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HomeMy WebLinkAbout1002 & 1004 N Van Ness Ave, 601 & 603 W 10th St - Plan August 29, 2023 To Whom It May Concern: Re: Sealed Placement Diagrams MiTek Industries, Inc. is a manufacturer of metal truss connector plates and provides truss design software and engineering services. The engineering services provided by MiTek are limited to the design of individual truss components. The applicability of the design parameters and the proper incorporation of the components into the overall building design are the responsibility of the building designer/project engineer. If the truss design engineer were to seal a truss placement diagram, it is possible that they could inappropriately be held responsible for ensuring the proper flow of loads through the truss to the bearing and support structure below the truss and into the foundation. The truss design engineer is not the building designer and cannot be construed as such since this is completely outside of their scope of work. For this reason, IBC 2303.4.2 and ANSI/TPI 1 both address the issue of truss placement diagrams, when only being used as a guide for truss installation, do not require the seal of the truss design engineer. For additional information, you can refer to TPI 1-2014 Section 2.3 which is referenced by the International building code (IBC). If I can be of further assistance please don’t hesitate to call. Sincerely, Andrew Johnson, PE Director of Engineering Services MiTek Inc. 16023 Swingley Ridge Road Chesterfield, MO 63017-2052 Telephone 314/434-1200 Fax 314/434-9110       ! "  #$% & &   '( % '      %     % %  $  %         &  % &#%   "&    $% %  )*+,-.& & / &   %  2022 California Building Code 760-967-6171 250894 - Jeffrey Nguyen Duplex - 601-603 W. 10th St. ADU - 1002-1004 N Van Ness Ave Santa Ana, Ca 92701 "' c. n 0 co ' f Ro o f Tr u s s La y o u t 60 1 W 10 t h St 10 0 2 - 1 0 0 4 N Va n Ne s s Av e S a n t a A n a C A 92 7 0 1 50 - 00- 0 0 25 -00 - 0 0 I1 : : U S 1. S A IB . U . . S . S . PL A C E M E N T DI A G R A M .Q . t : l . . l . Y . St o n e Tr u s s so 7 Jo n e s RD .. . . . ! I I ! ! Q ~ J r ! . . . . . 1 - - - - - , 0" ' ce= an :: - : s:c : : id i -e-, C" ' Al\ " " " " " n 9" ' 2 0 " " 5 : o a - - - ~N E TR ~ ~ · ~ - 76 0 - 9 6 7 - 6 1 7 1 M, .. ~! ' ! ~ ! ? ! . . . St o n e T r u s s .co m NOTES: Roof Pitch: 4/12 Heel Height: 3-15/16" Top Chord: 2x4 Overhangs: 12" A01G A03 A04 A04 A03 A01G A06 A06 B0 1 G A0 2 ( 6 ) A 0 2 ( 6 ) A0 5 ( 4 ) A0 5 ( 4 ) 25 - 0 0 - 0 0 2 5 - 0 0 - 0 0 50 - 0 0 - 0 0 13 - 0 1 - 0 0 1 1 - 1 1 - 0 0 1 1 - 1 1 - 0 0 1 3 - 0 1 - 0 0 50 - 0 0 - 0 0 28-01-00 3-11-00 32-00-00 28-01-00 3-11-00 32-00-00 2-06-00 2-06-00 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:2/2/2026 Scale: Job #:250894 Ro o f T r u s s L a y o u t 60 1 W 1 0 t h S t 60 1 - 6 0 3 W 1 0 t h S t Sa n t a A n a C A 92 7 0 1 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.. November 6,2025 Zhao, Xiaoming Pages or sheets covered by this seal: R91123175 thru R91123181 My license renewal date for the state of California is September 30, 2026. 250894-ADU 1002 - 1004 N Van Ness Ave IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 412 3612 =3x4 =4x8 =3x4 =1.5x4 =4x8 =3x4 =3x4 =4x8 =3x6 251 45 44 43 42 41 40 39 38 37 36 35 34 3332 31 30 29 28 27 26 2 245253 74 3 23547342255725215671620577091958691018596811176067126116626613 156514648 637 1-0-0 -1-0-0 1-0-0 33-0-0 0-11-6 14-4-8 13-5-2 13-5-2 17-7-8 32-0-0 14-6-4 14-6-4 17-5-12 32-0-0 6- 1 0 - 0 0- 3 - 1 5 1- 4 - 1 3 0- 3 - 8 0- 3 - 8 4- 6 - 4 4- 9 - 1 2 0- 3 - 1 1 5- 1 - 7 0- 8 - 2 5- 9 - 9 0- 8 - 1 0 6- 6 - 4 Scale = 1:62.7 Plate Offsets (X, Y):[2:0-1-8,0-2-0], [2:0-4-0,Edge], [13:0-1-12,0-0-8], [18:0-1-12,0-0-8], [24:0-1-8,0-2-0], [24:0-3-12,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 0.29 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 24 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 208 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 8-13 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=32-0-0, 24=32-0-0, 26=32-0-0, 27=32-0-0, 28=32-0-0, 29=32-0-0, 30=32-0-0, 31=32-0-0, 33=32-0-0, 34=32-0-0, 35=32-0-0, 36=32-0-0, 37=32-0-0, 38=32-0-0, 39=32-0-0, 40=32-0-0, 41=32-0-0, 42=32-0-0, 43=32-0-0, 44=32-0-0, 45=32-0-0 Max Horiz 2=-139 (LC 11) Max Uplift 2=-62 (LC 8), 24=-22 (LC 9), 26=-57 (LC 13), 27=-181 (LC 52), 28=-27 (LC 13), 29=-23 (LC 9), 30=-23 (LC 13), 31=-23 (LC 9), 33=-24 (LC 13), 34=-23 (LC 9), 35=-24 (LC 13), 36=-7 (LC 9), 37=-54 (LC 8), 38=-31 (LC 8), 39=-22 (LC 12), 40=-23 (LC 8), 41=-23 (LC 12), 42=-22 (LC 8), 43=-29 (LC 12), 44=-147 (LC 32), 45=-68 (LC 12) Max Grav 2=410 (LC 53), 24=382 (LC 73), 26=521 (LC 52), 27=217 (LC 71), 28=319 (LC 70), 29=291 (LC 69), 30=293 (LC 68), 31=290 (LC 67), 33=285 (LC 66), 34=285 (LC 65), 35=283 (LC 64), 36=267 (LC 63), 37=355 (LC 41), 38=309 (LC 62), 39=285 (LC 61), 40=291 (LC 60), 41=294 (LC 59), 42=292 (LC 58), 43=318 (LC 57), 44=230 (LC 56), 45=478 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-147/57, 3-4=-119/39, 4-5=-109/42, 5-6=-91/39, 6-9=-75/41, 9-10=-58/42, 10-11=-50/43, 11-12=-49/47, 12-13=-53/52, 13-37=-328/236, 8-13=-178/231, 7-8=-42/0, 8-14=-63/43, 14-15=-53/44, 15-16=-70/43, 16-17=-86/43, 17-18=-102/42, 18-19=-118/41, 19-20=-134/40, 20-21=-150/44, 21-22=-167/53, 22-23=-175/48, 23-24=-206/71, 24-25=0/24 BOT CHORD 2-45=-73/220, 44-45=-78/223, 43-44=-78/224, 42-43=-79/225, 41-42=-80/226, 40-41=-81/226, 39-40=-81/227, 38-39=-82/227, 37-38=-82/228, 36-37=-85/236, 35-36=-85/237, 34-35=-85/236, 33-34=-84/236, 31-33=-84/235, 30-31=-83/235, 29-30=-83/234, 28-29=-82/234, 27-28=-81/233, 26-27=-81/233, 24-26=-76/229 WEBS 12-38=-280/50, 11-39=-259/38, 10-40=-264/39, 9-41=-267/39, 6-42=-269/38, 5-43=-280/44, 4-44=-244/16, 3-45=-356/80, 14-36=-242/21, 15-35=-256/41, 16-34=-258/39, 17-33=-260/39, 18-31=-263/39, 19-30=-266/39, 20-29=-267/38, 21-28=-281/45, 22-27=-232/127, 23-26=-374/92 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 Corner(3E) -1-0-9 to 2-1-14, Exterior(2N) 2-1-14 to 14-6-4, Corner(3E) 13-4-9 to 16-6-15, Exterior (2N) 16-6-15 to 33-0-9 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 Job Truss Truss Type Qty Ply 1002 - 1004 N Van Ness Ave R91123175 A01G Roof Special Supported Gable 2 1250894-ADU 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 Nov 05 18:58:06 Page: 1 ID:sflu8qb4aYTR8E9FURxmNTyNsyA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 November 6,2025 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) 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) All bearings are assumed to be DF No.2 . 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 2, 22 lb uplift at joint 24, 54 lb uplift at joint 37, 31 lb uplift at joint 38, 22 lb uplift at joint 39, 23 lb uplift at joint 40, 23 lb uplift at joint 41, 22 lb uplift at joint 42, 29 lb uplift at joint 43, 147 lb uplift at joint 44, 68 lb uplift at joint 45, 7 lb uplift at joint 36, 24 lb uplift at joint 35, 23 lb uplift at joint 34, 24 lb uplift at joint 33, 23 lb uplift at joint 31, 23 lb uplift at joint 30, 23 lb uplift at joint 29, 27 lb uplift at joint 28, 181 lb uplift at joint 27, 57 lb uplift at joint 26, 62 lb uplift at joint 2 and 22 lb uplift at joint 24. 12) 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. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) No notches allowed in overhang and 10000 from left end and 10000 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1002 - 1004 N Van Ness Ave R91123175 A01G Roof Special Supported Gable 2 1250894-ADU 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 Nov 05 18:58:06 Page: 2 ID:sflu8qb4aYTR8E9FURxmNTyNsyA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 412 3612 =4x6 =1x4 =3x4 =4x8 =4x4 =3x10 =8x10 =3x4 =3x6 =1x4 =1x4 =3x4 =3x4 =5x8 =3x4 =4x8 =5x5 =2x4 =3x4 1 13 19 18 17 15 14 40 2 12 41 16 28 39 29 383011 3 37 31 10 4 362032 21 9333558347 6 4-5-0 0-5-8 14-10-0 1-0-0 33-0-0 1-0-0 -1-0-0 0-11-6 14-4-8 1-6-15 16-4-15 2-11-13 19-4-12 4-0-12 32-0-0 4-2-11 23-7-7 4-3-13 27-11-4 3-5-5 13-5-2 4-7-0 9-11-13 5-4-12 5-4-12 2-7-12 27-11-4 4-0-12 32-0-0 4-7-0 9-11-13 4-7-7 14-7-4 4-11-4 19-6-8 5-4-12 5-4-12 5-9-0 25-3-8 6- 1 0 - 0 0- 3 - 1 5 3- 6 - 1 2 1- 4 - 1 3 0- 3 - 8 5- 1 - 7 5- 1 - 7 1- 4 - 1 3 6- 6 - 4 Scale = 1:62.3 Plate Offsets (X, Y):[16:0-2-8,0-2-12], [20:0-2-8,0-2-8] 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 0.98 Vert(LL) -0.14 17-18 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.50 17-18 >671 180 BCLL 0.0*Rep Stress Incr YES WB 0.91 Horz(CT) 0.11 14 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 166 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G *Except* 16-12:2X4 DF No.1&Btr G WEBS 2X4 DF Std G *Except* 17-7:2X6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc purlins, except end verticals. Except: 8-2-0 oc bracing: 5-7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,12-14. JOINTS 1 Brace at Jt(s): 21 REACTIONS (size) 2=0-3-8, 12=0-3-8, 14=0-3-8 Max Horiz 2=-130 (LC 9) Max Uplift 2=-165 (LC 8), 12=-185 (LC 48), 14=-120 (LC 9) Max Grav 2=1446 (LC 2), 12=162 (LC 52), 14=2156 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-3918/523, 3-4=-3202/483, 4-5=-2521/545, 6-7=-28/0, 7-8=-1347/251, 8-9=-1373/243, 9-10=-2344/277, 10-11=-1104/146, 11-12=-49/1301, 12-13=0/24, 17-20=0/236, 5-20=-17/921, 5-7=-12/284 BOT CHORD 2-19=-368/3708, 18-19=-368/3708, 17-18=-114/2161, 15-17=-113/2156, 14-15=-1196/79, 12-14=-1196/79 WEBS 9-16=-63/96, 20-21=-971/188, 9-21=-962/185, 3-19=0/191, 4-18=-339/145, 3-18=-760/125, 4-20=-716/168, 18-20=-221/1093, 8-21=-155/37, 11-14=-2217/204, 10-16=0/670, 10-15=-1193/158, 11-15=-125/2451 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 2-1-14, Interior (1) 2-1-14 to 14-7-4, Exterior(2E) 13-4-9 to 16-4-15, Interior (1) 16-4-15 to 33-0-9 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) 100.0lb AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 3-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearings are assumed to be: Joint 2 DF No.2 , Joint 14 DF No.1&Btr , Joint 12 DF No.1&Btr . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 12, 165 lb uplift at joint 2 and 120 lb uplift at joint 14. 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) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1002 - 1004 N Van Ness Ave R91123176 A02 Attic 12 1250894-ADU 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 Nov 05 18:58:07 Page: 1 ID:xtlp6fjfLJkgOhqCt6qaDsyNsc3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 412 3612 =3x10 =1x4 =3x4 =3x8 =5x5 =3x10 =8x10 =2x4 =5x6 =1x4 =1x4 =3x5 =3x6 =6x10 =3x4 =3x4 =3x4 =1x4 =3x10 1 18 17 16 14 1340 122 41 15 3927 28 38293711 3 36 30 10 4 351931 20 9323458337 6 4-5-0 0-5-8 14-10-0 1-0-0 -1-0-0 0-11-6 14-4-8 1-6-15 16-4-15 2-11-13 19-4-12 4-0-12 32-0-0 4-2-11 23-7-7 4-3-13 27-11-4 3-5-5 13-5-2 4-7-0 9-11-13 5-4-12 5-4-12 2-7-12 27-11-4 4-0-12 32-0-0 4-7-0 9-11-13 4-7-7 14-7-4 4-11-4 19-6-8 5-4-12 5-4-12 5-9-0 25-3-8 6- 1 0 - 0 0- 3 - 1 5 3- 6 - 1 2 1- 4 - 1 3 0- 3 - 8 5- 1 - 7 5- 1 - 7 1- 4 - 1 3 6- 6 - 4 Scale = 1:60.7 Plate Offsets (X, Y):[2:0-5-2,0-1-8], [12:0-10-4,0-0-6], [15:0-4-8,0-3-4], [19:0-2-4,0-2-4] Loading (psf)Spacing 2-3-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.26 14-15 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.88 14-15 >436 180 BCLL 0.0*Rep Stress Incr NO WB 0.95 Horz(CT) 0.24 12 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 164 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G *Except* 16-15:2X4 DF No.2 G WEBS 2X4 DF Std G *Except* 16-7:2X6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-7 BOT CHORD Rigid ceiling directly applied or 9-1-14 oc bracing. JOINTS 1 Brace at Jt(s): 20 REACTIONS (size) 2=0-3-8, 12=0-3-8 Max Horiz 2=-127 (LC 9) Max Uplift 2=-195 (LC 8), 12=-137 (LC 9) Max Grav 2=1930 (LC 2), 12=1860 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-5439/695, 3-4=-4644/652, 4-5=-2015/553, 6-7=-31/0, 7-8=-972/238, 8-9=-940/225, 9-10=-4304/476, 10-11=-5218/522, 11-12=-5597/591, 16-19=0/273, 5-19=-31/722, 5-7=-25/246 BOT CHORD 2-18=-538/5151, 17-18=-538/5151, 16-17=-300/3934, 14-16=-417/4700, 13-14=-520/5277, 12-13=-520/5277 WEBS 9-15=0/944, 19-20=-3192/339, 9-20=-3168/334, 3-18=0/216, 3-17=-840/141, 4-17=-156/260, 17-19=-260/766, 4-19=-2580/294, 8-20=-295/51, 11-13=-17/61, 10-15=-841/167, 10-14=0/397, 11-14=-487/146 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 2-1-14, Interior (1) 2-1-14 to 14-7-4, Exterior(2E) 13-4-9 to 16-4-15, Interior (1) 16-4-15 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0lb AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 3-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) All bearings are assumed to be DF No.1&Btr . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 12 and 195 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) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1002 - 1004 N Van Ness Ave R91123177 A03 Attic 2 1250894-ADU 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 Nov 05 18:58:07 Page: 1 ID:bQtUX1shy4ckjc4e45QTGnyNsU8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 412 3612 =5x6 =1x4 =3x4 =3x4 =3x4 =3x4 =1.5x4 =6x8 =3x6 =5x8 =3x4 =3x4 =3x4 =1x4 =5x6 1 17 16 15 14 13 12 2 112435 25 26 34 3 10 27 33 4 9 28 3229583130 7 6 1-0-0 -1-0-0 0-10-12 14-4-8 2-10-8 17-3-0 3-6-2 13-5-12 4-6-15 9-11-9 4-7-6 21-10-6 4-7-15 26-6-5 5-4-11 5-4-11 5-5-11 32-0-0 2-8-12 17-3-0 4-6-11 14-6-4 4-6-15 9-11-9 4-7-6 21-10-6 4-7-15 26-6-5 5-4-11 5-4-11 5-5-11 32-0-0 6- 9 - 1 2 0- 3 - 1 5 1- 4 - 9 5- 1 - 7 5- 1 - 7 1- 4 - 9 6- 6 - 0 Scale = 1:58.7 Plate Offsets (X, Y):[2:0-3-3,Edge], [5:0-5-8,0-1-0], [11:0-3-3,Edge], [14:0-4-0,0-3-0] Loading (psf)Spacing 2-3-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.20 14-15 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.76 13-14 >502 180 BCLL 0.0*Rep Stress Incr NO WB 0.51 Horz(CT) 0.23 11 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 156 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.1&Btr G *Except* 6-11:2X4 DF No.2 G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins (2-5-6 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. REACTIONS (lb/size) 2=1764/0-3-8, 11=1672/0-3-8 Max Horiz 2=-130 (LC 9) Max Uplift 2=-239 (LC 8), 11=-189 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-1588/269, 2-24=-1569/271, 2-25=-4429/795, 25-26=-4387/799, 3-26=-4383/809, 3-27=-3746/752, 4-27=-3688/763, 4-28=-3004/691, 28-29=-2938/693, 5-29=-2918/698, 8-32=-2880/580, 9-32=-2941/570, 9-33=-3648/639, 10-33=-3708/629, 10-34=-4384/710, 11-34=-4433/699, 11-35=-1537/238, 11-35=-1553/237, 5-15=-53/616 BOT CHORD 2-17=-651/4162, 16-17=-651/4162, 15-16=-548/3502, 14-15=-424/2789, 13-14=-488/3462, 12-13=-619/4166, 11-12=-619/4166 WEBS 8-14=-152/707, 4-16=0/423, 3-16=-746/143, 4-15=-888/182, 5-8=-2700/632, 9-13=0/453, 9-14=-910/166, 10-13=-771/158 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 2-1-14, Interior (1) 2-1-14 to 14-6-4, Exterior(2E) 13-5-3 to 16-7-9, Interior (1) 16-7-9 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 11 and 239 lb uplift at joint 2. 7) 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. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1002 - 1004 N Van Ness Ave R91123178 A04 Roof Special 2 1250894-ADU Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 E Aug 13 2025 Print: 8.730 E Aug 13 2025 MiTek Industries, Inc. Thu Nov 06 16:54:05 Page: 1 ID:3y4?aRvdiVSX2qfA69yelvyNsSo-T0Gl1iwCobvBDawuKVC3Ie_dQ51D1PFe72ZdnKyLpZG November 6,2025 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 3612 =4x6 =1x4 =3x4 =3x4 =3x4 =3x4 =2x4 =4x10 =3x5 =5x8 =3x4 =3x4 =3x4 =1x4 =4x6 1 17 16 15 14 13 12 2 113524 25 26 34 3 10 27 33 4 9 28 3229 5 83130 7 6 1-0-0 -1-0-0 0-11-6 14-4-8 2-10-8 17-3-0 3-5-8 13-5-2 4-6-15 9-11-9 4-7-6 21-10-6 4-7-15 26-6-5 5-4-11 5-4-11 5-5-11 32-0-0 2-8-12 17-3-0 4-6-11 14-6-4 4-6-15 9-11-9 4-7-6 21-10-6 4-7-15 26-6-5 5-4-11 5-4-11 5-5-11 32-0-0 6- 1 0 - 0 0- 3 - 1 5 1- 4 - 1 3 5- 1 - 7 5- 1 - 7 1- 4 - 1 3 6- 6 - 4 Scale = 1:58.7 Plate Offsets (X, Y):[5:0-5-8,0-4-0], [14:0-4-0,0-3-0] 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 0.52 Vert(LL) -0.20 14-15 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.74 13-14 >522 180 BCLL 0.0*Rep Stress Incr YES WB 0.46 Horz(CT) 0.23 11 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MS Weight: 156 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 or 2-8-9 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-7 BOT CHORD Rigid ceiling directly applied or 8-2-9 oc bracing. REACTIONS (size) 2=0-3-8, 11=0-3-8 Max Horiz 2=-116 (LC 9) Max Uplift 2=-213 (LC 8), 11=-168 (LC 9) Max Grav 2=1569 (LC 1), 11=1487 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-3971/730, 3-4=-3357/688, 4-5=-2707/636, 5-15=-42/541, 5-7=-179/189, 6-7=-26/0, 7-8=-159/52, 8-9=-2679/522, 9-10=-3359/574, 10-11=-4000/637 BOT CHORD 2-17=-588/3763, 16-17=-588/3763, 15-16=-495/3154, 13-15=-440/3116, 12-13=-556/3755, 11-12=-556/3755 WEBS 8-14=-143/656, 4-15=-783/153, 3-17=0/191, 3-16=-704/130, 4-16=0/375, 5-8=-2466/616, 5-14=-225/111, 9-14=-825/148, 9-13=0/402, 10-13=-723/140, 10-12=0/193 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 2-1-14, Interior (1) 2-1-14 to 14-6-4, Exterior(2E) 13-4-9 to 16-6-15, Interior (1) 16-6-15 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 168 lb uplift at joint 11 and 213 lb uplift at joint 2. 