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Job
<br />Truss
<br />Truss Type
<br />Qty
<br />Ply
<br />T31683313
<br />TTH72-80
<br />T01
<br />Hip Girder
<br />2
<br />n
<br />L
<br />Job Reference (optional)
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<br />ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-RfC?PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f
<br />-�1-0-Q 6-2-6 11-4-12 11 Ill 21-6-0 26-6-10 31-7-4 36-9-10 43-0-0 4,4-0-p
<br />1-0 d 6-21 5-2-0 5 0 10 5-0-10 5-0-10 5 0 10 5-2Fi 6-2 6
<br />5.00 12 6x8 = 2x4 11 4x8 = 7x8 = 4xB =
<br />3 21 22 4 23 24 5 2526 27 6 28 2930 7 31
<br />2x4 11 6xB =
<br />32 8 33 34 9
<br />Scale = 1:73.6
<br />5x8 = 20 35 36 19 37 38 1817 39 40 16 41 42 1514 43 44 t3 45 46 12 5x8 =
<br />2x4 11 5x8 = 7x8 WB = 4x8 = 2x4 11 5x8 = 2x4 11
<br />2x4 I I 7x8 WB =
<br />12: 11-4-12 16-5-6 21-0-0 26E-10 31-7-4 36-NO 43-0-0
<br />6-2-6 5 5-0-10 5-0-t0 5-0-10 5-0-10 5-2-6 6-2.
<br />LOADING (psf)
<br />SPACING-
<br />2-0-0
<br />CSI.
<br />DEFL.
<br />in
<br />(loc)
<br />I/deft
<br />Ud
<br />TCLL 20.0
<br />Plate Grip DOL
<br />1.25
<br />TC 0.57
<br />Vert(LL)
<br />0.82
<br />16
<br />>625
<br />240
<br />TCDL 7.0
<br />Lumber DOL
<br />1.25
<br />BC 0.35
<br />Vert(CT)
<br />-0.96
<br />16
<br />>534
<br />180
<br />BCLL 0.0
<br />Rep Stress Incr
<br />NO
<br />WB 0.72
<br />Horz(CT)
<br />0.13
<br />10
<br />n/a
<br />n/a
<br />BCDL 10.0
<br />Code FBC2020/TP12014
<br />Matrix-SH
<br />LUMBER -
<br />TOP CHORD
<br />2x4 SP No.2 "Except"
<br />3-6,6-9: 2x6 SP No.2
<br />BOT CHORD
<br />2x6 SP M 26
<br />WEBS
<br />2x4 SP No.3
<br />OTHERS
<br />2x4 SP No.3
<br />REACTIONS. (size) 2=0-3-8, 10=0-3-8
<br />Max Horz 2=-94(LC 23)
<br />Max Uplift 2=-1645(LC 8), 10=1722(1_C 8)
<br />Max Grav 2=2532(LC 1), 10=2602(LC 1)
<br />PLATES GRIP
<br />MT20 244/190
<br />Weight: 531 lb FT = 20%
<br />BRACING -
<br />TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins.
<br />BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing.
<br />FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
<br />TOP CHORD 2-3=-5972/3778, 3-4=-8812/5811, 4-5=-8810/5809, 5-6=11509/7662, 6-7=11509/7662,
<br />7-8=-8924/5934, 8-9=-8926/5936, 9-10=-6152/3976
<br />BOT CHORD 2-20=-3371/5458, 19-20=-3370/5475, 17-19=-7060/10896, 16-17=7060/10896,
<br />15-16=-7123/10952, 13-15=-7123/10952, 12-13=-3553/5641, 10-12=-3554/5625
<br />WEBS 3-20=0/450, 3-19=2515/3773, 4-19=-495/505, 5-19=-2340/1584, 5-17=0/383,
<br />5-16=-539/717, 6-16=-447/498, 7-16=-454/644, 7-15=0/383, 7-13=-2267/1515,
<br />8-13=-495/505, 9-13=-2451/3705, 9-12=0/449
<br />NOTES- (11)
<br />1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
<br />Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
<br />Bottom chords connected as follows: 2x6 - 2 rows staggered 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=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
<br />II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
<br />DOL=1.60 plate grip DOL=1.60
<br />5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
<br />to the use of this truss component.
<br />6) Provide adequate drainage to prevent water ponding.
<br />7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
<br />8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
<br />will fd between the bottom chord and any other members.
<br />9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1645 lb uplift at joint 2 and 1722 lb uplift
<br />at joint 10.
<br />This item has been
<br />electronically signed and
<br />sealed by Velez, Joaquin, PE
<br />using a Digital Signature.
<br />Printed copies of this
<br />document are not considered
<br />signed and sealed and the
<br />signature must be verified
<br />on any electronic copies.
<br />JoogWn Velez PE Ne.68192
<br />1Diek [ac. DBA kBIek G8A FL Cert 6634
<br />16023 Swiattky Ridge Rd.
<br />Chesterfield. NIO 63017
<br />Date:
<br />September 28,2023
<br />A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. MiTek"'
<br />Design valid for use only with MTek® 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 verity the applicability of design parameters and properly incorporate this design into the overall
<br />building tlesign. 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 16023 Swingley Ridge Rd.
<br />fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria and DSS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
<br />and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com
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