Rn5OxkVZZCRu0FMy0tS5JDzMXni-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =3x6 =3x6 =3x6 =3x6 =3x6 =3x6 1 55 54 53 52 51 50 49 48 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 302 65 29364284 275 266 257 248 2392210211163662012 1913 1814 171516 1-6-0 -1-6-0 18-3-0 18-3-0 18 -3-0 36 -6-0 36-6-010-2-70-4-39-5-11Scale = 1:66.4 Plate Offsets (X, Y):[16:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.20 Horz(CT)0.01 30 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 240 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 DF Stud *Except* 44-15,43-17,46-13,45-14,40-19,41-18:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 15-44, 17-43 REACTIONS (size)2=36-6-0, 30=36-6-0, 31=36-6-0, 32=36-6-0, 33=36-6-0, 34=36-6-0, 35=36-6-0, 36=36-6-0, 37=36-6-0, 38=36-6-0, 39=36-6-0, 40=36-6-0, 41=36-6-0, 43=36-6-0, 44=36-6-0, 45=36-6-0, 46=36-6-0, 47=36-6-0, 48=36-6-0, 49=36-6-0, 50=36-6-0, 51=36-6-0, 52=36-6-0, 53=36-6-0, 54=36-6-0, 55=36-6-0, 56=36-6-0, 59=36-6-0 Max Horiz 2=120 (LC 16), 59=120 (LC 16) Max Uplift 2=-10 (LC 8), 31=-70 (LC 13), 32=-17 (LC 13), 33=-36 (LC 13), 34=-32 (LC 13), 35=-33 (LC 13), 36=-33 (LC 13), 37=-33 (LC 13), 38=-33 (LC 13), 39=-32 (LC 13), 40=-32 (LC 13), 41=-49 (LC 13), 45=-47 (LC 12), 46=-32 (LC 12), 47=-33 (LC 12), 48=-33 (LC 12), 49=-33 (LC 12), 50=-33 (LC 12), 51=-33 (LC 12), 52=-32 (LC 12), 53=-34 (LC 12), 54=-24 (LC 12), 55=-55 (LC 12), 59=-10 (LC 8) Max Grav 2=228 (LC 1), 30=93 (LC 20), 31=216 (LC 1), 32=61 (LC 20), 33=117 (LC 20), 34=104 (LC 1), 35=107 (LC 20), 36=107 (LC 20), 37=107 (LC 1), 38=113 (LC 20), 39=152 (LC 20), 40=155 (LC 20), 41=180 (LC 20), 43=154 (LC 20), 44=154 (LC 19), 45=180 (LC 19), 46=155 (LC 19), 47=152 (LC 19), 48=113 (LC 19), 49=107 (LC 1), 50=107 (LC 19), 51=107 (LC 19), 52=106 (LC 1), 53=111 (LC 19), 54=89 (LC 1), 55=158 (LC 22), 56=93 (LC 20), 59=228 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-100/161, 17-18=-113/183, 18-19=-94/149, 19-20=-81/124, 20-63=-63/99, 21-63=-67/96, 21-22=-49/77, 22-23=-54/73, 23-24=-41/59, 24-25=-33/42, 25-26=-34/25, 26-27=-40/18, 27-28=-60/23, 28-64=-75/30, 29-64=-81/22, 29-30=-120/61, 1-2=0/44, 2-65=-161/62, 3-65=-153/71, 3-4=-124/57, 4-5=-101/60, 5-6=-75/59, 6-7=-66/67, 7-8=-60/84, 8-9=-56/101, 9-10=-55/114, 10-11=-49/118, 11-66=-67/132, 12-66=-63/135, 12-13=-81/151, 13-14=-94/168, 14-15=-113/192, 15-16=-100/163 BOT CHORD 2-55=-71/129, 54-55=-57/129, 53-54=-57/129, 52-53=-57/129, 51-52=-57/129, 50-51=-57/129, 49-50=-57/129, 48-49=-57/129, 47-48=-57/129, 46-47=-57/129, 45-46=-57/129, 44-45=-57/129, 43-44=-57/129, 42-43=-57/129, 41-42=-57/129, 40-41=-57/129, 39-40=-57/129, 38-39=-57/129, 37-38=-57/129, 36-37=-57/129, 35-36=-57/129, 34-35=-57/129, 33-34=-57/129, 32-33=-57/129, 31-32=-57/129, 30-31=-57/129 WEBS 15-44=-134/11, 17-43=-134/11, 3-55=-125/64, 4-54=-76/37, 5-53=-90/45, 6-52=-88/44, 7-51=-88/44, 8-50=-88/44, 9-49=-88/44, 11-48=-94/44, 12-47=-133/44, 13-46=-137/43, 14-45=-159/66, 29-31=-151/71, 28-32=-64/34, 27-33=-93/46, 26-34=-87/44, 25-35=-88/44, 24-36=-88/44, 23-37=-88/44, 21-38=-94/44, 20-39=-133/44, 19-40=-137/43, 18-41=-159/66 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772717A04Common Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:18 Page: 1 ID:H6g4kIDe7rKl23DEKi?O39zMXlU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 2-1-13, Interior (1) 2-1-13 to 14-7-3, Exterior(2R) 14-7-3 to 21-10-0, Interior (1) 21-10-0 to 32-10-3, Exterior(2E) 32-10-3 to 36-6-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 10 lb uplift at joint 2, 55 lb uplift at joint 55, 24 lb uplift at joint 54, 34 lb uplift at joint 53, 32 lb uplift at joint 52, 33 lb uplift at joint 51, 33 lb uplift at joint 50, 33 lb uplift at joint 49, 33 lb uplift at joint 48, 33 lb uplift at joint 47, 32 lb uplift at joint 46, 47 lb uplift at joint 45, 70 lb uplift at joint 31, 17 lb uplift at joint 32, 36 lb uplift at joint 33, 32 lb uplift at joint 34, 33 lb uplift at joint 35, 33 lb uplift at joint 36, 33 lb uplift at joint 37, 33 lb uplift at joint 38, 32 lb uplift at joint 39, 32 lb uplift at joint 40, 49 lb uplift at joint 41 and 10 lb uplift at joint 2. 