0125_001Project: M2880A3FT-5
Location: 04. DINING ROOM DOOR HEADER 3/11/2020
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.5INx15.0INx10.0FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 35.3%
Controlling Factor: Shear
DEFLECTIONS
Center
Live Load
0.11 IN U1118
Dead Load
0.06 in
Total Load
0.17 IN U719
Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360
REACTIONS
A _Q
Live Load
3190 lb 4382 lb
Dead Load
1688 lb 2471 lb
Total Load
4878 lb 6853 lb
Bearing Length
2.14 in 3.01 in
BEAM DATA
Center
Span Length
10 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
10 ft
Live Load Duration Factor
1.00
Camber Adj. Factor
1
Camber Required
0.06
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values Adjusted
Bending Stress: Fb = 2400 psi Controlled by:
Fb_cmpr = 1850 psi Fb' = 2400 psi
Cd=1.00
Shear Stress: Fv = 265 psi Fv' = 265 psi
Cd=1.00
Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi
Comp. -L to Grain: Fc -1= 650 psi Fc - -L = 650 psi
Controlling Moment: 17654 ft-lb
5.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -6853 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus: 88.27 in3 131.25 in3
Area (Shear): 38.79 in2 52.5 in2
Moment of Inertia (deflection): 492.56 in4 984.38 in4
Moment: 17654 ft-lb 26250 ft-lb
Shear: -6853 lb 9275lb
page
Jeffrey deRou let /
StruCalc Version 10.0.1.4 3/17/2020 2.46:41 PM or
A
to «
UNIFORM LOADS
Center
Uniform Live Load
410 pif
Uniform Dead Load
105 pif
Beam Self Weight
11 plf
Total Uniform Load
526 plf
POINT LOADS - CENTER
SPAN 1
Load Number One
Two
Live Load 1780 8 lb
1691 lb
Dead Load 1068 lb
1127 lb
Location 5.5 ft
8 ft
TRAPEZOIDAL LOADS
Load Number
- CENTER SPAN
One
Left Live Load
0 pif
Left Dead Load
80 plf
Right Live Load
0 plf
Right Dead Load
80 plf
Load Start
0 ft
Load End
10 ft
Load Length
10 ft
J1047991F2 IF12
'BL`) 2019 - 0(. S-7,
2 i 1
0-1-8
H I- �=6•�---I
1.9 4 0-0-10
I— - — -I
6'-0" 2x6 DF No.2 scab to
one face
0 1-8
Scale = 1:33.0
2 1/2" NOTCH�T/C 1.5x4 II
2x4 II 3x4 = 1.5x4 11 4x4 = 3x4 II 3x6 FP = 3x6 — 1.5x4 11 3x4 = 2x4 11
1 2 3 4 .9 6 7 89 10 11
22 6
211
3x4 3x6 3x6 FP= 3x8 == 3x4 = 3x4
REPAIR: Notch in top chord 7-8 and web 7-14 as shown. 3x4
1) Attach a 2x6 DF No.2 scab (6'-0" long) to one face of the top chord using Simpson SIDS 1/4"x5" woodscrews; 1-row staggered and
spaced at 4" o.c. in all members
2) Attach a 2x6 DF No.2 scab (full length) to one face of web extending into top chord using Simpson SIDS 1/4"x5" woodscrews; 1-row
staggered and spaced at 4"o.c. in all members.
9-9-4 - - 10.8.2 -
Plate_ --
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.03 12-13 >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(CT) -0.09 12-13 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 12 n/a n/a
BCDL 5.0 Code IRC2015ITP12014 Matrix-SH Weiaht: 91 lb FT = 20%F. 9%E
LUMBER- BRACING -
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 HF No.2(flat) end verticals.
WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 0.5-8.
(lb) - Max Grav All reactions 250 lb or less at joint(s) except 18=453(LC 3), 18=402(LC 1), 12=498(LC 4), 15=1346(LC 1),
15=1346(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-690/42, 3-4=-690/42, 4-5=0/830, 5-6=0/832, 6-7=0/832, 7-8=-847/0, 8-9=-847/0, 9-10=-847/0
BOT CHORD 17-18=0/614, 16-17=-318/199, 15-16=-318/199, 14-15--172/408, 13-14=0/847, 12-13=0/701
WEBS 2-18=-697/0, 3-17=-255/0, 4-17=0/672, 4-15=-910/0, 7-15=-1158/0, 7-14=0/583, 10-12=-796/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Attach ribbon block to truss with 3-10d nails applied to flat face.
3) Non Standard bearing condition. Review required.
4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
1 v55 SnI X ti.i- nu,.. Q^( g+ 4fz _.
EXPIRES 04-11-20
FEBRUARY 19, 2020