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HomeMy WebLinkAboutHOLD - 910 E Warner Ave - Trusses - Plan760-967-6171 250727 - T308060 Cohen Garage 910 E. Warner Ave Santa Ana, Ca 92707 September 5,2025 NOTES: Roof pitch: 4:12 2X4 Heel Height 1' OverHang A0 1 A0 2 CGA CGA J01 J02 J03 J01 J02 J03 J04 J04 J0 1 J0 2 J0 3 J0 1 J0 2 J0 3 FL FR FR FL A0 1 A0 2 CGA CGA J01 J02 J03 J01 J02 J03 J04 J04 J0 1 J0 2 J0 3 J0 1 J0 2 J0 3 FR FL FL FR J0 5 ( 2 ) J0 5 ( 2 ) A03(5) 20 ' 9 " 20 ' 9 " 30' 9" 30' 9" NO T I C E T O B U I L D I N G O F F I C I A L S , A R C H I T E C H T S , A N D E N G I N E E R S : NO N - S T R U C T U R A L D R A W I N G I N T E N D E D F O R T R U S S L O C A T I O N I N F O R M A T I O N O N L Y St o n e T r u s s 50 7 J o n e s R D Oc e a n s i d e , C A 9 2 0 5 8 76 0 - 9 6 7 - 6 1 7 1 St o n e T r u s s . c o m Designer:Jason Haldeman Date:9/3/2025 Scale: Job #:250727 Ro o f T r u s s L a y o u t T3 0 8 0 6 0 C o h e n G a r a g e 91 0 E W a r n e r A v e Sa n t a A n a C A 92 7 0 7 Rev 1 . Rev 2 . Rev 3 . 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 MiTek, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc.. September 4,2025 Zhao, Xiaoming Pages or sheets covered by this seal: R90031374 thru R90031382 My license renewal date for the state of California is September 30, 2026. 250727-Roof T308060 Cohen Garage IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. x AW OCT. 13, 2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =4x5 =2x4 =3x4 =6x6 =7x8 =5x12 =8x8 =3x4 =7x8 =4x5 THJA26 LUS24 LUS24 THJA26 81 2 7 12 11 31 32 33 34 10 9 3017 2918 2819 63 20 27 4 21 22 23 24 25 26 5 0-1-1 8-0-0 0-1-1 12-10-1 1-0-0 -1-0-0 1-0-0 21-9-0 3-5-13 7-10-15 3-6-6 16-4-7 4-4-9 20-9-0 4-5-2 4-5-2 4-9-0 12-9-0 2-8-14 7-2-0 2-9-7 16-4-7 4-4-9 20-9-0 4-5-2 4-5-2 6-5-0 13-7-0 3- 3 - 5 0- 4 - 0 0- 3 - 5 2- 8 - 5 2- 8 - 5 0- 3 - 5 2- 1 1 - 1 0 Scale = 1:42.6 Plate Offsets (X, Y):[2:0-3-4,0-0-1], [4:0-3-0,0-2-8], [7:0-3-4,0-0-1], [9:0-4-0,0-4-8], [11:0-3-0,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 10-11 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.48 10-11 >514 180 BCLL 0.0*Rep Stress Incr NO WB 0.42 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 214 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G *Except* 4-5:2X6 DF No.2 G BOT CHORD 2X6 DF No.2 G WEBS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 7=0-3-8 Max Horiz 2=-44 (LC 68) Max Uplift 2=-516 (LC 8), 7=-512 (LC 9) Max Grav 2=2485 (LC 1), 7=2464 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-6583/1424, 3-4=-7305/1506, 4-5=-6535/1369, 5-6=-6901/1425, 6-7=-6868/1477, 7-8=0/27 BOT CHORD 2-12=-1299/6216, 11-12=-1299/6216, 10-11=-1368/6898, 7-10=-1350/6467 WEBS 4-11=-186/1791, 4-10=-698/217, 5-10=-236/2063, 3-11=-307/1080, 3-12=-522/97, 6-10=-275/389, 6-9=-211/48 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-9 to 1-11-7, Interior (1) 1-11-7 to 7-3-12, Exterior(2R) 7-3-12 to 11-6-11, Interior (1) 11-6-11 to 13-7-0, Exterior(2R) 13-7-0 to 17-9-15, Interior (1) 17-9-15 to 21-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) All bearings are assumed to be DF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2 and 512 lb uplift at joint 7. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at 7-11-14 from the left end to connect truss(es) to back face of bottom chord. 14) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss) or equivalent spaced at 0-7-8 oc max. starting at 10-0-12 from the left end to 10-8-4 to connect truss(es) to back face of bottom chord. 15) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 12-9-2 from the left end to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 564 lb up at 7-11-12, 145 lb down and 138 lb up at 10-0-12, and 145 lb down and 138 lb up at 10-8-4, and 191 lb down and 564 lb up at 12-9-4 on top chord. The design/selection of such connection device (s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-72, 4-5=-72, 5-8=-72, 2-7=-20 Concentrated Loads (lb) Vert: 21=276, 23=-145, 24=-145, 26=276, 31=-1455 (B), 32=-123 (B), 33=-123 (B), 34=-1455 (B) Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031374 A01 California Girder 2 2250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:39 Page: 1 ID:RncOiVLruqEdox?oeuaZCbyjA2K-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =3x5 =1x4 =3x4 =3x8 =4x5 =6x8 =3x4 =3x4 =5x5 =3x5 1 8 12 11 10 9 2 71930 20 29 21 28 3 627 2622 52524234 0-1-1 10-10-1 0-1-1 10-0-0 0-9-0 10-9-0 1-0-0 21-9-0 1-0-0 -1-0-0 4-11-4 20-9-0 4-11-4 4-11-4 4-11-11 9-10-15 4-11-11 15-9-12 1-11-0 11-4-0 4-5-12 9-5-0 4-5-12 15-9-12 4-11-4 20-9-0 4-11-4 4-11-4 3- 1 1 - 5 0- 4 - 0 0- 3 - 5 3- 4 - 5 3- 4 - 5 0- 3 - 5 3- 7 - 1 0 Scale = 1:42.7 Plate Offsets (X, Y):[5:0-4-0,0-1-12], [9:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.08 10 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.31 9-10 >816 180 BCLL 0.0*Rep Stress Incr YES WB 0.28 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 90 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-9-13 max.): 4-5. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 7=0-3-8 Max Horiz 2=56 (LC 12) Max Uplift 2=-167 (LC 8), 7=-167 (LC 9) Max Grav 2=1059 (LC 1), 7=1059 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-2416/447, 3-4=-1792/360, 4-5=-1658/366, 5-6=-1848/359, 6-7=-2417/453, 7-8=0/24 BOT CHORD 2-12=-375/2263, 11-12=-375/2263, 10-11=-234/1708, 7-10=-380/2265 WEBS 3-11=-718/167, 4-11=-56/409, 5-11=-247/78, 5-10=-13/304, 6-10=-666/173, 3-12=0/189, 6-9=0/159 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-9 to 1-11-7, Interior (1) 1-11-7 to 9-5-0, Exterior(2E) 9-5-0 to 11-2-4, Exterior(2R) 11-2-4 to 15-5-3, Interior (1) 15-5-3 to 21-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) All bearings are assumed to be DF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 2 and 167 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 80 lb up at 9-11-12, and 58 lb down and 80 lb up at 10-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-72, 4-5=-72, 5-8=-72, 13-16=-20 Concentrated Loads (lb) Vert: 23=-29, 25=-29 Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031375 A02 California 2 1250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:40 Page: 1 ID:gWfobaSUnbNLNJBXgHEg3VyjA2B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =3x5 =1x4 =3x4 =4x5 =3x8 =3x4 =5x5 =3x5 1 7 10 9 8 2 61726 2518 2419 3 5 20 2321 22 4 1-0-0 21-9-0 1-0-0 -1-0-0 4-9-3 10-4-8 4-9-3 15-1-11 5-7-5 20-9-0 5-7-5 5-7-5 4-9-3 10-4-8 4-9-3 15-1-11 5-7-5 20-9-0 5-7-5 5-7-5 4- 1 - 3 0- 4 - 0 3- 9 - 8 Scale = 1:41.9 Plate Offsets (X, Y):[8:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.08 9-10 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.29 8-9 >844 180 BCLL 0.0*Rep Stress Incr YES WB 0.34 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 83 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 6=0-3-8 Max Horiz 2=61 (LC 16) Max Uplift 2=-144 (LC 8), 6=-144 (LC 9) Max Grav 2=1030 (LC 1), 6=1030 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-2291/354, 3-4=-1600/285, 4-5=-1601/285, 5-6=-2276/367, 6-7=0/24 BOT CHORD 2-10=-277/2135, 9-10=-277/2135, 6-9=-293/2124 WEBS 4-9=-39/655, 3-9=-752/156, 3-10=0/203, 5-9=-743/166, 5-8=0/172 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-9 to 1-11-7, Interior (1) 1-11-7 to 10-4-8, Exterior(2R) 10-4-8 to 13-4-8, Interior (1) 13-4-8 to 21-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) All bearings are assumed to be DF No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 2 and 144 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031376 A03 Common 5 1250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:40 Page: 1 ID:vFiCUfZ7fMW3yiOGigvnxOyjA22-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 