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 1002 - 1004 N Van Ness Ave R91123179 A05 Roof Special 8 1250894-ADU 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 Nov 05 18:58:08 Page: 1 ID:tea72cvFlC9ZFhTo?AOGgjyNsNd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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 3612 =3x5 =3x4 =3x4 =3x4 =3x4 =1.5x4 =4x8 =1.5x4 =1.5x4 =3x4 =5x8 =3x4 =3x4 =3x4 =3x4 1 29 28 27 26 25 24 23 22 21 20 19 18 17 1615 14 13 12 2 117564 65 66 74 3 10 67 73 4 9 68 7269 5 87170 7 6 1-0-0 -1-0-0 0-11-6 14-4-8 2-10-8 17-3-0 3-5-8 13-5-2 4-6-15 9-11-9 4-7-6 21-10-6 4-7-15 26-6-5 5-4-11 5-4-11 5-5-11 32-0-0 2-8-12 17-3-0 4-6-11 14-6-4 4-6-15 9-11-9 4-7-6 21-10-6 4-7-15 26-6-5 5-4-11 5-4-11 5-5-11 32-0-0 6- 1 0 - 0 0- 3 - 1 5 1- 4 - 1 3 5- 1 - 7 5- 1 - 7 1- 4 - 1 3 6- 6 - 4 Scale = 1:58.7 Plate Offsets (X, Y):[2:0-2-8,Edge], [5:0-5-8,0-4-0], [11:0-2-0,Edge], [19:0-4-0,0-3-0], [39:0-1-12,0-0-8], [55:0-1-12,0-0-8] 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 0.42 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 211 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=32-0-0, 11=32-0-0, 12=32-0-0, 13=32-0-0, 14=32-0-0, 15=32-0-0, 16=32-0-0, 17=32-0-0, 18=32-0-0, 19=32-0-0, 20=32-0-0, 21=32-0-0, 22=32-0-0, 23=32-0-0, 24=32-0-0, 25=32-0-0, 26=32-0-0, 27=32-0-0, 28=32-0-0, 29=32-0-0 Max Horiz 2=-116 (LC 11) Max Uplift 2=-66 (LC 8), 11=-31 (LC 13), 12=-3 (LC 9), 13=-90 (LC 13), 15=-50 (LC 13), 16=-41 (LC 3), 19=-131 (LC 13), 21=-66 (LC 8), 24=-17 (LC 3), 25=-79 (LC 8), 27=-114 (LC 12), 28=-89 (LC 32), 29=-34 (LC 12) Max Grav 2=366 (LC 41), 11=353 (LC 49), 12=254 (LC 39), 13=340 (LC 47), 14=140 (LC 3), 15=393 (LC 46), 16=-13 (LC 12), 17=59 (LC 3), 18=61 (LC 3), 19=440 (LC 1), 20=62 (LC 3), 21=270 (LC 35), 22=46 (LC 3), 23=64 (LC 3), 24=-5 (LC 12), 25=405 (LC 44), 26=111 (LC 3), 27=403 (LC 43), 28=42 (LC 12), 29=293 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-154/103, 3-4=-103/120, 4-5=-73/139, 6-7=-26/0, 7-8=-63/46, 8-9=-44/104, 9-10=-77/53, 10-11=-201/31, 5-21=-241/127, 5-7=-179/190 BOT CHORD 2-29=-17/129, 28-29=-17/77, 27-28=-17/77, 26-27=-17/77, 25-26=-17/77, 24-25=-15/95, 23-24=-15/95, 22-23=-15/95, 21-22=-15/95, 20-21=-51/130, 18-20=-51/130, 17-18=-25/76, 16-17=-25/76, 15-16=-25/76, 14-15=0/47, 13-14=0/47, 12-13=0/47, 11-12=-18/186 WEBS 8-19=-371/79, 4-25=-346/106, 3-27=-381/116, 3-25=-27/41, 4-21=-78/53, 5-19=-145/86, 5-8=-27/105, 9-15=-318/79, 9-19=-92/84, 10-13=-388/112, 10-15=-49/58 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 2-1-14, Interior (1) 2-1-14 to 14-6-4, Exterior(2E) 13-4-9 to 16-6-15, Interior (1) 16-6-15 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) All bearings are assumed to be DF No.2 . 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 11, 66 lb uplift at joint 2, 66 lb uplift at joint 21, 131 lb uplift at joint 19, 79 lb uplift at joint 25, 114 lb uplift at joint 27, 50 lb uplift at joint 15, 90 lb uplift at joint 13, 17 lb uplift at joint 24, 89 lb uplift at joint 28, 34 lb uplift at joint 29, 41 lb uplift at joint 16, 3 lb uplift at joint 12, 31 lb uplift at joint 11 and 66 lb uplift at joint 2. 12) 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 1002 - 1004 N Van Ness Ave R91123180 A06 Roof Special Structural Gable 2 1250894-ADU 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 Nov 05 18:58:08 Page: 1 ID:z2rLaJmHAju4ZzV8qkdcEUyNsJx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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 =3x4 =4x6 =4x8 =4x6 =3x4 =5x5 =3x4 1 37 15 24 23 22 21 20 19 18 17 16 5038 30272926 14249391331244048 25 28 11541474210646439744458 4-11-15 11-9-8 4-11-15 16-9-7 6-9-9 23-7-0 6-9-9 6-9-9 6-7-15 15-1-8 8-5-8 23-7-0 8-5-8 8-5-8 3- 1 1 - 3 3- 4 - 0 3- 7 - 8 0- 3 - 1 1 3- 1 1 - 3 Scale = 1:41.1 Plate Offsets (X, Y):[5:0-2-0,Edge], [11:0-2-0,Edge], [16:0-2-8,0-3-0] 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 0.31 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.24 Horiz(TL) 0.00 15 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 133 lb FT = 20% LUMBER TOP CHORD 2X4 DF Std G *Except* 1-8,8-15:2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS All bearings 23-7-0. (lb) - Max Horiz 1=59 (LC 12) Max Uplift All uplift 100 (lb) or less at joint(s) 1, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 Max Grav All reactions 250 (lb) or less at joint (s) 17, 20 except 1=308 (LC 45), 15=331 (LC 44), 16=391 (LC 59), 18=370 (LC 56), 19=355 (LC 54), 21=350 (LC 52), 22=392 (LC 50), 23=257 (LC 32), 24=546 (LC 30) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-37=-85/381, 1-37=-85/383, 1-38=-73/412, 2-38=-67/442, 2-39=-35/389, 3-39=-32/400, 3-4=-27/363, 4-40=-44/284, 5-40=-42/292, 5-41=-30/278, 41-42=-28/282, 6-42=-27/289, 6-43=-15/273, 7-43=-11/285, 7-44=0/276, 8-44=0/288 BOT CHORD 1-24=-394/84, 23-24=-393/86, 22-23=-398/86 WEBS 18-30=-278/88, 7-25=-278/85, 21-25=-317/116, 3-23=-271/10, 2-24=-373/109, 9-28=-288/87, 19-28=-320/112, 14-16=-348/94 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 Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 11-8-15, Corner(3R) 11-8-15 to 14-6-1, Exterior(2N) 14-6-1 to 21-9-2 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 1, 15, 18, 22, 20, 21, 23, 24, 19, 17, 16. 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) 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. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) No notches allowed in overhang and 0 from left end and 0 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1002 - 1004 N Van Ness Ave R91123181 B01G Valley 1 1250894-ADU Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 E Aug 13 2025 Print: 8.730 E Aug 13 2025 MiTek Industries, Inc. Thu Nov 06 16:55:10 Page: 1 ID:TweRpxngh2I9PXZQHBb2RkyNsou-3XhKgwjzUZ5yWZOOeftIQLAsMIM5mtVC3fpZZ3yLpYF November 6,2025 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. Ro o f Tr u s s La y o u t -- 6~, , . . 01 w 10 t h St 60 1 -60 3 W 1O t h St Sa n t a A n a CA 92 7 0 1 NOTES: Roof Pitch: 4/12 Heel Height: 3-15/16" Top Chord: 2x4 Overhangs: 12" D01 D01 D04 D04 D0 2 ( 3 ) D 0 2 ( 3 ) D 0 2 ( 3 ) D0 3 ( 4 ) D 0 3 ( 4 ) D0 2 ( 3 ) 4- 0 0 - 0 0 2 1 - 0 0 - 0 0 2 1 - 0 0 - 0 0 4 - 0 0 - 0 0 50 - 0 0 - 0 0 50 - 0 0 - 0 0 21-00-00 3-08-08 52-06-00 21-00-00 52-06-00 25 - 0 0 - 0 0 25 - 0 0 - 0 0 27-09-08 31-09-08 PB 1 P B 1 P B 2 P B 3 P B 1 P B 1 P B 1 P B 2 P B 1 P B 1 PB 1 P B 1 P B 1 P B 3 PB 1 P B 1 P B 1 P B 4 A01 A02 B01 3452.0 lb Drag Load3452.0 lb Drag Load B03 B04 B03 B01 3452.0 lb Drag Load3452.0 lb Drag Load C0 1 C0 3 C0 1 C0 2 B07 B04 A02 A01 B07 B0 2 ( 2 ) B 0 2 ( 2 ) B0 5 ( 3 ) B 0 5 ( 3 ) B0 6 ( 3 ) B0 6 ( 3 ) 2-06-00 2-06-00 1-03-00 9-00 10-08 1-03-00 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:2/2/2026 Scale: Job #:250894 Ro o f T r u s s L a y o u t 60 1 W 1 0 t h S t 60 1 - 6 0 3 W 1 0 t h S t Sa n t a A n a C A 92 7 0 1 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.. November 6,2025 Zhao, Xiaoming Pages or sheets covered by this seal: R91123155 thru R91123174 My license renewal date for the state of California is September 30, 2026. 250894-Duplex 601 -603 W 10th St IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 412 3612 =1.5x4 =8x8 =3x8 =3x4 =4x12 =3x4 =3x4 =5x5 =3x4 =1.5x4 =3x5 =5x8 =3x5 10 2 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 9 77 76 8 75 713 74726 4 73 5 1-0-0 32-9-8 0-11-6 13-11-6 1-0-0 -1-0-0 5-11-15 24-11-13 6-4-4 13-0-0 6-9-11 31-9-8 5-0-9 18-11-15 6-7-12 6-7-12 6-2-8 12-10-4 6-7-12 6-7-12 9-1-10 21-11-14 9-9-10 31-9-8 9- 8 - 1 0 4- 9 - 2 0- 3 - 1 5 2- 9 - 1 3 0- 3 - 8 0- 3 - 8 4- 3 - 1 4- 6 - 9 1- 8 - 1 3 6- 3 - 7 0- 3 - 1 1 6- 7 - 2 2- 1 - 2 8- 8 - 4 0- 8 - 1 0 9- 4 - 1 4 Scale = 1:67.7 Plate Offsets (X, Y): [3:0-2-12,0-2-8], [9:Edge,0-2-10], [9:0-0-4,0-2-4], [17:0-2-8,0-3-0], [33:0-2-0,0-2-4], [36:0-2-0,0-2-4], [37:0-2-0,0-0-4], [43:0-0-10,0-1-8], [60:0-2-0,Edge], [66:0-1-8,0-0-8] 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) -0.02 11-71 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.04 11-71 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 69 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 322 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.1&Btr G *Except* 6-10,6-9:2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G *Except* 27-3:2X4 DF No.1&Btr G OTHERS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 14-15,13-14,12-13,11-12,9-11. WEBS 1 Row at midpt 6-27 REACTIONS All bearings 31-9-8. (lb) - Max Horiz 32=-163 (LC 10) Max Uplift All uplift 100 (lb) or less at joint(s) 32 except 9=-114 (LC 9), 12=-106 (LC 35), 15=-287 (LC 9), 22=-103 (LC 9), 27=-214 (LC 8) Max Grav All reactions 250 (lb) or less at joint (s) 12, 13, 14, 16, 18, 19, 20, 21, 23, 24, 25, 26, 28, 29, 30, 31 except 9=434 (LC 39), 11=254 (LC 35), 15=789 (LC 1), 22=428 (LC 1), 27=668 (LC 1), 32=297 (LC 29) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-22=-333/136, 5-6=-320/93, 7-75=-22/320, 9-77=-301/87, 3-32=-291/61 WEBS 4-27=-581/199, 7-15=-597/239, 8-15=-553/220 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) 0-0-0 to 3-2-2, Interior (1) 3-2-2 to 32-10-1 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 32 except (jt=lb) 22=103, 27=214, 15=286, 9=113, 12=105, 9=113. 