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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 />Job
<br />25-0691-001
<br />Truss
<br />C01
<br />Truss Type
<br />MONOPITCH GIRDER
<br />Qty
<br />1
<br />Ply
<br />2
<br />Raising Cane's #C1032
<br />Job Reference (optional)
<br />R89895419
<br />Run: 8.810 s Mar 20 2025 Print: 8.830 s Aug 14 2025 MiTek Industries, Inc. Tue Aug 26 16:55:28 2025 Page 1 Precision Truss, Citrus Heights, CA
<br />ID:tU1woLeiXBgGwrpxhgDG1JywmId-xiA80zFgUDpic_jYMbc1UVh2IkMUuZ1J_XpOyZyjuGD
<br />Scale = 1:43.4
<br />1 2 3 4 5 6 7 8
<br />16 15 14 13 12 11 10
<br />9
<br />18
<br />17
<br />19
<br />20 21 22 23 24 25 26 27 28
<br />29 30 31 32 33 34 35 36 37 38 39 40 41 42 43
<br />443x5
<br />3x4
<br />4x6 8x8 4x10
<br />8x10
<br />3x8
<br />3x4
<br />3x4
<br />3x4 3x8
<br />4x10
<br />5x12
<br />3x6
<br />2x4
<br />MUS26 LUS24 LUS24
<br />LUS24
<br />LUS24
<br />LUS24
<br />LUS24
<br />LUS24 LUS24
<br />LUS24
<br />LUS24
<br />LUS24
<br />2-0-0
<br />2-0-0
<br />5-2-1
<br />3-2-1
<br />10-0-9
<br />4-10-8
<br />14-11-1
<br />4-10-8
<br />19-9-9
<br />4-10-8
<br />24-11-10
<br />5-2-1
<br />0-5-10
<br />0-5-10
<br />2-0-0
<br />1-6-6
<br />5-2-1
<br />3-2-1
<br />10-0-9
<br />4-10-8
<br />14-11-1
<br />4-10-8
<br />19-9-9
<br />4-10-8
<br />24-11-10
<br />5-2-1
<br />1-
<br />3
<br />-
<br />1
<br />0
<br />7-
<br />0
<br />-
<br />8
<br />2-
<br />4
<br />-
<br />2
<br />2-
<br />9
<br />-
<br />1
<br />2
<br />1-
<br />0
<br />-
<br />0
<br />0.25 12
<br />Plate Offsets (X,Y)-- [3:0-3-0,0-4-8], [11:0-4-0,0-4-8], [13:0-3-9,0-1-8], [14:0-3-9,0-2-0], [17:0-4-0,0-2-4]
<br />LOADING (psf)
<br />TCLL
<br />TCDL
<br />BCLL
<br />BCDL
<br />20.0
<br />15.0
<br />0.0 *
<br />10.0
<br />SPACING-
<br />Plate Grip DOL
<br />Lumber DOL
<br />Rep Stress Incr
<br />Code
<br />2-0-0
<br />1.25
<br />1.25
<br />NO
<br />IBC2021/TPI2014
<br />CSI.
<br />TC
<br />BC
<br />WB
<br />Matrix-MS
<br />0.49
<br />0.78
<br />0.87
<br />DEFL.
<br />Vert(LL)
<br />Vert(CT)
<br />Horz(CT)
<br />Wind(LL)
<br />in
<br />-0.21
<br />-0.60
<br />0.07
<br />0.09
<br />(loc)
<br />12-13
<br />12-13
<br />10
<br />12-13
<br />l/defl
<br />>999
<br />>491
<br />n/a
<br />>999
<br />L/d
<br />360
<br />240
<br />n/a
<br />240
<br />PLATES
<br />MT20
<br />Weight: 345 lb FT = 20%
<br />GRIP
<br />220/195
<br />LUMBER-
<br />TOP CHORD 2x6 DF No.2 G
<br />BOT CHORD 2x6 DF No.2 G *Except*
<br />17-18: 2x4 DF No.1&Btr G
<br />WEBS 2x4 DF Std G *Except*
<br />14-17: 2x4 DF No.1&Btr G
<br />OTHERS 2x6 DF No.2 G
<br />BRACING-
<br />TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins,
<br />except end verticals.
<br />BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
<br />REACTIONS.(lb/size)18=1664/0-5-8, 10=1648/0-2-11
<br />Max Horz 18=214(LC 66)
<br />Max Uplift 18=-358(LC 8), 10=-127(LC 12)
<br />Max Grav 18=3293(LC 29), 10=3448(LC 36)
<br />FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
<br />TOP CHORD 1-18=-3207/694, 1-20=-5253/1718, 2-20=-5252/1718, 2-21=-4958/1622, 3-21=-4950/1622,
<br /> 3-22=-9999/1195, 22-23=-9996/1196, 23-24=-9996/1196, 4-24=-9995/1198,
<br />4-25=-9456/1138, 25-26=-9454/1140, 5-26=-9453/1142, 5-27=-6207/773, 6-27=-6206/774,
<br /> 7-10=-478/80
<br />BOT CHORD 15-30=-160/430, 30-31=-160/430, 14-31=-160/430, 14-32=-1232/7165, 32-33=-1232/7165,
<br /> 33-34=-1232/7165, 13-34=-1232/7165, 13-35=-1255/9993, 35-36=-1255/9993,
<br />36-37=-1255/9993, 12-37=-1255/9993, 12-38=-1194/9451, 38-39=-1194/9451,
<br />39-40=-1194/9451, 11-40=-1194/9451, 11-41=-810/6030, 41-42=-810/6030,
<br />42-43=-810/6030, 10-43=-810/6030, 18-44=-900/1424, 17-44=-900/1424
<br />WEBS 14-17=-1112/7088, 3-14=-994/284, 3-13=-305/3224, 4-13=-336/191, 4-12=-901/65,
<br />5-12=-49/1412, 5-11=-3715/408, 6-11=-192/2708, 6-10=-6445/842, 15-17=-399/1103,
<br />2-17=-120/559, 3-17=-2549/630, 1-17=-1013/5463
<br />NOTES-(16)
<br />1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
<br />Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
<br />Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
<br />Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
<br />2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
<br />ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
<br />3) Unbalanced roof live loads have been considered for this design.
<br />4) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed;
<br />MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
<br />and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
<br />5) Provide adequate drainage to prevent water ponding.
<br />6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
<br />7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
<br />will fit between the bottom chord and any other members.
<br />Continued on page 2
<br />VERTICAL SUPPORT OF FREE END
<br />OF CHORD IS REQUIRED.
<br />August 27,2025
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