2.8312 =4x6 =3x4 =2x4 =3x4 =6x8 =2x4 Special Special Special Special Special Special Special Special Special Special Special SUR24 SUR24 SUR24 1 2 19 2010 21 9 8 13 14 15 16 3 17 4 5 18 6 7 1-5-0 -1-5-0 3-4-5 14-6-9 5-2-5 11-2-4 5-11-15 5-11-15 0-3-4 11-2-4 4-11-1 10-11-0 5-11-15 5-11-15 4- 0 - 1 2 0- 4 - 0 3- 9 - 2 Scale = 1:41.2 Plate Offsets (X, Y):[2:0-4-5,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.04 10-12 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.12 10-12 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.64 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 57 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X6 DF No.2 G WEBS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-4-9, 5=0-4-4, 6=0-2-2, 9= Mechanical Max Horiz 2=128 (LC 9) Max Uplift 2=-122 (LC 8), 5=-536 (LC 29), 6=-49 (LC 8), 9=-288 (LC 12) Max Grav 2=703 (LC 1), 5=97 (LC 12), 6=308 (LC 37), 9=1366 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-1447/210, 3-4=-147/91, 4-5=-148/36, 5-6=-36/37, 6-7=-7/0, 4-9=-922/341 BOT CHORD 2-10=-363/1390, 9-10=-363/1390, 8-9=0/0 WEBS 3-10=0/352, 3-9=-1442/344 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) -1-5-6 to 2-9-9, Exterior(2R) 2-9-9 to 14-6-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: Joint 5 DF No.2 , Joint 6 DF No.2 , Joint 2 DF No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 9, 122 lb uplift at joint 2, 536 lb uplift at joint 5 and 49 lb uplift at joint 6. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 6. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Use Simpson Strong-Tie SUR24 (4-10dx1 1/2 Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 8-5-6 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 44 lb up at 2-9-8, 19 lb down and 44 lb up at 2-9-8, 55 lb down and 71 lb up at 5-7-7, 55 lb down and 71 lb up at 5-7-7, 94 lb down and 91 lb up at 8-5-6, 94 lb down and 91 lb up at 8-5-6, and 108 lb down and 103 lb up at 11-3-5, and 25 lb down and 39 lb up at 14-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-72, 4-7=-72, 2-8=-20 Concentrated Loads (lb) Vert: 5=-108 (B), 16=-27 (F=-13, B=-13), 17=-167 (F=-84, B=-84), 19=-10 (F=-5, B=-5), 20=-53 (F=-26, B=-26), 21=-103 (F=-52, B=-52) Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031377 CGA Diagonal Hip Girder 4 1250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:41 Page: 1 ID:RW5z7h8Auc51GJCX9pma00yjA2b-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =2x4 1 4 2 8 9 3 1-0-0 -1-0-0 1-11-11 1-11-11 1-11-11 1- 3 - 9 0- 4 - 0 0- 1 1 - 1 4 Scale = 1:20.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 4-7 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 7 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 3= Mechanical, 4= Mechanical Max Horiz 2=42 (LC 8) Max Uplift 2=-60 (LC 8), 3=-15 (LC 12) Max Grav 2=343 (LC 29), 3=274 (LC 31), 4=70 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-140/47 BOT CHORD 2-4=-3/100 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: , Joint 2 DF No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 2 and 15 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031378 J01 Jack-Open 8 1250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:41 Page: 1 ID:CF_j6_cC1Oh7biQG7HVVmxyjA3G-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =2x6 1 8 4 2 9 10 11 3 1-0-0 -1-0-0 3-11-11 3-11-11 3-11-11 1- 1 1 - 9 0- 4 - 0 1- 7 - 1 4 Scale = 1:23 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 4-7 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.05 4-7 >916 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 3= Mechanical, 4= Mechanical Max Horiz 2=66 (LC 8) Max Uplift 2=-63 (LC 8), 3=-40 (LC 12) Max Grav 2=390 (LC 29), 3=305 (LC 31), 4=77 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-190/51 BOT CHORD 2-4=-56/162 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-9 to 1-11-7, Interior (1) 1-11-7 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: , Joint 2 DF No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3 and 63 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031379 J02 Jack-Open 8 1250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:41 Page: 1 ID:0PL_M2hzcERHJdtQUYcv0CyjA3A-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =3x4 1 4 2 8 9 10 3 1-0-0 -1-0-0 5-11-11 5-11-11 5-11-11 2- 7 - 9 0- 4 - 0 2- 3 - 1 4 Scale = 1:24.7 Plate Offsets (X, Y):[2:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.07 4-7 >967 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.22 4-7 >329 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 18 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 3= Mechanical, 4= Mechanical Max Horiz 2=91 (LC 8) Max Uplift 2=-70 (LC 8), 3=-66 (LC 12) Max Grav 2=440 (LC 29), 3=338 (LC 31), 4=111 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-236/58 BOT CHORD 2-4=-72/204 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-9 to 1-11-7, Interior (1) 1-11-7 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: , Joint 2 DF No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 70 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031380 J03 Jack-Open 8 1250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:41 Page: 1 ID:NM9tQll6Rm3aQPmOH5C4jGyjA35-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =4x5 1 2 4 7 8 9 10 3 1-0-0 -1-0-0 0-1-1 8-0-0 7-10-15 7-10-15 8-0-0 3- 3 - 5 0- 4 - 0 2- 1 1 - 1 0 Scale = 1:25 Plate Offsets (X, Y):[2:0-3-4,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.07 4-6 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.24 4-6 >395 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 30 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 3= Mechanical, 4= Mechanical Max Horiz 2=116 (LC 8) Max Uplift 2=-84 (LC 8), 3=-79 (LC 12) Max Grav 2=493 (LC 29), 3=347 (LC 31), 4=173 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-339/61 BOT CHORD 2-4=0/307 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-9 to 1-11-7, Interior (1) 1-11-7 to 7-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: , Joint 2 DF No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 84 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031381 J04 Jack-Open 4 1250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:41 Page: 1 ID:4HlfWAtN4rK9dxXJsCNQ7NyjA2x-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =4x5 1 2 5 8 9 10 11 3 12 4 1-0-0 -1-0-0 1-10-15 9-10-15 8-0-0 8-0-0 8-0-0 3- 1 1 - 5 0- 4 - 0 3- 7 - 1 0 Scale = 1:28.4 Plate Offsets (X, Y):[2:0-3-4,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.07 5-7 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.25 5-7 >380 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 33 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 3=0-3-0, 4= Mechanical, 5= Mechanical Max Horiz 2=141 (LC 8) Max Uplift 2=-79 (LC 8), 3=-108 (LC 12), 4=-25 (LC 8) Max Grav 2=496 (LC 30), 3=377 (LC 32), 4=278 (LC 33), 5=175 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-330/74, 3-4=-47/47 BOT CHORD 2-5=0/300 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-9 to 1-11-7, Interior (1) 1-11-7 to 9-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: Joint 3 DF No.2 , Joint 2 DF No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 4, 79 lb uplift at joint 2 and 108 lb uplift at joint 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply T308060 Cohen Garage R90031382 J05 Jack-Open 4 1250727-Roof Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 S Aug 13 2025 Print: 8.730 S Aug 13 2025 MiTek Industries, Inc. Wed Sep 03 13:37:41 Page: 1 ID:oCMRcb_fjwbkpTIESIZmXUyjA2n-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f September 4,2025 LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number/letter where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 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. 