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) No notches allowed in overhang and 10000 from left end and 10000 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St A01 Roof Special Structural Gable 2 1250894-Duplex Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054,Run: 8.73 E Aug 13 2025 Print: 8.730 E Aug 13 2025 MiTek Industries, Inc. Thu Nov 06 16:41:20 Page: 1 ID:DjeYHZ84gxubhLGF4KD_UdyMbIM-uf_AGnfjBFOtJsMgSdSQF6GlqJjZZ_6u_t?5ukyLplE November 6,2025 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) 412 3612 =1.5x4 =4x5 =5x8 =4x4 =4x8 =1.5x4 =5x5 =5x5 =3x4 =3x4 =1x4 =4x6 1015 14 29 13 12 11 928 27 26 8 25 1 72 19 24202363 21 22 4 5 0-1-2 19-1-0 1-0-0 32-9-8 0-11-6 13-11-6 1-0-0 -1-0-0 5-10-13 24-11-13 6-4-4 13-0-0 6-9-11 31-9-8 5-0-9 18-11-15 6-7-12 6-7-12 5-11-15 24-11-13 6-1-11 18-11-15 6-2-8 12-10-4 6-7-12 6-7-12 6-9-11 31-9-8 9- 8 - 1 0 4- 9 - 2 0- 3 - 1 5 2- 9 - 1 3 6- 7 - 2 6- 7 - 2 2- 9 - 1 3 9- 4 - 1 4 Scale = 1:67.6 Plate Offsets (X, Y):[6:0-5-12,0-2-0], [7:0-1-12,0-3-0], [13:0-2-4,0-3-0] 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 0.84 Vert(LL) -0.17 12-13 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.56 12-13 >677 180 BCLL 0.0*Rep Stress Incr YES WB 0.81 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 175 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.2 G *Except* 13-9:2X4 DF No.1&Btr G WEBS 2X4 DF Std G *Except* 14-2:2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 4-6 BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing. WEBS 1 Row at midpt 3-6, 6-14, 7-13 REACTIONS (size) 9=0-3-8, 15=0-3-8 Max Horiz 15=-143 (LC 10) Max Uplift 9=-256 (LC 9), 15=-193 (LC 8) Max Grav 9=1628 (LC 2), 15=1653 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-1572/226, 3-4=-132/51, 4-5=-26/0, 6-13=-42/879, 4-6=-365/213, 6-8=-3426/616, 8-9=-4491/710, 9-10=0/24, 2-15=-1773/339 BOT CHORD 14-15=-199/97, 12-14=-430/3150, 11-12=-594/4214, 9-11=-594/4214 WEBS 3-14=-144/177, 3-6=-1502/392, 6-14=-1052/256, 7-13=-1199/174, 2-14=-238/1795, 7-12=0/648, 8-12=-1151/211, 8-11=0/255 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 2-1-10, Interior (1) 2-1-10 to 32-10-1 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, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearings are assumed to be: Joint 15 DF No.2 , Joint 9 DF No.1&Btr . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 15 and 256 lb uplift at joint 9. 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 601 -603 W 10th St R91123156 A02 Roof Special 2 1250894-Duplex 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 Nov 05 18:57:44 Page: 1 ID:uw33nMjFpBO0uTnQFL4jIFyMbGJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 412 3612 =4x5 =5x8 =3x5 =4x10 =3x5 =3x5 =4x10 =3x5 =3x6 =10x10 =3x5 =3x5 =3x5 =5x12 =4x10 =3x5 =3x5 =3x5 =3x5 =5x8 =4x5 =5x5 =3x5 =3x5 =4x5 1 13 55242322 2120 19 18 17 16 15 14 1225442 43 44 53523 45 11 4 5146105 50474996 48 7 8 0-1-2 32-5-4 0-1-14 13-6-0 1-0-0 46-1-12 1-11-4 -1-11-4 0-11-6 27-3-10 4-2-8 9-3-8 4-0-10 13-4-2 5-1-0 5-1-0 5-10-13 38-4-1 6-6-15 26-4-4 6-3-5 19-9-5 6-9-11 45-1-12 5-0-9 32-4-3 0-0-12 0-0-12 4-2-8 9-3-8 4-2-8 13-6-0 5-0-4 5-1-0 5-11-15 38-4-1 6-1-11 32-4-3 6-3-5 19-9-5 6-5-3 26-2-8 6-9-11 45-1-12 10 - 0 - 1 0 0- 3 - 11 0- 3 - 1 5 2- 9 - 1 3 0- 3 - 8 0- 3 - 8 6- 3 - 1 0 6- 7 - 2 2- 1 - 2 8- 8 - 4 0- 8 - 1 0 9- 4 - 1 4 Scale = 1:84.9 Plate Offsets (X, Y):[2:0-3-8,Edge], [2:0-4-9,Edge], [9:0-5-8,0-2-12], [10:0-1-12,0-3-0], [17:0-5-4,0-3-0] 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 0.75 Vert(LL) 0.18 14-15 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.50 14-15 >763 180 BCLL 0.0*Rep Stress Incr YES WB 0.83 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 284 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G *Except* 9-10:2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G *Except* 5-17:2X4 DF No.2 G OTHERS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 7-9 BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. WEBS 1 Row at midpt 9-17, 10-16 REACTIONS (size) 2=13-7-0, 12=0-3-8, 18=13-7-0, 19=13-7-0, 20=13-7-0, 21=13-7-0, 22=13-7-0, 23=13-7-0, 24=13-7-0 Max Horiz 2=307 (LC 40) Max Uplift 2=-283 (LC 31), 12=-681 (LC 34), 18=-344 (LC 34), 19=-83 (LC 2), 21=-475 (LC 47), 23=-586 (LC 47) Max Grav 2=380 (LC 70), 12=1386 (LC 2), 18=3226 (LC 2), 19=-9 (LC 34), 20=67 (LC 18), 21=384 (LC 42), 22=136 (LC 3), 23=314 (LC 42), 24=474 (LC 71) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-727/683, 3-4=-1075/1364, 4-6=-1387/2135, 6-7=-658/497, 7-8=-26/0, 9-11=-2540/1311, 11-12=-3637/1868, 12-13=0/24, 9-16=-25/981, 7-9=-368/317 BOT CHORD 2-24=-733/519, 23-24=-531/317, 22-23=-503/290, 21-22=-429/215, 20-21=-1091/585, 19-20=-1032/526, 18-19=-1017/424, 16-18=-1960/1309, 15-16=-649/2309, 14-15=-1253/3405, 12-14=-1712/3405 WEBS 6-17=-451/203, 9-17=-1385/376, 6-9=-418/289, 5-18=-2627/684, 10-15=-10/615, 11-14=0/272, 4-21=-576/881, 3-23=-401/487, 4-18=-1327/826, 11-15=-1184/233, 3-21=-970/673, 10-16=-1214/196, 5-17=-681/2766 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) -2-0-9 to 2-5-9, Interior (1) 2-5-9 to 46-1-9 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 283 lb uplift at joint 2, 681 lb uplift at joint 12, 344 lb uplift at joint 18, 475 lb uplift at joint 21, 586 lb uplift at joint 23, 83 lb uplift at joint 19 and 283 lb uplift at joint 2. 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) This truss has been designed for a total drag load of 3452 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 45-1-0 for 76.6 plf. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123157 B01 Roof Special 2 1250894-Duplex 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 Nov 05 18:57:44 Page: 1 ID:axw_ukKkokLuap_DvdjWAayMazT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. November 6,2025 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) 412 3612 =4x5 =2x4 =3x5 =3x5 =3x5 =3x6 =6x8 =5x12 =3x5 =5x8 =3x4 =5x5 =5x5 =3x5 =3x5 =2x4 =4x5 1 13 4020 19 18 17 16 15 14 1223927 2829 38373 1130 4 3631105 35323496 33 7 8 0-1-2 32-4-8 0-1-14 13-5-4 1-0-0 46-1-0 2-0-0 -2-0-0 0-11-6 27-2-14 4-0-10 13-3-6 4-2-8 9-2-12 5-0-4 5-0-4 5-10-13 38-3-5 6-6-15 26-3-8 6-3-5 19-8-9 6-9-11 45-1-0 5-0-9 32-3-7 4-2-8 9-2-12 4-2-8 13-5-4 5-0-4 5-0-4 5-11-15 38-3-5 6-1-11 32-3-7 6-3-5 19-8-9 6-5-3 26-1-12 6-9-11 45-1-0 10 - 0 - 1 0 0- 3 - 1 5 2- 9 - 1 3 6- 7 - 2 6- 7 - 2 2- 9 - 1 3 9- 4 - 1 4 Scale = 1:83.4 Plate Offsets (X, Y):[5:0-3-0,0-3-0], [9:0-5-8,0-2-12], [10:0-1-12,0-3-0], [16:0-2-8,0-3-0], [17:0-5-0,0-3-0] 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 0.77 Vert(LL) -0.17 16-17 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.55 16-17 >694 180 BCLL 0.0*Rep Stress Incr YES WB 0.96 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 232 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.2 G *Except* 16-12:2X4 DF No.1&Btr G WEBS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-1 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 7-9 BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. WEBS 1 Row at midpt 9-17, 10-16 REACTIONS (size) 2=0-3-8, 12=0-3-8, 18=0-3-8 Max Horiz 2=307 (LC 12) Max Uplift 2=-112 (LC 8), 12=-234 (LC 9), 18=-303 (LC 8) Max Grav 2=421 (LC 27), 12=1424 (LC 2), 18=2912 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-248/405, 3-4=-236/1003, 4-6=-638/1692, 6-7=-131/54, 7-8=-26/0, 9-16=-36/948, 7-9=-367/214, 9-11=-2682/503, 11-12=-3761/602, 12-13=0/24 BOT CHORD 2-20=-360/222, 19-20=-360/222, 18-19=-923/154, 15-18=-1668/2445, 14-15=-507/3522, 12-14=-507/3522 WEBS 6-17=-415/170, 9-17=-1308/255, 6-9=-569/273, 5-18=-2484/415, 5-17=-362/2603, 10-15=0/651, 10-16=-1259/182, 11-14=0/258, 11-15=-1165/212, 3-20=0/208, 4-19=0/393, 3-19=-792/104, 4-18=-854/158 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) -2-0-9 to 2-5-9, Interior (1) 2-5-9 to 46-1-9 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, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearings are assumed to be: Joint 2 DF No.2 , Joint 18 DF No.2 , Joint 12 DF No.1&Btr . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 12, 303 lb uplift at joint 18 and 112 lb uplift at joint 2. 