12)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772717A04Common Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:18 Page: 2 ID:H6g4kIDe7rKl23DEKi?O39zMXlU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =4x4 =2x4 =3x8 =4x8 =3x10 =2x4 =3x4 =3x8 =4x12 =2x4 =2x4 =3x4 =4x8 =2x4 =3x4 =3x8 =2x4 =3x4 =4x8 =2x4 =2x4 =4x12 =3x6 =3x4 =2x4 =4x6 =4x6 =3x4 =2x4 =4x4 131 122 46 20 47 1948 4918 17 16 15 14 21 433 23 24 2550 26 27 28 22 114 44 451095 86 7 1-0-8 0-8-0 11-3-0 0-8-0 11-11-0 1-6-0 24-0-0 1-6-0 -1-6-0 1-6-15 4-1-5 1-9-5 18 -4-11 1-9-8 16-7-5 2-6-6 2-6-6 2-10 -13 14 -9-13 2-10-13 10-7-0 3-6-13 7-8-3 4-1-5 22 -6-0 1-4-0 11-11-0 2-10 -13 14 -9-13 2-10-13 10-7-0 3-6-13 18-4-11 3-6-13 7-8-3 4-1-5 4-1-5 4-1-5 22 -6-06-8-70-4-30-7-32-2-122-2-120-10-63-1-20-8-53-9-70-2-94-0-01-2-145-2-140-8-135-11-11Scale = 1:68.5 Plate Offsets (X, Y): [4:0-3-12,0-1-12], [4:0-2-0,0-0-5], [6:0-2-12,0-1-12], [7:0-2-0,Edge], [7:0-4-0,0-2-0], [8:0-2-12,0-1-12], [9:0-6-0,0-2-8], [10:0-2-12,0-2-0], [24:0-2-0,0-2-0], [35:0-2-0,0-0-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL)-0.08 18-19 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.25 Vert(CT)-0.13 18-19 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.31 Horz(CT)0.03 12 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 187 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* 21-22,22-10,3-23,23-24,24-25,25-26,27-28:2 x6 DF SS OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=1111/0-5-8, 12=1042/0-5-8 Max Horiz 2=-70 (LC 11) Max Uplift 2=-192 (LC 10), 12=-173 (LC 11) Max Grav 2=1147 (LC 17), 12=1080 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-43=-2247/340, 3-43=-2176/341, 3-4=-1969/273, 4-44=-1771/265, 5-44=-1717/274, 5-6=-1293/246, 8-9=-1288/239, 9-10=-1529/246, 10-45=-1675/266, 11-45=-1714/259, 11-12=-1962/296 BOT CHORD 2-46=-338/2019, 20-46=-338/2019, 20-47=-322/1978, 19-47=-322/1978, 19-48=-197/1503, 48-49=-197/1503, 18-49=-197/1503, 17-18=-105/1117, 16-17=-140/1525, 15-16=-208/1749, 14-15=-208/1749, 12-14=-207/1750 WEBS 4-24=-399/112, 19-24=-523/136, 19-25=-56/406, 5-25=-60/449, 5-26=-710/150, 18-26=-706/150, 17-21=-623/135, 9-21=-458/97, 18-27=-80/465, 6-27=-80/466, 17-28=-69/439, 8-28=-69/439, 6-8=-1113/240 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 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 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 2 and 173 lb uplift at joint 12. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 lb down and 18 lb up at 2-0-12 on top chord, and 48 lb down and 22 lb up at 2-0-0, 8 lb down and 1 lb up at 4-0-12, 8 lb down and 1 lb up at 6-0-12, and 8 lb down and 1 lb up at 8-0-12, and 18 lb down and 10 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13)No notches allowed in overhang and 10600 from left end and 10600 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. 14)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: 1-7=-66, 7-13=-66, 2-12=-14 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772718B00Common Girder 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.62 S Nov 16 2022 Print: 8.620 S Nov 16 2022 MiTek Industries, Inc. Fri Jun 02 14:16:10 Page: 1 ID:QOLyQ7F4?yy7gevUXv?Gl5zMXhZ-6zEAKyvy48p8Ju2MAX76zF8CmSWFBbibGyH6kpzAGfZ Continued on page 2 June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Concentrated Loads (lb) Vert: 20=1 (F), 24=-52 (F), 46=-36 (F), 47=1 (F), 48=1 (F), 49=-18 (F), 50=-52 (F) Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772718B00Common Girder 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.62 S Nov 16 2022 Print: 8.620 S Nov 16 2022 MiTek Industries, Inc. Fri Jun 02 14:16:10 Page: 2 ID:QOLyQ7F4?yy7gevUXv?Gl5zMXhZ-6zEAKyvy48p8Ju2MAX76zF8CmSWFBbibGyH6kpzAGfZ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =3x4 =1.5x4 =3x4 =4x4 =3x8 =3x4 =3x4 =1.5x4 =3x4 71 11 10 9 8 62 2118 53 2019 4 1-6-0 24 -0-0 1-6-0 -1-6-0 5-3-14 16-6-14 5-3-14 11-3-0 5-11-2 5-11-2 5-11-2 22-6-0 5-3-14 16-6-14 5-3-14 11-3-0 5-11-2 5-11-2 5-11-2 22-6-06-8-70-4-35-11-11Scale = 1:46.4 Plate Offsets (X, Y):[4:0-2-0,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL)-0.07 10 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.42 Vert(CT)-0.12 10-11 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.05 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 90 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=-72 (LC 13) Max Uplift 2=-160 (LC 12), 6=-160 (LC 13) Max Grav 2=1028 (LC 19), 6=1028 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-18=-1668/283, 3-18=-1525/304, 3-19=-1103/251, 4-19=-1006/264, 4-20=-1006/264, 5-20=-1103/251, 5-21=-1525/304, 6-21=-1668/283, 6-7=0/44 BOT CHORD 2-11=-212/1436, 10-11=-212/1436, 9-10=-179/1436, 8-9=-179/1436, 6-8=-179/1436 WEBS 4-10=-99/588, 3-10=-657/174, 3-11=0/200, 5-10=-657/175, 5-8=0/200 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 8-3-0, Exterior(2R) 8-3-0 to 14-3-0, Interior (1) 14-3-0 to 21-0-0, Exterior(2E) 21-0-0 to 24-0-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 0.0psf on the bottom chord in all areas where a rectangle 0-00 tall by 0-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 2 and 160 lb uplift at joint 6. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772719B01Common11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:20 Page: 1 ID:aF87vmqtnhJxG3h6GY7NDizMXQ1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =5x10 =3x8 =3x4 =10x10 =4x4 =5x6 =10x10 =7x8 =4x4 =8x8 =3x4 =3x8 =4x12 Special Special Special Special Special Special Special Special Special Special Special 1 82 14 13 23 12 24 11 10 25 9 262122 73 2019 64 5 1-6-0 -1-6-0 3-5-8 18 -2-0 3-5-8 7-9-8 3-5-8 14-8-8 3-5-8 11-3-0 4-4-0 4-4-0 4-4-0 22-6-0 3-5-8 18 -2-0 3-5-8 14-8-8 3-5-8 7-9-8 3-5-8 11-3-0 4-4-0 4-4-0 4-4-0 22-6-06-8-70-4-30-7-40-7-45-4-75-11-11Scale = 1:50.9 Plate Offsets (X, Y): [2:0-3-13,0-2-13], [4:0-1-8,0-2-0], [6:0-1-8,0-2-0], [7:0-1-12,0-1-8], [8:0-1-4,Edge], [9:0-6-0,0-1-8], [10:0-3-8,0-5-12], [12:0-5-0,0-5-12], [13:0-5-0,0-6-4], [14:0-5-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL)-0.20 10-12 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.31 10-12 >846 240 TCDL 8.0 Rep Stress Incr NO WB 0.65 Horz(CT)0.06 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 407 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 DF Stud *Except* 12-5:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=82 (LC 14) Max Uplift 2=-1372 (LC 10), 8=-1525 (LC 11) Max Grav 2=9180 (LC 20), 8=10299 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-17294/2557, 3-19=-14448/2144, 4-19=-14424/2153, 4-5=-11156/1695, 5-6=-11155/1693, 6-20=-14413/2156, 7-20=-14441/2147, 7-8=-17678/2623 BOT CHORD 2-21=-2300/15456, 14-21=-2300/15456, 14-22=-2300/15456, 13-22=-2300/15456, 13-23=-1885/12920, 12-23=-1885/12920, 12-24=-1832/12880, 11-24=-1832/12880, 10-11=-1832/12880, 10-25=-2298/15778, 9-25=-2298/15778, 9-26=-2298/15778, 8-26=-2298/15778 WEBS 3-14=-356/2626, 3-13=-2948/482, 4-13=-646/4506, 4-12=-4377/712, 5-12=-1438/9700, 6-12=-4361/711, 6-10=-647/4498, 7-10=-3373/552, 7-9=-410/2983 NOTES 1)3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-14 2x4 - 2 rows staggered at 0-4-0 oc, Except member 7-9 2x4 - 2 rows staggered at 0-4-0 oc, member 4-13 2x4 - 2 rows staggered at 0-6-0 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=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1525 lb uplift at joint 8 and 1372 lb uplift at joint 2. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1620 lb down and 236 lb up at 2-0-12, 1620 lb down and 236 lb up at 4-0-12, 1620 lb down and 236 lb up at 6-0-12, 1620 lb down and 236 lb up at 8-0-12, 1620 lb down and 236 lb up at 10-0-12, 1620 lb down and 236 lb up at 12-0-12, 1620 lb down and 236 lb up at 14-0-12, 1620 lb down and 236 lb up at 16-0-12, 1620 lb down and 236 lb up at 18-0-12, and 1620 lb down and 236 lb up at 20-0-12, and 1620 lb down and 236 lb up at 21-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772720B02Common Girder 1 3M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:21 Page: 1 ID:xq6aMM7?aZolcWMh1XYT2GzMXOM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Uniform Loads (lb/ft) Vert: 1-5=-66, 5-8=-66, 2-8=-14 Concentrated Loads (lb) Vert: 11=-1444 (B), 14=-1444 (B), 13=-1444 (B), 9=-1444 (B), 15=-1444 (B), 21=-1444 (B), 22=-1444 (B), 23=-1444 (B), 24=-1444 (B), 25=-1444 (B), 26=-1444 (B) Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772720B02Common Girder 1 3M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:21 Page: 2 ID:xq6aMM7?aZolcWMh1XYT2GzMXOM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =3x4 =3x4 =3x4 1 11 17 16 15 14 13 12 2 10 25 26 3 9 4 8 5 7 6 1-6-0 13-0-0 1-6-0 -1-6-0 5-9-0 11-6-0 5-9-0 5-9-0 11-6-03-11-70-4-33-2-11Scale = 1:29.8 Plate Offsets (X, Y):[6:0-2-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 22 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 47 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=11-6-0, 10=11-6-0, 12=11-6-0, 13=11-6-0, 14=11-6-0, 15=11-6-0, 16=11-6-0, 17=11-6-0, 18=11-6-0, 22=11-6-0 Max Horiz 2=41 (LC 12), 18=41 (LC 12) Max Uplift 2=-29 (LC 12), 10=-36 (LC 13), 12=-51 (LC 13), 13=-31 (LC 13), 16=-29 (LC 12), 17=-52 (LC 12), 18=-29 (LC 12), 22=-36 (LC 13) Max Grav 2=272 (LC 19), 10=272 (LC 20), 12=263 (LC 20), 13=102 (LC 20), 14=132 (LC 20), 15=132 (LC 19), 16=102 (LC 19), 17=263 (LC 19), 18=272 (LC 19), 22=272 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-25=-62/62, 3-25=-28/37, 3-4=-58/48, 4-5=-41/83, 5-6=-40/87, 6-7=-40/87, 7-8=-41/83, 8-9=-58/48, 9-26=-16/37, 10-26=-62/10, 10-11=0/44 BOT CHORD 2-17=-71/83, 16-17=-13/83, 15-16=-13/83, 14-15=-13/83, 13-14=-13/83, 12-13=-13/83, 10-12=-13/83 WEBS 5-15=-110/10, 7-14=-110/3, 3-17=-211/92, 4-16=-102/68, 9-12=-211/92, 8-13=-102/68 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-6-0 to 1-6-0, Exterior(2N) 1-6-0 to 2-8-0, Corner(3R) 2-8-0 to 8-10-0, Exterior(2N) 8-10-0 to 10-0-0, Corner(3E) 10-0-0 to 13-0-0 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. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 29 lb uplift at joint 2, 36 lb uplift at joint 10, 52 lb uplift at joint 17, 29 lb uplift at joint 16, 51 lb uplift at joint 12, 31 lb uplift at joint 13, 29 lb uplift at joint 2 and 36 lb uplift at joint 10. 12)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772721C00Common Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:21 Page: 1 ID:E8vw9B?DMavxI2xuytlCCXzMXGn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =4x4 =1.5x4 =4x4 =4x4 51 6 2 4 13 16 1514 3 1-6-0 -1-6-0 1-6-0 13 -0-0 5-9-0 11-6-0 5-9-0 5-9-0 5-9-0 11-6-0 5-9-0 5-9-03-11-70-4-33-2-11Scale = 1:30.9 Plate Offsets (X, Y):[2:0-2-0,Edge], [3:0-2-0,0-2-8], [4:0-2-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL)-0.08 6-9 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.54 Vert(CT)-0.11 6-9 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.01 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 36 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 4=0-5-8 Max Horiz 2=-41 (LC 17) Max Uplift 2=-92 (LC 12), 4=-92 (LC 13) Max Grav 2=677 (LC 19), 4=677 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-13=-700/194, 13-14=-598/201, 3-14=-578/214, 3-15=-578/214, 15-16=-598/201, 4-16=-700/194, 4-5=0/44 BOT CHORD 2-6=-77/517, 4-6=-77/517 WEBS 3-6=0/225 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 2-9-0, Exterior(2R) 2-9-0 to 8-9-0, Interior (1) 8-9-0 to 10-0-0, Exterior(2E) 10-0-0 to 13-0-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 2 and 92 lb uplift at joint 4. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772722C01Common21M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:22 Page: 1 ID:uReSgI8lXGQEkusCfPz0i3zMXGb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =4x4 =1.5x4 =4x4 =4x4 4 5 31 14 1312 2 1-6-0 13-0-0 5-9-0 5-9-0 5-9-0 11-6-0 5-9-0 11-6-0 5-9-0 5-9-03-11-70-4-33-2-11Scale = 1:30.9 Plate Offsets (X, Y):[1:0-2-8,Edge], [2:0-2-0,0-2-8], [3:0-2-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL)-0.09 5-8 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.62 Vert(CT)-0.12 5-8 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.01 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 34 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-5-8, 3=0-5-8 Max Horiz 1=-49 (LC 13) Max Uplift 1=-71 (LC 12), 3=-93 (LC 13) Max Grav 1=571 (LC 19), 3=680 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-717/217, 2-12=-598/228, 2-13=-587/231, 13-14=-607/218, 3-14=-710/211, 3-4=0/44 BOT CHORD 1-5=-92/535, 3-5=-92/535 WEBS 2-5=0/228 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 8-9-0, Interior (1) 8-9-0 to 10-0-0, Exterior(2E) 10-0-0 to 13-0-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 1 and 93 lb uplift at joint 3. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772723C02Common11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:22 Page: 1 ID:7AhsZNFOP1YyJG2xgod7ZzzMXGS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 4.24 12 =3x4 =1.5x4 =1.5x4 1 4 2 3 2-1-7 -2-1-7 2-8-7 2-8-7 2-8-72-0-30-4-31-3-10Scale = 1:20.7 Plate Offsets (X, Y):[2:0-0-1,0-0-3] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL)0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.10 Vert(CT)0.00 4-7 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-7-6, 4= Mechanical Max Horiz 2=38 (LC 9) Max Uplift 2=-98 (LC 6), 4=-20 (LC 16) Max Grav 2=434 (LC 17), 4=57 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/69, 2-3=-68/188, 3-4=-59/16 BOT CHORD 2-4=-197/68 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 20 lb uplift at joint 4 and 98 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772724CJ01Diagonal Hip Girder 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:22 Page: 1 ID:fJp4cllku2g5dBiP45FP2EzMXiD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =3x4 =1.5x4 =4x4 =3x4 516 42 13 14 3 1-6-0 6-1-0 1-6-0 -1-6-0 2-3-8 4-7-0 2-3-8 2-3-8 2-3-8 4-7-0 2-3-8 2-3-82-2-110-4-31-5-15Scale = 1:21.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL)0.00 6-9 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.05 Vert(CT)0.00 6-12 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4=0-3-8 Max Horiz 2=-22 (LC 13) Max Uplift 2=-51 (LC 12), 4=-51 (LC 13) Max Grav 2=387 (LC 19), 4=387 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67, 2-13=-174/63, 3-13=-160/59, 3-14=-160/59, 4-14=-174/57, 4-5=0/67 BOT CHORD 2-6=-73/136, 4-6=-4/136 WEBS 3-6=-13/74 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Exterior(2R) 1-6-0 to 3-1-0, Exterior(2E) 3-1-0 to 6-1-0 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 2 and 51 lb uplift at joint 4. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772725D00Common11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:23 Page: 1 ID:ujAuE6LPXVZpHVfT8Tm?ufzMXGK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =3x4 =1.5x4 =4x4 =3x4 JUS24 JUS24 413512 31 2 1-6-0 6-1-0 2-3-8 2-3-8 2-3-8 4-7-0 2-3-8 2-3-8 2-3-8 4-7-02-2-110-4-31-5-15Scale = 1:24.5 Plate Offsets (X, Y):[1:Edge,0-0-4], [3:Edge,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)-0.01 5-8 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.25 Vert(CT)-0.01 5-8 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.14 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-3-8, 3=0-3-8 Max Horiz 1=-30 (LC 11) Max Uplift 1=-77 (LC 10), 3=-105 (LC 11) Max Grav 1=496 (LC 17), 3=667 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-646/106, 2-3=-625/112, 3-4=0/62 BOT CHORD 1-12=-73/557, 5-12=-73/557, 5-13=-73/557, 3-13=-73/557 WEBS 2-5=-60/408 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1 and 105 lb uplift at joint 3. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-4 from the left end to 3-4-4 to connect truss(es) to back face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-66, 2-4=-66, 6-9=-14 Concentrated Loads (lb) Vert: 12=-291 (B), 13=-291 (B) Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772726D01Common Girder 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:23 Page: 1 ID:u_hJowY4XjiPp6SkeYa_4EzMXG3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =3x4 1 4 2 3 1-6-0 -1-6-0 2-0-0 2-0-0 2-0-02-0-150-4-31-4-3Scale = 1:20.