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400 Sunrise Ave., Suite 270
<br />Roseville, CA 95661
<br />916.755.3571 / MiTek-US.com
<br />Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
<br />a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
<br />building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
<br />is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
<br />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)
<br />BCSI Building Component Safety Information
<br />WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE.
<br />and available from the Structural Building Component Association (www.sbcscomponents.com)
<br />412 3612
<br />=4x5
<br />=5x8
<br />=3x5
<br />=4x10
<br />=3x5
<br />=3x5
<br />=4x10
<br />=3x5
<br />=3x6
<br />=10x10
<br />=3x5
<br />=3x5
<br />=3x5
<br />=5x12
<br />=4x10
<br />=3x5
<br />=3x5
<br />=3x5
<br />=3x5
<br />=5x8
<br />=4x5
<br />=5x5
<br />=3x5
<br />=3x5
<br />=4x5
<br />1 13
<br />55242322 2120 19 18 17 16 15 14
<br />1225442
<br />43 44 53523
<br />45 11
<br />4 5146105
<br />50474996
<br />48
<br />7 8
<br />0-1-2
<br />32-5-4
<br />0-1-14
<br />13-6-0
<br />1-0-0
<br />46-1-12
<br />1-11-4
<br />-1-11-4
<br />0-11-6
<br />27-3-10
<br />4-2-8
<br />9-3-8
<br />4-0-10
<br />13-4-2
<br />5-1-0
<br />5-1-0
<br />5-10-13
<br />38-4-1
<br />6-6-15
<br />26-4-4
<br />6-3-5
<br />19-9-5
<br />6-9-11
<br />45-1-12
<br />5-0-9
<br />32-4-3
<br />0-0-12
<br />0-0-12
<br />4-2-8
<br />9-3-8
<br />4-2-8
<br />13-6-0
<br />5-0-4
<br />5-1-0
<br />5-11-15
<br />38-4-1
<br />6-1-11
<br />32-4-3
<br />6-3-5
<br />19-9-5
<br />6-5-3
<br />26-2-8
<br />6-9-11
<br />45-1-12
<br />10
<br />-
<br />0
<br />-
<br />1
<br />0
<br />0-
<br />3
<br />-
<br />11
<br />0-
<br />3
<br />-
<br />1
<br />5
<br />2-
<br />9
<br />-
<br />1
<br />3
<br />0-
<br />3
<br />-
<br />8
<br />0-
<br />3
<br />-
<br />8
<br />6-
<br />3
<br />-
<br />1
<br />0
<br />6-
<br />7
<br />-
<br />2
<br />2-
<br />1
<br />-
<br />2
<br />8-
<br />8
<br />-
<br />4
<br />0-
<br />8
<br />-
<br />1
<br />0
<br />9-
<br />4
<br />-
<br />1
<br />4
<br />Scale = 1:84.9
<br />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]
<br />Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
<br />TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.18 14-15 >999 240 MT20 220/195
<br />TCDL 16.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.50 14-15 >763 180
<br />BCLL 0.0*Rep Stress Incr YES WB 0.83 Horz(CT) 0.08 12 n/a n/a
<br />BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP Weight: 284 lb FT = 20%
<br />LUMBER
<br />TOP CHORD 2X4 DF No.2 G *Except* 9-10:2X4 DF
<br />No.1&Btr G
<br />BOT CHORD 2X4 DF No.2 G
<br />WEBS 2X4 DF Std G *Except* 5-17:2X4 DF No.2 G
<br />OTHERS 2X4 DF Std G
<br />BRACING
<br />TOP CHORD Structural wood sheathing directly applied or
<br />2-10-8 oc purlins, except end verticals.
<br />Except:
<br />6-0-0 oc bracing: 7-9
<br />BOT CHORD Rigid ceiling directly applied or 4-4-2 oc
<br />bracing.
<br />WEBS 1 Row at midpt 9-17, 10-16
<br />REACTIONS (size) 2=13-7-0, 12=0-3-8, 18=13-7-0,
<br />19=13-7-0, 20=13-7-0, 21=13-7-0,
<br />22=13-7-0, 23=13-7-0, 24=13-7-0
<br />Max Horiz 2=307 (LC 40)
<br />Max Uplift 2=-283 (LC 31), 12=-681 (LC 34),
<br />18=-344 (LC 34), 19=-83 (LC 2),
<br />21=-475 (LC 47), 23=-586 (LC 47)
<br />Max Grav 2=380 (LC 70), 12=1386 (LC 2),
<br />18=3226 (LC 2), 19=-9 (LC 34),
<br />20=67 (LC 18), 21=384 (LC 42),
<br />22=136 (LC 3), 23=314 (LC 42),
<br />24=474 (LC 71)
<br />FORCES (lb) - Maximum Compression/Maximum
<br />Tension
<br />TOP CHORD 1-2=0/47, 2-3=-727/683, 3-4=-1075/1364,
<br />4-6=-1387/2135, 6-7=-658/497, 7-8=-26/0,
<br />9-11=-2540/1311, 11-12=-3637/1868,
<br />12-13=0/24, 9-16=-25/981, 7-9=-368/317
<br />BOT CHORD 2-24=-733/519, 23-24=-531/317,
<br />22-23=-503/290, 21-22=-429/215,
<br />20-21=-1091/585, 19-20=-1032/526,
<br />18-19=-1017/424, 16-18=-1960/1309,
<br />15-16=-649/2309, 14-15=-1253/3405,
<br />12-14=-1712/3405
<br />WEBS 6-17=-451/203, 9-17=-1385/376,
<br />6-9=-418/289, 5-18=-2627/684,
<br />10-15=-10/615, 11-14=0/272, 4-21=-576/881,
<br />3-23=-401/487, 4-18=-1327/826,
<br />11-15=-1184/233, 3-21=-970/673,
<br />10-16=-1214/196, 5-17=-681/2766
<br />NOTES
<br />1) Unbalanced roof live loads have been considered for
<br />this design.
<br />2) Wind: ASCE 7-16; Vult=110mph (3-second gust)
<br />Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat.
<br />II; Exp C; Enclosed; MWFRS (envelope) exterior zone
<br />and C-C Exterior(2E) -2-0-9 to 2-5-9, Interior (1) 2-5-9 to
<br />46-1-9 zone; cantilever left and right exposed ; end
<br />vertical left and right exposed;C-C for members and
<br />forces & MWFRS for reactions shown; Lumber
<br />DOL=1.60 plate grip DOL=1.60
<br />3) Truss designed for wind loads in the plane of the truss
<br />only. For studs exposed to wind (normal to the face),
<br />see Standard Industry Gable End Details as applicable,
<br />or consult qualified building designer as per ANSI/TPI 1.
<br />4) All plates are 2x4 MT20 unless otherwise indicated.
<br />5) Gable studs spaced at 1-4-0 oc.
<br />6) This truss has been designed for a 10.0 psf bottom
<br />chord live load nonconcurrent with any other live loads.
<br />7) * This truss has been designed for a live load of 20.0psf
<br />on the bottom chord in all areas where a rectangle
<br />3-06-00 tall by 2-00-00 wide will fit between the bottom
<br />chord and any other members, with BCDL = 10.0psf.
<br />8) A plate rating reduction of 20% has been applied for the
<br />green lumber members.
<br />9) All bearings are assumed to be DF No.2 .
<br />10) Provide mechanical connection (by others) of truss to
<br />bearing plate capable of withstanding 283 lb uplift at joint
<br />2, 681 lb uplift at joint 12, 344 lb uplift at joint 18, 475 lb
<br />uplift at joint 21, 586 lb uplift at joint 23, 83 lb uplift at
<br />joint 19 and 283 lb uplift at joint 2.
<br />11) This truss has been designed for a moving concentrated
<br />load of 250.0lb live located at all mid panels and at all
<br />panel points along the Top Chord, nonconcurrent with
<br />any other live loads.
<br />12) This truss has been designed for a total drag load of
<br />3452 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33)
<br />Connect truss to resist drag loads along bottom chord
<br />from 0-0-0 to 45-1-0 for 76.6 plf.
<br />LOAD CASE(S) Standard
<br />Job Truss Truss Type Qty Ply 601 -603 W 10th St
<br />R91123157
<br />B01 Roof Special 2 1250894-Duplex Job Reference (optional)
<br />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
<br />ID:axw_ukKkokLuap_DvdjWAayMazT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f
<br />QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT
<br />LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE
<br />SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW.
<br />November 6,2025
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