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 601 -603 W 10th St R91123158 B02 Roof Special 4 1250894-Duplex 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 Nov 05 18:57:45 Page: 1 ID:eSd5XbLoP23aGQ8uGexqvJyMbBe-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 412 3612 =4x5 =2x4 =3x5 =3x5 =3x5 =4x5 =6x8 =6x10 =3x5 =5x8 =3x4 =6x6 =5x5 =3x5 =3x5 =2x4 =4x6 12 3919 18 17 16 15 14 13 1113826 27 3736282 1029 3 353094 34313385 32 6 7 0-1-2 32-4-8 0-1-14 13-5-4 1-0-0 46-1-0 0-11-6 27-2-14 4-0-10 13-3-6 4-2-8 9-2-12 5-0-4 5-0-4 5-10-13 38-3-5 6-6-15 26-3-8 6-3-5 19-8-9 6-9-11 45-1-0 5-0-9 32-3-7 4-2-8 9-2-12 4-2-8 13-5-4 5-0-4 5-0-4 5-11-15 38-3-5 6-1-11 32-3-7 6-3-5 19-8-9 6-5-3 26-1-12 6-9-11 45-1-0 9- 8 - 1 0 0- 3 - 1 5 2- 9 - 1 3 6- 7 - 2 6- 7 - 2 2- 9 - 1 3 9- 4 - 1 4 Scale = 1:80.3 Plate Offsets (X, Y):[4:0-2-12,0-3-0], [8:0-6-4,0-3-8], [9:0-1-12,0-3-0], [15:0-3-0,Edge] Loading (psf)Spacing 2-3-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.19 15-16 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.61 15-16 >623 180 BCLL 0.0*Rep Stress Incr NO WB 0.99 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MS Weight: 229 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.2 G *Except* 15-11:2X4 DF No.1&Btr G WEBS 2X4 DF Std G *Except* 4-16:2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-8 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 1 Row at midpt 9-15, 8-16 REACTIONS (size) 1=0-3-8, 11=0-3-8, 17=0-3-8 Max Horiz 1=321 (LC 12) Max Uplift 1=-26 (LC 8), 11=-262 (LC 9), 17=-357 (LC 8) Max Grav 1=340 (LC 42), 11=1594 (LC 2), 17=3315 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-243/460, 2-3=-274/1178, 3-5=-678/1966, 5-6=-154/84, 6-7=-29/0, 8-10=-2991/550, 10-11=-4205/662, 11-12=0/27, 8-15=-33/1048, 6-8=-391/248 BOT CHORD 1-19=-405/219, 18-19=-405/219, 17-18=-1089/192, 14-17=-1942/2725, 13-14=-557/3938, 11-13=-557/3938 WEBS 9-15=-1383/192, 9-14=0/733, 10-14=-1311/239, 10-13=0/290, 4-17=-2826/484, 5-16=-465/189, 8-16=-1514/304, 5-8=-605/310, 4-16=-427/2961, 2-19=0/246, 3-18=-5/460, 2-18=-953/152, 3-17=-974/183 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) 0-0-0 to 4-6-2, Interior (1) 4-6-2 to 46-1-9 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, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 7) Bearings are assumed to be: Joint 1 DF No.2 , Joint 17 DF No.2 , Joint 11 DF No.1&Btr . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 11, 357 lb uplift at joint 17 and 26 lb uplift at joint 1. 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 601 -603 W 10th St R91123159 B03 Roof Special 2 1250894-Duplex 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 Nov 05 18:57:45 Page: 1 ID:QQszJfIoUWLk4AyrCyKaxGyMb97-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 412 3612 =3x5 =1.5x4 =3x4 =4x5 =6x6 =7x8 =5x5 =1.5x4 =8x10 =5x5 =4x6 =1.5x4 =5x8 =4x6 =2x4 =5x8 =5x8 =2x4 =5x6 =3x8 =3x4 =1.5x4 =4x6 13 20 19 18 17 15 14 12 43 44 1 16 42 41403031 112 3932 103 23 22 21 33 38437934 5 35 6 36 7 8 5-0-0 0-0-10 17-0-4 0-0-10 31-11-15 1-0-0 45-9-8 0-3-8 26-0-0 2-7-12 23-2-8 0-11-6 26-11-6 3-6-8 20-6-12 2-6-0 25-8-8 3-9-14 16-11-10 5-10-12 13-1-12 5-11-15 37-11-13 4-11-14 31-11-4 6-9-11 44-9-8 7-3-0 7-3-0 0-1-12 13-1-12 3-7-3 20-6-12 3-9-13 16-11-9 5-3-8 25-10-4 5-9-0 13-0-0 5-11-15 37-11-13 6-1-11 31-11-15 6-9-11 44-9-8 7-3-0 7-3-0 9- 8 - 1 0 0- 5 - 2 0- 3 - 1 5 4- 0 - 1 2 2- 9 - 1 3 0- 3 - 8 6- 7 - 2 6- 7 - 2 2- 9 - 1 3 9- 4 - 1 4 Scale = 1:83.3 Plate Offsets (X, Y):[4:0-2-8,0-3-0], [10:0-2-8,0-3-0], [21:0-2-12,0-3-4] Loading (psf)Spacing 2-3-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.17 15-16 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.83 15-16 >458 180 BCLL 0.0*Rep Stress Incr NO WB 0.85 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Attic -0.05 16-17 >999 360 Weight: 255 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.1&Btr G *Except* 4-8:2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G *Except* 16-12:2X4 DF No.1&Btr G WEBS 2X4 DF Std G *Except* 7-16,18-3:2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-14 oc bracing. WEBS 1 Row at midpt 3-19, 18-21, 10-22 JOINTS 1 Brace at Jt(s): 21, 23 REACTIONS (size) 1= Mechanical, 12=0-3-8, 19=0-3-8, (req. 0-3-11) Max Horiz 1=219 (LC 12) Max Uplift 1=-113 (LC 29), 12=-180 (LC 9), 19=-106 (LC 8) Max Grav 1=263 (LC 32), 12=1617 (LC 1), 19=3464 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-97/883, 2-3=-206/1964, 3-5=-486/2297, 5-6=-439/2280, 6-7=-223/0, 7-8=-29/0, 16-22=0/450, 9-22=-278/288, 7-9=-299/222, 9-11=-3020/334, 11-12=-4074/452, 12-13=0/27 BOT CHORD 1-20=-789/90, 19-20=-789/90, 17-19=-1821/2298, 15-17=-96/2313, 14-15=-358/3817, 12-14=-358/3817 WEBS 17-21=0/436, 5-21=-398/127, 21-23=-2808/427, 22-23=-2804/427, 2-20=0/347, 2-19=-1207/217, 3-19=-3079/250, 4-18=-187/1072, 18-21=-3942/363, 3-18=-97/2724, 4-21=-2172/455, 10-15=-17/240, 15-22=-207/734, 11-15=-1144/249, 10-22=-2294/347, 11-14=0/287, 6-21=-2632/371, 6-23=-27/355, 6-22=-154/938 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) 0-0-0 to 4-5-12, Interior (1) 4-5-12 to 45-10-1 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) 100.0lb AC unit load placed on the bottom chord, 23-2-8 from left end, supported at two points, 3-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 21-23, 22-23 7) Bottom chord live load (20.0 psf) and additional bottom chord dead load (20.0 psf) applied only to room. 16-17 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 10) Bearings are assumed to be: , Joint 19 DF No.2 , Joint 12 DF No.1&Btr . 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 1, 106 lb uplift at joint 19 and 180 lb uplift at joint 12. 13) 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. 14) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123160 B04 Attic 2 1250894-Duplex 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 Nov 05 18:57:45 Page: 1 ID:KAuAPzcbVCPeVW2YuZFNBYyMb68-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 412 3612 =3x5 =1.5x4 =3x4 =4x5 =6x6 =6x8 =5x5 =1.5x4 =8x8 =4x6 =4x6 =5x8 =1.5x4 =4x6 =5x8 =3x4 =5x8 =4x4 =5x5 =3x8 =3x4 =1.5x4 =4x5 13 20 19 18 17 15 14 12 43 44 1 16 42 41403031 112 3932 103 23 22 21 33 38437934 5 35 6 36 7 8 5-0-0 0-0-10 17-0-4 0-0-10 31-11-15 1-0-0 45-9-8 0-3-8 26-0-0 2-7-12 23-2-8 0-11-6 26-11-6 3-6-8 20-6-12 2-6-0 25-8-8 3-9-14 16-11-10 5-10-12 13-1-12 5-11-15 37-11-13 4-11-14 31-11-4 6-9-11 44-9-8 7-3-0 7-3-0 0-1-12 13-1-12 3-7-3 20-6-12 3-9-13 16-11-9 5-3-8 25-10-4 5-9-0 13-0-0 5-11-15 37-11-13 6-1-11 31-11-15 6-9-11 44-9-8 7-3-0 7-3-0 9- 8 - 1 0 0- 5 - 2 0- 3 - 1 5 4- 0 - 1 2 2- 9 - 1 3 0- 3 - 8 6- 7 - 2 6- 7 - 2 2- 9 - 1 3 9- 4 - 1 4 Scale = 1:83.3 Plate Offsets (X, Y):[4:0-2-8,0-3-0], [10:0-2-4,0-3-0], [18:0-3-12,0-3-0], [21:0-2-0,0-3-8] 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 0.89 Vert(LL) -0.16 15-16 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.76 15-16 >499 180 BCLL 0.0*Rep Stress Incr YES WB 0.96 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MS Attic -0.05 16-17 >999 360 Weight: 255 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G *Except* 9-10,10-13:2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G *Except* 7-16,18-3:2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. WEBS 1 Row at midpt 18-21, 10-22 JOINTS 1 Brace at Jt(s): 21, 23 REACTIONS (size) 1= Mechanical, 12=0-3-8, 19=0-3-8 Max Horiz 1=195 (LC 12) Max Uplift 1=-101 (LC 29), 12=-157 (LC 9), 19=-83 (LC 8) Max Grav 1=261 (LC 32), 12=1442 (LC 1), 19=3086 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-79/787, 2-3=-176/1746, 3-5=-435/2012, 5-6=-393/1986, 6-7=-238/0, 7-8=-26/0, 9-11=-2699/286, 11-12=-3634/391, 12-13=0/24, 16-22=0/410, 9-22=-285/264, 7-9=-331/199 BOT CHORD 1-20=-705/93, 19-20=-705/76, 17-19=-1619/2041, 15-17=-81/2055, 14-15=-308/3405, 12-14=-308/3405 WEBS 2-20=0/312, 17-21=0/388, 5-21=-394/112, 21-23=-2485/383, 22-23=-2481/382, 3-19=-2745/212, 4-18=-168/940, 18-21=-3495/315, 3-18=-76/2429, 4-21=-1906/407, 10-15=-46/201, 15-22=-177/665, 11-14=0/254, 2-19=-1073/193, 11-15=-1016/221, 10-22=-1911/286, 6-23=-24/314, 6-21=-2311/322, 6-22=-129/913 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) 0-0-0 to 4-5-12, Interior (1) 4-5-12 to 45-10-1 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) 100.0lb AC unit load placed on the bottom chord, 23-6-0 from left end, supported at two points, 3-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 21-23, 22-23 7) Bottom chord live load (20.0 psf) and additional bottom chord dead load (20.0 psf) applied only to room. 16-17 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearings are assumed to be: , Joint 19 DF No.2 , Joint 12 DF No.2 . 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 19, 157 lb uplift at joint 12 and 101 lb uplift at joint 1. 12) 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. 13) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123161 B05 Attic 6 1250894-Duplex 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 Nov 05 18:57:45 Page: 1 ID:EdXzLlsu?u2egL0oL764Y2yMosL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 412 3612 =4x5 =2x4 =3x5 =4x5 =6x6 =6x8 =5x5 =2x4 =8x8 =4x6 =4x6 =5x8 =2x4 =4x6 =5x8 =3x4 =5x8 =4x4 =5x5 =3x8 =3x5 =2x4 =4x5 1 14 21 20 19 18 16 15 132 45 46 17 4431 32 434233 123 4134 114 24 23 22 35 405391036 6 37 7 38 8 95-0-0 0-0-10 32-3-7 0-0-10 17-3-12 1-0-0 46-1-0 0-3-8 26-3-8 2-0-0 -2-0-0 2-7-12 23-6-0 0-11-6 27-2-14 3-6-8 20-10-4 2-6-0 26-0-0 3-9-14 17-3-2 5-10-12 13-5-4 5-11-15 38-3-5 4-11-14 32-2-12 6-9-11 45-1-0 7-6-8 7-6-8 3-7-3 20-10-4 3-9-13 17-3-1 5-3-8 26-1-12 5-10-12 13-5-4 5-11-15 38-3-5 6-1-11 32-3-7 6-9-11 45-1-0 7-6-8 7-6-8 10 - 0 - 1 0 0- 3 - 15 4- 0 - 1 2 2- 9 - 1 3 0- 3 - 8 6- 7 - 2 6- 7 - 2 2- 9 - 1 3 9- 4 - 1 4 Scale = 1:84.9 Plate Offsets (X, Y):[5:0-2-8,0-3-0], [11:0-2-4,0-3-0], [19:0-3-12,0-3-0], [22:0-2-0,0-3-4] 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 0.88 Vert(LL) -0.15 16-17 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.73 16-17 >521 180 BCLL 0.0*Rep Stress Incr YES WB 0.98 Horz(CT) 0.10 13 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MS Attic -0.05 17-18 >999 360 Weight: 259 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G *Except* 10-11,11-14:2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.2 G *Except* 13-17:2X4 DF No.1&Btr G WEBS 2X4 DF Std G *Except* 8-17,19-4:2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 1 Row at midpt 19-22, 11-23 JOINTS 1 Brace at Jt(s): 22, 24 REACTIONS (size) 2=0-3-8, 13=0-3-8, 20=0-3-8 Max Horiz 2=220 (LC 12) Max Uplift 2=-134 (LC 8), 13=-157 (LC 9), 20=-87 (LC 8) Max Grav 2=334 (LC 28), 13=1431 (LC 1), 20=3112 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-195/877, 3-4=-189/1821, 4-6=-450/2029, 6-7=-408/2002, 7-8=-235/0, 8-9=-26/0, 10-12=-2663/283, 12-13=-3600/388, 13-14=0/24, 17-23=0/403, 10-23=-287/264, 8-10=-331/199 BOT CHORD 2-21=-758/121, 20-21=-758/79, 18-20=-1689/1998, 16-18=-76/2011, 15-16=-305/3373, 13-15=-305/3373 WEBS 3-21=0/307, 18-22=0/394, 6-22=-394/112, 22-24=-2451/383, 23-24=-2447/383, 4-20=-2782/221, 5-19=-172/921, 19-22=-3504/324, 4-19=-78/2461, 5-22=-1872/412, 11-16=-49/195, 16-23=-177/669, 12-15=0/255, 3-20=-1042/182, 12-16=-1018/221, 11-23=-1887/282, 7-24=-24/311, 7-22=-2321/337, 7-23=-138/922 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) -2-0-9 to 2-5-9, Interior (1) 2-5-9 to 46-1-9 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) 100.0lb AC unit load placed on the bottom chord, 23-6-0 from left end, supported at two points, 3-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 22-24, 23-24 7) Bottom chord live load (20.0 psf) and additional bottom chord dead load (20.0 psf) applied only to room. 17-18 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearings are assumed to be: Joint 2 DF No.2 , Joint 20 DF No.2 , Joint 13 DF No.1&Btr . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 20, 157 lb uplift at joint 13 and 134 lb uplift at joint 2. 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) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123162 B06 Attic 6 1250894-Duplex 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 Nov 05 18:57:46 Page: 1 ID:mjN?HwvnmaMhIja30TfwtcyMb3A-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 412 3612 =4x5 =3x5 =5x5 =3x8 =5x5 =3x5 =5x12 =3x4 =5x5 =5x5 =3x5 =4x5 1 12 314140 39 38 37 36 35 34 33 32 30 29 2811127 26 25 24 23 22 21 20 19 18 17 16 15 14 13 112110100 101 109102 103 108103 94 10710410685 105 6 7 0-1-2 32-4-8 0-1-2 13-6-10 1-0-0 46-1-0 2-0-0 -2-0-0 0-11-6 27-2-14 5-10-13 38-3-5 6-4-7 26-3-8 6-4-7 19-11-1 6-3-5 13-5-8 6-9-11 45-1-0 5-0-9 32-3-7 7-2-3 7-2-3 8-4-3 26-1-12 8-5-15 17-9-9 9-1-10 35-3-6 9-3-11 9-3-11 9-9-10 45-1-0 10 - 0 - 1 0 0- 3 - 1 5 2- 9 - 1 3 6- 7 - 2 6- 7 - 2 2- 9 - 1 3 9- 4 - 1 4 Scale = 1:83.4 Plate Offsets (X, Y):[4:0-2-8,0-3-0], [9:0-2-8,0-3-0], [25:0-2-8,0-3-0], [30:0-2-8,0-3-0], [43:0-1-8,0-1-0], [46:0-1-8,0-1-0], [48:0-1-8,0-1-0], [90:0-1-3,0-1-0] 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 0.86 Vert(LL) -0.03 41-96 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 41-96 >945 180 BCLL 0.0*Rep Stress Incr YES WB 0.59 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 360 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.1&Btr G *Except* 8-9,9-12:2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=45-1-0, 11=0-3-8, 13=45-1-0, 14=45-1-0, 15=45-1-0, 16=45-1-0, 17=45-1-0, 18=45-1-0, 19=45-1-0, 20=45-1-0, 21=45-1-0, 22=45-1-0, 23=45-1-0, 24=45-1-0, 25=45-1-0, 26=45-1-0, 27=45-1-0, 28=45-1-0, 29=45-1-0, 32=45-1-0, 33=45-1-0, 34=45-1-0, 35=45-1-0, 36=45-1-0, 37=45-1-0, 38=45-1-0, 39=45-1-0, 40=45-1-0, 41=45-1-0 Max Horiz 2=316 (LC 12) Max Uplift 2=-119 (LC 8), 11=-98 (LC 9), 13=-47 (LC 13), 14=-136 (LC 39), 18=-278 (LC 9), 25=-223 (LC 12), 28=-69 (LC 1), 32=-28 (LC 8), 33=-58 (LC 1), 37=-314 (LC 8), 40=-138 (LC 32), 41=-16 (LC 12) Max Grav 2=446 (LC 41), 11=399 (LC 49), 13=369 (LC 39), 14=47 (LC 13), 15=74 (LC 30), 16=46 (LC 3), 17=65 (LC 3), 18=812 (LC 1), 19=41 (LC 3), 20=56 (LC 3), 21=52 (LC 3), 22=54 (LC 3), 23=50 (LC 3), 24=65 (LC 3), 25=851 (LC 1), 26=78 (LC 18), 27=103 (LC 18), 28=18 (LC 8), 29=211 (LC 2), 32=171 (LC 2), 33=43 (LC 8), 34=67 (LC 2), 35=53 (LC 18), 36=41 (LC 3), 37=1049 (LC 27), 38=59 (LC 3), 39=70 (LC 3), 40=37 (LC 12), 41=312 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-205/58, 3-5=-461/358, 5-6=-133/59, 6-7=-26/0, 8-25=-806/328, 6-8=-365/212, 8-10=-95/300, 10-11=-313/124, 11-12=0/24 BOT CHORD 2-41=-141/131, 40-41=-141/131, 39-40=-141/131, 38-39=-141/131, 37-38=-141/131, 36-37=-125/287, 35-36=-125/287, 34-35=-125/287, 33-34=-125/287, 32-33=-125/287, 31-32=-125/287, 29-31=-46/95, 28-29=-46/95, 27-28=-46/95, 26-27=-46/95, 24-26=-46/130, 23-24=-40/130, 22-23=-40/130, 21-22=-40/130, 20-21=-40/130, 19-20=-40/130, 18-19=-40/130, 17-18=-43/243, 16-17=-43/243, 15-16=-43/243, 14-15=-43/243, 13-14=-43/243, 11-13=-43/243 WEBS 3-37=-585/230, 4-37=-858/224, 4-31=-93/111, 5-31=-441/159, 5-8=-533/264, 8-31=-190/592, 9-25=-174/52, 9-18=-542/197, 10-18=-612/243 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) -2-0-9 to 2-5-9, Interior (1) 2-5-9 to 46-1-9 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123163 B07 Roof Special Structural Gable 2 1250894-Duplex 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 Nov 05 18:57:46 Page: 1 ID:UG8LnDG1N?Tnkx8ba_gBQDyMb1Q-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 November 6,2025 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) 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 119 lb uplift at joint 2, 223 lb uplift at joint 25, 314 lb uplift at joint 37, 278 lb uplift at joint 18, 69 lb uplift at joint 28, 28 lb uplift at joint 32, 58 lb uplift at joint 33, 138 lb uplift at joint 40, 16 lb uplift at joint 41, 136 lb uplift at joint 14, 47 lb uplift at joint 13, 98 lb uplift at joint 11 and 119 lb uplift at joint 2. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123163 B07 Roof Special Structural Gable 2 1250894-Duplex 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 Nov 05 18:57:46 Page: 2 ID:UG8LnDG1N?Tnkx8ba_gBQDyMb1Q-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 4 12 =6x6 =2x6 =1x4 =3x5 =1x4 =3x4 =1x4 =1x4 =3x5 =1x4 =6x6 =2x6 51 4212 13 15 14 3 1-0-0 -1-0-0 1-0-0 8-7-0 3-9-8 3-9-8 3-9-8 7-7-0 7-7-0 1- 1 0 - 1 4 0- 3 - 1 5 0- 3 - 8 0- 3 - 8 0- 1 1 - 1 5 1- 3 - 7 0- 3 - 1 1 1- 7 - 2 Scale = 1:31.5 Plate Offsets (X, Y):[2:0-1-0,0-2-9], [2:0-5-4,Edge], [4:0-1-0,0-2-9], [4:0-5-4,Edge], [7:0-2-0,0-0-13], [10:0-2-0,0-0-13] 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) n/a - n/a 999 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.41 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 9 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 2X4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=7-7-0, 4=7-7-0 Max Horiz 2=38 (LC 8) Max Uplift 2=-119 (LC 8), 4=-83 (LC 9) Max Grav 2=535 (LC 1), 4=487 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-810/507, 3-4=-810/515, 4-5=0/24 BOT CHORD 2-4=-411/777 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 Corner(3E) -1-0-9 to 1-8-13, Exterior(2N) 1-8-13 to 3-9-8, Corner(3R) 3-9-8 to 6-9-8, Exterior(2N) 6-9-8 to 8-7-9 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) 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 119 lb uplift at joint 2, 83 lb uplift at joint 4, 119 lb uplift at joint 2 and 83 lb uplift at joint 4. 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) 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. 13) No notches allowed in overhang and 10000 from left end and 10000 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123164 C01 Common Supported Gable 2 1250894-Duplex 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 Nov 05 18:57:46 Page: 1 ID:6Yv0NTryL7JDraqYNoid?QyMae8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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 =4x6 =2x4 =4x4 =4x6 LUS24 LUS24 LUS24 LUS24 1 3 13 4 14 9 12 10 11 2 3-9-8 3-9-8 3-9-8 7-7-0 3-9-8 3-9-8 3-9-8 7-7-0 0- 3 - 1 5 1- 7 - 2 Scale = 1:24.7 Plate Offsets (X, Y):[1:0-3-6,0-0-1], [3:0-3-6,0-0-1] 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 0.23 Vert(LL) -0.02 4-8 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.04 4-8 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.21 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 28 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 5-9-1 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=20 (LC 12) Max Uplift 1=-203 (LC 8), 3=-167 (LC 9) Max Grav 1=725 (LC 1), 3=637 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1140/576, 2-3=-1138/575 BOT CHORD 1-4=-488/1060, 3-4=-488/1060 WEBS 2-4=-218/522 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) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 3-9-8, Exterior(2R) 3-9-8 to 6-9-8, Interior (1) 6-9-8 to 7-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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 203 lb uplift at joint 1 and 167 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. 9) Use Simpson Strong-Tie LUS24 (4-10dx1 1/2 Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-2-12 from the left end to 6-2-12 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-72, 2-3=-72, 1-3=-20 Concentrated Loads (lb) Vert: 1=-167 (B), 8=-191 (B), 13=-167 (B), 14=-167 (B) Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123165 C02 Common Girder 1 1250894-Duplex 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 Nov 05 18:57:47 Page: 1 ID:L?Q_hklxDgJLtMD0v7ZlglyMaeG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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 =4x6 =2x4 =4x4 =4x6 LUS24 LUS24 LUS24 LUS24 31 13 4 14 129 1110 2 3-9-8 3-9-8 3-9-8 7-7-0 3-9-8 7-7-0 3-9-8 3-9-8 0- 3 - 1 5 1- 7 - 2 Scale = 1:24.7 Plate Offsets (X, Y):[1:0-3-6,0-0-1], [3:0-3-6,0-0-1] 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 0.23 Vert(LL) -0.02 4-6 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.04 4-6 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 28 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 5-8-10 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=-20 (LC 58) Max Uplift 1=-170 (LC 8), 3=-204 (LC 9) Max Grav 1=645 (LC 1), 3=726 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1151/580, 2-3=-1153/580 BOT CHORD 1-4=-493/1072, 3-4=-493/1072 WEBS 2-4=-221/530 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) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 3-9-8, Exterior(2R) 3-9-8 to 6-9-8, Interior (1) 6-9-8 to 7-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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 170 lb uplift at joint 1 and 204 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. 9) Use Simpson Strong-Tie LUS24 (4-10dx1 1/2 Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-2-12 from the left end to 7-2-12 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-72, 2-3=-72, 1-3=-20 Concentrated Loads (lb) Vert: 3=-170 (B), 6=-191 (B), 13=-170 (B), 14=-170 (B) Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123166 C03 Common Girder 1 1250894-Duplex 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 Nov 05 18:57:47 Page: 1 ID:KrNTauKvQ4CvcSSyfvlNgayMons-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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 =4x6 =3x4 =3x4 =1x4 =1x4 =1x4 =1x4 =1x4 =3x10 =1x4 =3x4 =1.5x4 1 8 7 6 2 1213 3 14 4 15 5 1-0-0 -1-0-0 7-5-0 7-5-0 7-5-0 3- 1 - 6 0- 3 - 1 5 2- 9 - 1 0 0- 3 - 8 0- 3 - 8 2- 1 - 4 2- 4 - 1 2 Scale = 1:33.6 Plate Offsets (X, Y):[2:0-0-4,0-1-13], [2:0-3-12,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 0.20 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 38 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=7-5-0, 6=7-5-0, 7=7-5-0, 8=7-5-0 Max Horiz 2=117 (LC 9) Max Uplift 2=-92 (LC 8), 6=-16 (LC 9), 7=-235 (LC 28), 8=-101 (LC 12) Max Grav 2=431 (LC 32), 6=297 (LC 31), 7=167 (LC 35), 8=555 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-187/103, 3-4=-89/46, 4-5=-70/71, 5-6=-276/90 BOT CHORD 2-8=-57/59, 7-8=-43/58, 6-7=-43/58 WEBS 4-7=-205/68, 3-8=-404/350 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(3E) -1-0-9 to 1-8-13, Exterior(2N) 1-8-13 to 7-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) All bearings are assumed to be DF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 2, 16 lb uplift at joint 6, 235 lb uplift at joint 7, 101 lb uplift at joint 8 and 92 lb uplift at joint 2. 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. 12) No notches allowed in overhang and 10000 from left end and 0 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123167 D01 Monopitch Supported Gable 2 1250894-Duplex 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 Nov 05 18:57:47 Page: 1 ID:6Yv0NTryL7JDraqYNoid?QyMae8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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 =1.5x4 1 5 2 9 10 3 11 4 1-0-0 -1-0-0 3-4-4 7-5-0 4-0-12 4-0-12 7-5-0 3- 1 - 6 0- 3 - 1 5 2- 9 - 1 0 Scale = 1:28 Plate Offsets (X, Y):[2:0-0-10,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 0.34 Vert(LL) -0.06 5-8 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.21 5-8 >424 180 BCLL 0.0*Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 5 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 2X4 DF No.2 G WEBS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 5= Mechanical Max Horiz 2=106 (LC 11) Max Uplift 2=-84 (LC 8), 5=-55 (LC 12) Max Grav 2=475 (LC 31), 5=437 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-614/255, 3-4=-74/54, 4-5=-285/97 BOT CHORD 2-5=-331/582 WEBS 3-5=-623/322 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 7-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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 84 lb uplift at joint 2 and 55 lb uplift at joint 5. 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 601 -603 W 10th St R91123168 D02 Monopitch 12 1250894-Duplex 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 Nov 05 18:57:47 Page: 1 ID:EkYCsYaHjm1yiQ3f8LCnCOyMaWk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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 =1x4 =3x4 =3x5 1 6 5 2 10 11 3 12 4 1-0-0 -1-0-0 1-0-0 7-5-0 2-10-4 6-5-0 3-6-12 3-6-12 0-1-12 6-5-0 1-0-0 7-5-0 6-3-4 6-3-4 2- 9 - 6 0- 3 - 1 5 2- 1 - 8 2- 5 - 1 0 Scale = 1:32.3 Plate Offsets (X, Y):[2:0-6-6,0-0-8] 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 0.23 Vert(LL) -0.02 6-9 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.07 6-9 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 27 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 end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 4= Mechanical, 5= Mechanical Max Horiz 2=93 (LC 11) Max Uplift 2=-83 (LC 8), 4=-11 (LC 12), 5=-80 (LC 3) Max Grav 2=440 (LC 31), 4=483 (LC 30), 5=-18 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-544/165, 3-4=-66/48, 4-6=-51/336 BOT CHORD 2-6=-306/514, 5-6=0/0 WEBS 3-6=-552/301 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 6-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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 11 lb uplift at joint 4, 83 lb uplift at joint 2 and 80 lb uplift at joint 5. 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. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123169 D03 Roof Special 8 1250894-Duplex 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 Nov 05 18:57:47 Page: 1 ID:FdEBqF0whK14UjgXcrrhXUyMaUt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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 =1x4 =1x4 =1x4 =1x4 =1x4 =1x4 =1.5x4 =1.5x4 1 10 9 8 7 2 15 16 3 17 4 18 5 19 6 1-0-0 -1-0-0 7-5-0 7-5-0 7-5-0 3- 1 - 6 0- 3 - 1 5 2- 9 - 1 0 Scale = 1:27.9 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 0.18 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS Weight: 31 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=7-5-0, 7=7-5-0, 8=7-5-0, 9=7-5-0, 10=7-5-0 Max Horiz 2=106 (LC 11) Max Uplift 2=-50 (LC 8), 7=-8 (LC 9), 8=-26 (LC 12), 9=-112 (LC 28), 10=-54 (LC 12) Max Grav 2=363 (LC 33), 7=268 (LC 32), 8=317 (LC 37), 9=256 (LC 36), 10=470 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-193/110, 3-4=-117/67, 4-5=-91/71, 5-6=-53/54, 6-7=-261/47 BOT CHORD 2-10=-49/129, 9-10=-43/58, 8-9=-43/58, 7-8=-43/58 WEBS 5-8=-282/120, 4-9=-254/72, 3-10=-343/209 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(3E) -1-0-9 to 1-11-7, Exterior(2N) 1-11-7 to 7-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) All bearings are assumed to be DF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 2, 8 lb uplift at joint 7, 26 lb uplift at joint 8, 112 lb uplift at joint 9, 54 lb uplift at joint 10 and 50 lb uplift at joint 2. 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 601 -603 W 10th St R91123170 D04 Monopitch Supported Gable 2 1250894-Duplex 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 Nov 05 18:57:47 Page: 1 ID:yTkGfPJXLVjIXoENCfo4AFyMaVn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) =1x4 =3x4 =2x6 =1x4 =3x4 =1x4 5 4 6 1 2 7 3 1-10-6 1-10-6 4- 8 - 1 0 Scale = 1:37.8 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 0.12 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.09 Horiz(TL) n/a - n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 27 lb FT = 20% LUMBER TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G WEBS 2X4 DF Std G OTHERS 2X4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4=1-10-8, 5=1-10-8 Max Uplift 4=-10 (LC 8), 5=-10 (LC 8) Max Grav 4=291 (LC 31), 5=291 (LC 27) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0, 2-3=0/0 BOT CHORD 4-5=0/0 WEBS 1-5=-247/49, 3-4=-275/70, 5-6=-52/19, 3-6=-6/17, 2-6=-75/27 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) 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) All bearings are assumed to be DF No.2 . 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 4 and 10 lb uplift at joint 5. 12) 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. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123171 PB1 Blocking Supported Gable 13 1250894-Duplex 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 Nov 05 18:57:47 Page: 1 ID:MgirnAB4n8ximZUlt9paRSyMak8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) =1x4 =3x4 =3x4 =1x4 4 3 51 2 1-2-14 1-2-14 4- 9 - 2 Scale = 1:38 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 0.07 Vert(LL) 0.00 4 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 4 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 20 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 2-0-0 oc purlins: 1-2. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4=0-11-8 Max Uplift 3=-29 (LC 28), 4=-9 (LC 8) Max Grav 3=221 (LC 29), 4=321 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1/9 BOT CHORD 3-4=-1/7 WEBS 1-4=-263/36, 2-3=-213/37, 2-4=-51/13 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) 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) Provide adequate drainage to prevent water ponding. 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) Bearings are assumed to be: Joint 4 DF No.2 . 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 4 and 29 lb uplift at joint 3. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123172 PB2 Blocking 2 1250894-Duplex 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 Nov 05 18:57:47 Page: 1 ID:KOGQHsWyFKSqegQPwikqXEyMafs-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) =1x4 =3x4 =3x4 =1x4 4 3 51 2 2-5-14 2-5-14 4- 9 - 2 Scale = 1:33.3 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 0.22 Vert(LL) 0.00 3-4 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.10 Horz(CT) n/a - n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 24 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 2-0-0 oc purlins: 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 3=2-6-0, 4=2-6-0 Max Uplift 3=-15 (LC 8), 4=-15 (LC 8) Max Grav 3=307 (LC 29), 4=307 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0 BOT CHORD 3-4=0/0 WEBS 1-4=-285/98, 2-3=-285/98, 2-4=0/0 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) 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) Provide adequate drainage to prevent water ponding. 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 15 lb uplift at joint 3 and 15 lb uplift at joint 4. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123173 PB3 Blocking 2 1250894-Duplex 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 Nov 05 18:57:48 Page: 1 ID:wd9ZMH53x4V0P25eknb4UMyMaf6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) =1x4 =3x4 =3x4 =1x4 4 3 1 5 2 1-8-14 1-8-14 4- 9 - 2 Scale = 1:33.3 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 0.13 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.09 Horiz(TL) n/a - n/a n/a BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 22 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 2-0-0 oc purlins: 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 3=1-9-0, 4=1-9-0 Max Uplift 3=-10 (LC 8), 4=-10 (LC 8) Max Grav 3=288 (LC 29), 4=288 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0 BOT CHORD 3-4=0/0 WEBS 1-4=-273/64, 2-3=-273/64, 2-4=0/0 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) 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) All bearings are assumed to be DF No.2 . 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3 and 10 lb uplift at joint 4. 12) 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. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 601 -603 W 10th St R91123174 PB4 Blocking Supported Gable 1 1250894-Duplex 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 Nov 05 18:57:48 Page: 1 ID:h4XummMQ4exWCqV6DAW02iyMag2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 6,2025 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) 3x4 = Trusses @ 24" o.c. End Wall Roof Sheathing 1'-3" Max. 12 Varies to Common Truss A A ** - Diagonal Bracing Refer to Section A-A* 24" Max Vertical Stud SECTION A-A 2x6 Stud or 2x4 No.2 of better 2x4 Stud DIAGONAL BRACE Typical Horizontal Brace Nailed To 2x_ Verticals w/(4)-10d Nails DIAGONAL BRACE 4'-0" O.C. MAX MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 110 MPH ASCE 7-10, ASCE 7-16 140 MPH DURATION OF LOAD INCREASE : 1.60 (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD DF/SPF BLOCK HORIZONTAL BRACE (SEE SECTION A-A) (2) - 10d NAILS (2) - 10d NAILS MII-GE110-001Standard Gable End Detail SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace Maximum Stud Length 2x4 DF/SPF Std/Stud 12" O.C.4-6-3 7-1-7 16" O.C.4-1-3 6-2-0 24" O.C.3-5-8 5-0-7 NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. - L-Bracing Refer to Section B-B** B B + + + + (4) - 16d Nails (2) - 10d Nails into 2x6 16d Nails Spaced 6" o.c. Vertical Stud Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6" o.c. SECTION B-B PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. DIAGONAL BRACE 9-0-5 8-2-7 6-10-15 2x4 DF/SPF Std/Stud 2x4 DF/SPF Std/Stud Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. 5-0-7 4-4-5 3-6-11 ** 2 DIAGONAL BRACES AT 1/3 POINTS 13-6-8 12-3-10 10-4-7 Diag. Brace at 1/3 points if needed STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. Page 1 of 2MiTek USA, Inc. 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-SHEET 2Standard Gable End Detail Trusses @ 24" o.c. Roof Sheathing 1'-3" Max. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d (0.131" X 3.5") NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d (0.131" X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. End Wall Diag. Brace at 1/3 points if needed 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131" X 3.5") NAILS EACH. FASTEN PURLIN TO BLOCKING W/ TWO 16d (0.131" X 3.5") NAILS (MIN) CEILING SHEATHING IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d (3.5"x0.131") NAILS ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10, 16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131" X 3") NAILS SPACED 6" O.C. - FOR WIND SPEEDS 120-150 MPH (ASCE 7-98, 02, 05), 150-190 MPH (ASCE 7-10, 16) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) STRUCTURAL GABLE TRUSS SCAB ALONG VERTICAL MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD NOTE : THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STRUCTURAL GABLE TRUSS STANDARD GABLE TRUSS AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. HORIZONTAL BRACE (SEE SECTION A-A) Page 2 of 2MiTek USA, Inc. 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) P 12 GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2 ) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4 ) 10d (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3 ) 10d (0.131" X 3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3 ) 16d (0.131" X 3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3 ) 16d (0.131" X 3.5") TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS ) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2 ) 16d (0.131" X 3.5") NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2 ) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d (0.131" X 3") NAILS 6" O.C.. RIDGE BOARD ( SEE NOTE #6 ) POST ( SEE NOTE #8 )VALLEY RAFTERS ( SEE NOTE #2) VALLEY PLATE ( SEE NOTE #4 ) TRUSS TYPICAL ( 24" O.C. ) TRUSS MUST BE SHEATHED GABLE END, COMMON TRUSS OR GIRDER TRUSS POST ( SEE NOTE #8 ) LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10, ASCE 7-16 115 MPH (MWFRS) GABLE END, COMMON TRUSS OR GIRDER TRUSS NOTE: 48" O.C. MAXIMUM POST SPACING MII-VALLEY1CONVENTIONAL VALLEY FRAMING DETAIL PLAN DRAWING PLAN SECTION POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. Page 1 of 1MiTek USA, Inc. 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) 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) 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 100 KEDRON DR PEACHTREE CITY, GA 30269 770-922-8000 www.tpinspection.com with offices in Trussville AL, Conyers GA, Duluth MN, Farmington MO, Springfield OR, Vancouver WA, Langley BC Canada E30-COM-MPCW Truss-20201111 CERTIFICATE OF MEMBERSHIP WITH TIMBER PRODUCTS INSPECTION, INC. (TP) Be it known that since January 31, 2013 STONE TRUSS, LLC 507 Jones Road, Oceanside, CA 92058 is a member of TP’s IAS-accredited Metal Plate Connected Wood Truss Auditing Program in good standing and in compliance with regard to our oversight of internal truss plant quality control. To remain in good standing, this member has contractually agreed to: 1) Manufacture metal plate connected wood trusses under the most current version of the ANSI/TPI 1 standard. 2) Maintain complete and up to date internal quality control records. 3) Check at least three trusses per line, per setup, per shift, per week. 4) Apply the TP mark to, and only to, products which have been proven through applicable monitoring. 5) 6) 7) DAVID CONNER, SVP-Operations 8) TIMBER PRODUCTS INSPECTION 100 Kedron Dr, Peachtree City, GA 30269 Reaffirmed as of February 13, 2025 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