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL)0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)0.00 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=51 (LC 12) Max Uplift 2=-36 (LC 12), 3=-19 (LC 12), 4=-5 (LC 18) Max Grav 2=314 (LC 19), 3=52 (LC 19), 4=26 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=-64/80 BOT CHORD 2-4=-86/45 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 36 lb uplift at joint 2, 5 lb uplift at joint 4 and 19 lb uplift at joint 3. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772727J01Jack-Open 4 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:23 Page: 1 ID:eheWCtWmwjpZOWvo6gPUvjzMXjp-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =2x4 3 1 2 2-0-0 2-0-01-4-30-4-31-4-3Scale = 1:19.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL)0.00 3-6 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.06 Vert(CT)0.00 3-6 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 1 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 5 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-5-8, 2= Mechanical, 3= Mechanical Max Horiz 1=34 (LC 12) Max Uplift 1=-7 (LC 12), 2=-24 (LC 12), 3=-1 (LC 12) Max Grav 1=104 (LC 18), 2=72 (LC 18), 3=32 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-44/26 BOT CHORD 1-3=-23/33 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 23.0psf 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. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1, 1 lb uplift at joint 3 and 24 lb uplift at joint 2. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772728J02Jack-Open 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:23 Page: 1 ID:7hnB6f8NghMBdVto8bLh0hzMXj?-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =2x4 =3x4 1 13 12 11 10 9 2 18 3 4 5 6 7 8 1-6-0 -1-6-0 8-5-8 8-5-8 8-5-85-3-110-4-34-6-15Scale = 1:30.7 Plate Offsets (X, Y):[2:0-4-0,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 9 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud OTHERS 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 10-0-0 oc bracing. REACTIONS (size)2=8-5-8, 9=8-5-8, 10=8-5-8, 11=8-5-8, 12=8-5-8, 13=8-5-8, 14=8-5-8 Max Horiz 2=122 (LC 11), 14=122 (LC 11) Max Uplift 2=-8 (LC 8), 9=-16 (LC 9), 10=-33 (LC 12), 11=-35 (LC 12), 12=-25 (LC 12), 13=-53 (LC 12), 14=-8 (LC 8) Max Grav 2=226 (LC 19), 9=98 (LC 19), 10=174 (LC 19), 11=157 (LC 19), 12=144 (LC 19), 13=180 (LC 19), 14=226 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-18=-125/62, 3-18=-120/41, 3-4=-73/21, 4-5=-67/25, 5-6=-67/34, 6-7=-70/66, 7-8=-72/86, 8-9=-33/25 BOT CHORD 2-13=-71/76, 12-13=-63/76, 11-12=-63/76, 10-11=-63/76, 9-10=-63/76 WEBS 3-13=-149/106, 4-12=-130/71, 5-11=-139/85, 6-10=-150/96, 7-9=-83/49 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-6-0 to 1-6-0, Exterior(2N) 1-6-0 to 5-3-12, Corner(3E) 5-3-12 to 8-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 8 lb uplift at joint 2, 16 lb uplift at joint 9, 53 lb uplift at joint 13, 25 lb uplift at joint 12, 35 lb uplift at joint 11, 33 lb uplift at joint 10 and 8 lb uplift at joint 2. 12)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772729M00Monopitch Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:24 Page: 1 ID:4NOuhVuexKDRAQb6HQ4YC8zMXFd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =4x4 =1.5x4 =3x4 =1.5x4 1 5 2 9 10 3 11 4 1-6-0 -1-6-0 4-1-4 8-5-8 4-4-4 4-4-4 8-5-85-3-110-4-34-6-15Scale = 1:33.5 Plate Offsets (X, Y):[2:0-3-2,0-2-2] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL)-0.16 5-8 >641 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.45 Vert(CT)-0.27 5-8 >373 240 TCDL 8.0 Rep Stress Incr YES WB 0.22 Horz(CT)0.01 5 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 34 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 5= Mechanical Max Horiz 2=122 (LC 11) Max Uplift 2=-74 (LC 12), 5=-78 (LC 12) Max Grav 2=512 (LC 19), 5=465 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-9=-557/131, 9-10=-538/134, 3-10=-453/145, 3-11=-116/29, 4-11=-74/56, 4-5=-169/51 BOT CHORD 2-5=-116/482 WEBS 3-5=-542/209 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 5-3-12, Exterior(2E) 5-3-12 to 8-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 74 lb uplift at joint 2 and 78 lb uplift at joint 5. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772730M01Monopitch31M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:24 Page: 1 ID:yP9r5g8p_mtSBei90KyTZazMXFI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =2x4 1 12 11 10 9 8 2 16 3 4 17 5 6 7 1-6-0 -1-6-0 7-5-8 7-5-8 0-1-8 7-5-8 7-4-0 7-4-04-9-110-4-33-9-70-3-8Scale = 1:31.2 Plate Offsets (X, Y):[2:0-4-0,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 37 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud OTHERS 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 10-0-0 oc bracing. REACTIONS (size)2=7-5-8, 8=7-5-8, 9=7-5-8, 10=7-5-8, 11=7-5-8, 12=7-5-8, 13=7-5-8 Max Horiz 2=108 (LC 11), 13=108 (LC 11) Max Uplift 2=-11 (LC 12), 8=-17 (LC 11), 9=-23 (LC 12), 10=-37 (LC 12), 11=-25 (LC 12), 12=-53 (LC 12), 13=-11 (LC 12) Max Grav 2=226 (LC 19), 8=24 (LC 19), 9=124 (LC 19), 10=171 (LC 19), 11=134 (LC 19), 12=219 (LC 19), 13=226 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-16=-118/63, 3-16=-113/45, 3-4=-63/25, 4-17=-59/19, 5-17=-55/33, 5-6=-60/39, 6-7=-65/73, 7-8=-21/19 BOT CHORD 2-12=-72/79, 11-12=-58/72, 10-11=-58/72, 9-10=-58/72, 8-9=-58/72 WEBS 3-12=-184/112, 4-11=-123/77, 5-10=-149/103, 6-9=-108/70 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-6-0 to 1-6-0, Exterior(2N) 1-6-0 to 4-3-12, Corner(3E) 4-3-12 to 7-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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 11 lb uplift at joint 2, 17 lb uplift at joint 8, 53 lb uplift at joint 12, 25 lb uplift at joint 11, 37 lb uplift at joint 10, 23 lb uplift at joint 9 and 11 lb uplift at joint 2. 12)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772731M02Monopitch Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:24 Page: 1 ID:F1cv7uRsK8u24KXmQNN6XezMXEw-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =4x4 =1.5x4 =3x4 =1.5x4 1 5 2 9 3 10 4 1-6-0 -1-6-0 3-6-0 7-5-8 3-11-8 3-11-8 0-1-8 7-5-8 7-4-0 7-4-04-9-110-4-33-9-70-0-40-3-8Scale = 1:33.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL)-0.09 5-8 >957 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.34 Vert(CT)-0.16 5-8 >557 240 TCDL 8.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.01 5 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 30 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 5=0-1-8 Max Horiz 2=108 (LC 11) Max Uplift 2=-68 (LC 12), 5=-68 (LC 12) Max Grav 2=483 (LC 19), 5=414 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-9=-493/114, 3-9=-387/126, 3-10=-101/24, 4-10=-69/47, 4-5=-141/45 BOT CHORD 2-5=-102/419 WEBS 3-5=-478/187 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 4-3-12, Exterior(2E) 4-3-12 to 7-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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)Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 2 and 68 lb uplift at joint 5. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772732M03Monopitch31M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:24 Page: 1 ID:rGV3CI0z1uxEqiC_ESFMUlzMXEA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =3x8 =1.5x4 =3x4 =1.5x44 3 1 8 9 10 2 7-5-8 0-1-8 7-5-8 0-2-12 5-11-8 1-4-8 7-4-0 5-8-12 5-8-124-0-150-4-33-9-70-4-30-3-8Scale = 1:35.6 Plate Offsets (X, Y):[1:0-2-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL)-0.10 4-7 >659 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.75 Vert(CT)-0.14 4-7 >499 240 TCDL 8.0 Rep Stress Incr YES WB 0.01 Horz(CT)0.00 1 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 31 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr 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 10-0-0 oc bracing. REACTIONS (size)1= Mechanical, 3=0-1-8, 4=0-5-8 Max Horiz 1=99 (LC 11) Max Uplift 1=-43 (LC 12), 3=-59 (LC 12), 4=-16 (LC 12) Max Grav 1=305 (LC 19), 3=187 (LC 19), 4=306 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-169/10, 8-9=-81/17, 9-10=-59/23, 2-10=-59/95, 2-3=-319/142 BOT CHORD 1-4=-69/166, 3-4=-58/62 WEBS 2-4=-37/32 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 4-3-12, Exterior(2E) 4-3-12 to 7-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 23.0psf 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. 