21. The design does not take into account any dynamic or other loads other than those expressly stated. Failure to Follow Could Cause Property Damage or Personal Injury (Drawings not to scale) © 2023 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 1/2/2023 edge of truss. from outside"16/1 -0 ICC-ES Reports: ESR-1988, ESR-2362, ESR-2685, ESR-3282 ESR-4722, ESL-1388 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4- 6 W3 - 6 W3-7W2 - 7 W1- 7 C1 - 8 C5-6C6-7C7-8 C4 - 5 C3-4 C2-3C1-2 TO P C H O R D TO P C H O R D 8 7 6 5 4 321 BOTTOM CHORDS TOP CHORDS BEARING 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. "16/1 For 4 x 2 orientation, locate plates 0- 2/1 PLATE LOCATION AND ORIENTATION *Plate location details available in MiTek software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-22: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 WEBS Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. dimensions shown in ft-in-sixteenthsL Joint ID typ. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) This information is provided to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. Engineering seal, if any, is supporting the web force chart only. FOR STABILIZERS: DIAGONAL BRACE FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B AND C BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. MEMBERS TRUSS WEB FASTENERS PER NOTE 4 RESTRAINT CONTINUOUS LATERAL 1. DIAGONAL BRACING AND BLOCKING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS AND ANY BLOCKING TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 2. TABULATED VALUES ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE WITH A DOL = 1.15. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2 - (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3- (0.131"x3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2 - (0.131"x3") NAILS FOR 2x3 AND 2x4 LATERAL BRACES AND 3- (0.131"x3") FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, PRODUCED BY STRUCTURAL BUILDING COMPONENT ASSOCIATION. www.sbcindustry.com 7. REFER TO SPECIFIC MiTek/TRENCO TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. BAY SIZE SHALL BE MEASURED IN BETWEEN THE CENTERS OF PAIRS OF DIAGONALS. GENERAL NOTES 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) TYPE C B A BRACING MATERIALS MII-WEBBRACE-2WEB BRACING RECOMMENDATIONS 8 7 1886 1048 1179 1347 1572 943 4715 7074 3143 4715 282918861886 1886 1414 1048 1179 1347 1572 943 353623582358 1572 1768 2021 2358 2829 BRACING MATERIAL TYPEBRACING MATERIAL TYPEBRACING MATERIAL TYPE CCBACBA 72" O.C. TRUSS SPACING48"O.C.TRUSS SPACING24"O.C. TRUSS SPACING MAXIMUM TRUSS WEB FORCE (lbs.) 20'-0" 18'-0" 16'-0" 14'-0" 12'-0" 10'-0" BAY SIZE BRACE B 471531433143 --------------------- --------------------- --------------------- -------------- -------------- -------------- -------------- A MiTek Affiliate ENGINEERED BY SEPTEMBER 1, 2021 MiTek USA, Inc.Page 1 of 1 December 19,2024 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) MiTek USA, Inc.Page 1 of 1 L-Brace must be same species grade (or better) as web member. Nailing Pattern Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) L-Brace size Nail Size Nail Spacing 1x4 or 6 2x4, 6, or 8 10d (0.131" X 3") 16d (0.131" X 3.5") 8" o.c. 8" o.c. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Web Size 2x3 or 2x4 2x6 2x8 1 1x4 1x6 2x8 2 *** *** *** Specified Continuous Rows of Lateral Bracing L-Brace Size for Two-Ply Truss Web Size 2x3 or 2x4 2x6 2x8 1 2x4 2x6 2x8 2 *** *** *** Specified Continuous Rows of Lateral Bracing WEB L-BRACE SPACING Nails Section Detail L-Brace Web Nails *** DIRECT SUBSTITUTION NOT APLICABLE. *** DIRECT SUBSTITUTION NOT APLICABLE. MII - L-BRACEL-BRACE DETAIL A MiTek Affiliate ENGINEERED BY SEPTEMBER 1, 2021 December 19,2024 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) SCAB-BRACE DETAIL Scab-Brace must be same species grade (or better) as web member. MII-SCAB-BRACE SCAB BRACE Section Detail Scab-Brace Web Nails APPLY 2x___ SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. MiTek USA, Inc.Page 1 of 1 A MiTek Affiliate ENGINEERED BY SEPTEMBER 1, 2021 December 19,2024 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) SUPPORT OF B.C. OF STANDARD OPEN END JACK USING PRESSURE BLOCKS CAL HIP GIRDER CAL HIP SUB GIRDER 24" TYP 6-0-0 PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2x4 block between jacks, nailed to carrier BC w/ 6-(0.131" X 3" MIN.) NAILS @ 3" o.c. 2-(0.131" X 3" MIN.) NAILS (typ) 2x4 block between jacks, nailed to carrier bch w/6 (0.131" X 3" MIN.) nails spaced at 3" o.c. 2x4 bot. chord of jack jack truss (typ) Carrier truss 2- (0.131" X 3" MIN.) NAILS (typ) Loading (PSF): BCDL 10.0 PSF MAX BOTTOM CHORD OF OPEN END JACK MII-OPEN JACK-BLOCKS MiTek USA, Inc.Page 1 of 1 A MiTek Affiliate ENGINEERED BY SEPTEMBER 1, 2021 December 19,2024 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) MII-TOENAIL_SP NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. LATERAL TOE-NAIL DETAIL TOE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) 3. 5 " L O N G 3. 2 5 " L O N G DIAM.SP SPFDFHF SPF-S .131 .128 .135 .131 .162 .148 108.8 99.6 86.4 84.5 73.8 63.4 59.768.4 72.6 69.9 74.2 80.6 85.6 88.0 93.5 81.4 74.5 64.6 63.2 52.5 51.1 50.357.6 59.0 58.9 60.3 67.9 69.5 74.2 75.9 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ANGLE MAY VARY FROM 30° TO 60° 45.00° ANGLE MAY VARY FROM 30° TO 60° ANGLE MAY VARY FROM 30° TO 60° 45.00° 45.00° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW MiTek USA, Inc.Page 1 of 1 SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE A MiTek Affiliate ENGINEERED BY SEPTEMBER 1, 2021 December 19,2024 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) MII-TOENAIL NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. LATERAL TOE-NAIL DETAIL L L/3 30.00° SIDE VIEW (2x3) 2 NAILS FAR SIDE NEAR SIDE L/2 L/2 45.00° 45.00° SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE 45 DEGREE ANGLE BEVEL CUT SQUARE CUT SIDE VIEW (2x4) 3 NAILS FAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) 3. 5 " L O N G 3. 2 5 " L O N G 3. 0 " L O N G DIAM.SP SPFDFHF SPF-S .131 .128 .128 .135 .131 .131 .162 .148 .148 .120 118.3 108.3 93.9 91.9 80.2 63.4 59.768.4 72.6 69.9 74.2 80.6 85.6 88.1 93.5 106.6 97.6 84.7 82.8 72.3 59.7 57.065.3 68.4 66.7 69.9 76.9 80.6 84.1 88.1 88.1 80.6 69.9 68.4 59.7 57.0 50.157.4 65.3 58.7 66.7 67.6 76.9 73.9 84.1 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY MiTek USA, Inc.Page 1 of 1 NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) 4 NAILS FAR SIDE A MiTek Affiliate ENGINEERED BY SEPTEMBER 1, 2021 December 19,2024 PO Box 3969 100 Kedron Drive Peachtree City, GA 30269 770-922-8000 www.tpinspection.com with offices in Trussville AL, Conyers GA, Duluth MN, Farmington MO, Vancouver WA, Langley BC Canada February 13, 2025 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that Stone Truss Inc. 507 Jones Road, Oceanside, CA 92058 is a subscriber to our nationally accredited “Truss Quality Auditing Program”. The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in-plant quality control checks by plant personnel and periodic unannounced monthly inspections of lumber used in fabrication per FBC 2319.17.2.3.4 and FBC 2319.17.2.3.5 by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered TP logo is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Specific design loads and installation requirements are not covered by the TP Auditing Program. At present, this subscriber is in good standing. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps may be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Products Engineering Patrick C. Edwards, P.E. President of Engineering