REVIEWED BLD2022-0068+Structural_Calculations+1.16.2022_3.10.56_PM+2623477Project: General Calcs
Location: Hennessey Roof Support beam
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 10.5 IN x 15.0 FT
24F-V4 - Visually Graded Western Species - Dr Use
Section Adequate By: 7.4%
Controlling Factor: Moment
CAUTIONS
The design dead load deflection exceeds the default maximum of 1/4" on span
DEFLECTIONS Center
Live Load 0.56 IN L/320
Dead Load 0.35 in
Total Load 0.91 IN L/197
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 2250 lb 2250 lb
Dead Load 1410 lb 1410 lb
Total Load 3660 lb 3660 Ib
Bearing Length 1.61 in 1.61 in
BEAM DATA Loenrer
Span Length 15 ft
Unbraced Length -Top 1.33 ft
Unbraced Length -Bottom 15 ft
Live Load Duration Factor 1.15
Camber Adj. Factor 1.5
Camber Required 0.53
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Val
s
Adjusted
Bending Stress: Fb = 2
00 psi
Controlled by.
Fb_cmpr = 1
50 psi
Fb' = 2750 psi
Cd=1.15 CI=1
00
Shear Stress: Fv =
65 psi
Fv' = 305 psi
Cd=1.15
Modulus of Elasticity: E = 1
00 ksi
E' = 1800 ksi
Comp. L to Grain: Fc - L =
50 psi
Fc - L' = 650 psi
Controlling Moment: 13724 ft-lb
7.5 Ft from left support of span 2 (Center Sp
n)
Created by combining all dead loads and liv
loads on
span(s) 2
Controlling Shear: 3660 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and liv
loads on
span(s) 2
Comparisons with required sections:
a 'd
Provided
Section Modulus: 5
.89 in3
64.31 in3
Area (Shear): 1
.01 in2
36.75 in2
Moment of Inertia (deflection): 30
.74 in4
337.64 in4
Moment: 1
724 ft-lb
14738 ft-lb
Shear:
660lb
7466lb
S
page
Dante Palmaffy
Str_u_Calc 9.0
StruCalc Version 10.2.1.0
1/16/2022 2:51:58 PM or
BLD2022-0068 (RECEIVED
Jan 25 2022
CITY OF EDMONDS
(2) _
DEVELOPMENT SERVICES
DFRARTMFNT
Project: General Calcs
Location: Hennessey Center Roof Support be,
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.5INx15.0INx24.0FT
24F-V4 - Visually Graded Western Species - C
Section Adequate By: 19.9%
Controlling Factor: Deflection
CAUTIONS
The desion dead load deflection exceeds the
page
Dante Palmaffy
_StruCalc 9.0 _
StruCalc Version 10.2.1.0 1/16/2t)22 2:53:06 PM °f
Use
ult maximum of 1/4" on spans
DEFLECTIONS
Center
Live Load
0.80
IN L/358
Dead Load
0.53
in
Total Load
1.33
IN L/216
Live Load Deflection Criteria: L/240 Total
Load Deflection Criteria: L/180
REACTIONS
A
--------
B
-- --------- ----------
Live Load
3600
lb 3600 lb
Dead Load
2375
lb 2375 lb
Total Load
5975
lb 5975 lb
Bearing Length
1.67
in 1.67 in
Span Length
24 ft
Unbraced Length -Top
2 ft
Unbraced Length -Bottom
24 ft
Live Load Duration Factor
1.15
Camber Adj. Factor
1.5
Camber Required
0.8
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Val
es Adjusted
Bending Stress: Fb =
2400 psi Controlled by:
Fb_cmpr =
1850 psi Fb' = 2645 psi
Cd=1.15 Cl=
1. 00 Cv=0.96
Shear Stress: Fv =
65 psi Fv' = 305 psi
Cd=1.15
Modulus of Elasticity: E =
1 00 ksi E' = 1800 ksi
Comp. -L to Grain: Fc -
350 psi Fc -1' = 650 psi
Controlling Moment: 35848 ft-lb
12.0 Ft from left support of span 2 (Center
E pan)
Created by combining all dead loads and live
loads on span(s) 2
Controlling Shear: -5975 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and liv
loads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus: 152.66 in3 206.25 in3
Area (Shear): 29.41 in2 82.5 in2
Moment of Inertia (deflection): 1290.31 in4 1546.88 in4
Moment: 15848 ft-lb 45453 ft-lb
Shear: 5975 lb 16761 lb
Uniform Live Load
300
plf
Uniform Dead Load
180
plf
Beam Self Weight
18
plf
Total Uniform Load
498
plf
Project: General Calcs
Location: Hennessey French door header
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.5INx9.25INx9.0FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 24.9%
Controlling Factor: Moment
Live Load 0.10 IN L/1081
Dead Load 0.06 in
Total Load 0.16 IN L/664
Live Load Deflection Criteria: L/240 Total Lo d
REACTIONS A_ B
Live Load
1125
lb 1125
lb
Dead Load
707
lb 707
lb
Total Load
1832
lb 1832
lb
Bearing Length
0.84
in 0.84
in
BEAM DATA
Cente
Span Length
9 ft
Unbraced Length -Top
2 ft
Unbraced Length -Bottom
9 ft
Live Load Duration Factor
1.15
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Bending Stress: Fb = 900
Cd=1.15 C1=1. 00
Shear Stress: Fv = 180
Cd=1.15
Modulus of Elasticity: E = 1600
Comp. 1 to Grain: Fc - J- = 625
Controlling Moment: 4121 ft-lb
4.5 Ft from left support of span 2 (Center Spa )
Created by combining all dead loads and live o
Controlling Shear: 1832 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live
i Fv' = 207 psi
i E' = 160n ksi
i Fc -1' = 625 psi
s on span(s) 2
on span(s) 2
Comparisons with required sections: R 'd Provided
Section Modulus: 39.95 in3 49.91 in3
Area (Shear): 13.27 in2 32.38 in2
Moment of Inertia (deflection): 62.53 in4 230.84 in4
Moment: 412 ft-lb 5148 ft-lb
Shear: 1832 lb 4468lb
page
Dante Palmaffy
StruCalc 9.0
StruCalc Version 10.2.1.0
1/16/2022 2:54:55 PM
of