6)Refer to girder(s) for truss to truss connections. 7)Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1, 16 lb uplift at joint 4 and 59 lb uplift at joint 3. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772733M04Monopitch21M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:24 Page: 1 ID:u_hJowY4XjiPp6SkeYa_4EzMXG3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 1 12 8 7 6 2 13 14 3 4 5 1-6-0 -1-6-0 4-11-8 4-11-8 0-1-8 4-11-8 4-10 -0 4-10 -03-6-110-4-32-6-70-3-8Scale = 1:32.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 21 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=4-11-8, 6=4-11-8, 7=4-11-8, 8=4-11-8, 9=4-11-8 Max Horiz 2=75 (LC 11), 9=75 (LC 11) Max Uplift 2=-27 (LC 12), 6=-7 (LC 9), 7=-20 (LC 12), 8=-53 (LC 12), 9=-27 (LC 12) Max Grav 2=299 (LC 19), 6=43 (LC 19), 7=98 (LC 19), 8=257 (LC 19), 9=299 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=0/22, 2-12=0/57, 2-13=-119/63, 13-14=-72/14, 3-14=-71/52, 3-4=-49/20, 4-5=-41/44, 5-6=-35/9 BOT CHORD 2-8=-72/88, 7-8=-40/50, 6-7=-40/50 WEBS 3-8=-210/145, 4-7=-95/84 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-6-0 to 1-6-0, Exterior(2N) 1-6-0 to 1-9-12, Corner(3E) 1-9-12 to 4-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 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 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 2, 7 lb uplift at joint 6, 53 lb uplift at joint 8, 20 lb uplift at joint 7 and 27 lb uplift at joint 2. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772734M05Monopitch Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:25 Page: 1 ID:_7Q6mpCRy?IKbmiqz1?LSQzMXCe-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =3x4 =1.5x4 =1.5x4 1 8 4 2 9 10 3 1-6-0 -1-6-0 4-11-8 4-11-8 0-1-8 4-11-8 4-10 -0 4-10 -03-6-110-4-32-6-70-3-8Scale = 1:28.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL)-0.05 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.32 Vert(CT)-0.07 4-7 >799 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4=0-1-8 Max Horiz 2=75 (LC 11) Max Uplift 2=-54 (LC 12), 4=-43 (LC 12) Max Grav 2=430 (LC 19), 4=266 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/22, 2-8=0/57, 2-9=-108/56, 9-10=-51/8, 3-10=-37/71, 3-4=-204/83 BOT CHORD 2-4=-65/44 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 1-9-12, Exterior(2E) 1-9-12 to 4-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 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 23.0psf 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)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2 and 43 lb uplift at joint 4. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772735M06Monopitch71M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:25 Page: 1 ID:Sr2K6ndOimiNH8tYWu7YNozMXC5-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 1 12 4 2 13 14 3 1-6-0 -1-6-0 4-11-8 4-11-8 0-1-8 4-11-8 4-10-0 4-10-03-6-110-4-32-6-70-3-8Scale = 1:31.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL)-0.05 4-11 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.32 Vert(CT)-0.07 4-11 >799 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 21 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4=0-1-8 Max Horiz 2=75 (LC 11) Max Uplift 2=-54 (LC 12), 4=-43 (LC 12) Max Grav 2=430 (LC 19), 4=266 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=0/22, 2-12=0/57, 2-13=-108/56, 13-14=-51/8, 3-14=-37/71, 3-4=-204/83 BOT CHORD 2-4=-65/44 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 1-9-12, Exterior(2E) 1-9-12 to 4-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2 and 43 lb uplift at joint 4. 12)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Roof I14772736M07Monopitch Structural Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:56:25 Page: 1 ID:HHw1xevqIqb6Yh7zND2xofzMXBk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2006 MiTek® All Rights ReservedWEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ER-5243, 9604B,9730, 95-43, 96-31, 9667ANER-487, NER-56195110, 84-32, 96-67, ER-3907, 9432AJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBS