REVIEWED BLD BLD2024-0666+Truss Specs+5.16.2024_1.59.00_PM+4262648Job
russ
I russ I ype
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Western Forest Products Inc-MV
A 162793
A01
FINK
4
1
Job Reference (optional)
fhe Truss Co., Burlington, WA, 98233, Monica Self Run: 8.730 s Feb 22 2024 Print: 8.730 s Feb 22 2024 MiTek Industries, Inc. Wed May 1 03:26:47 2024 Page 1
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7-0-1 12-6-0 17-11-15 25-0-0
7-0-1 5-5-15 5-5-15 7-0-1
Scale = 1:40.0
5x8 =
cm
4x6 = 4x6 = 4x6 = 5x8 =
Plate Offsets (X,Y)--[1:0-2-15,0-2-8],[5:0-2-15,0-2-8]
LOADING (psf)
SPACING- 6-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 25.0
(Roof Snow=25.0)
Plate Grip DOL 1.15
TC 0.60
Vert(LL) -0.23 6-8 >999 240
MT20 220/195
TCDL 5.0
Lumber DOL 1.15
BC 0.62
Vert(CT) -0.28 6-8 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.50
Horz(CT) 0.09 5 n/a n/a
BCDL 1.0
Code IBC2018/TP12014
Matrix-SH
Weight: 132 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 DF SS
TOP CHORD 2-0-0 oc purlins (2-11-15 max.).
BOT CHORD 2x6 DF SS
BOT CHORD 5-11-0 oc bracing: 1-5
WEBS 2x4 DF Stud
REACTIONS. (lb/size) 1=2282/0-5-8 (min. 0-2-8), 5=2282/0-5-8 (min. 0-2-8)
Max Horz 1=-143(LC 11)
Max Upliftl=-902(LC 6), 5=-902(LC 7)
Max Grav 1=2332(LC 16), 5=2332(LC 17)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-9=-5635/2048, 2-9=-5276/2068, 2-3=-4501/1803, 3-4=-4501/1804,
4-10=-5276/2069,
5-10=-5635/2049
BOT CHORD 1-8=-1927/5154, 7-8=-1111/3392, 6-7=-1111/3392, 5-6=-1823/5154
WEBS 2-8=-1595/654, 3-8=-566/1500, 3-6=-567/1500, 4-6=-1595/655
NOTES-
1) Wind: ASCE 7-16; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=3.Opsf; BCDL=0.6psf; h=25ft; Cat. II; Exp B; Pr. Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.20
3) Unbalanced snow loads have been considered for this design.
4) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be
added to the bottom chord.
5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify
adequacy of top chord dead load.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 902 lb uplift at joint 1 and 902 lb uplift at joint
5.
LOAD CASE(S) Standard
RECEIVED
May 17 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
BLD2024-0666 DEPARTMENT
................................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT