HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 20-00172 - 4300 W Ruby St - New SFR - CancelledSTRUCTURAL ONLY
Project:
Location: RB-12
page
of
Garrett Jenkins
Iridium AE
635 W 5300 S Suite 203
Murray, UT 84123
StruCalc Version 10.0.1.6 2/28/2020 2:37:47 PM
Multi-Loaded Multi-Span Beam
[2015 International Building Code(AISC 14th Ed ASD)]
A992-50 W4x13 x 10.75 FT (4 + 6.8)
Section Adequate By: 47.8%
Controlling Factor: Deflection
DEFLECTIONS
Live Load
Dead Load
Total Load
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
0.18
0.02
0.20
IN 2L/532
in
IN 2L/476
Left
0.06
0.01
0.07
IN L/1462
in
IN L/1224
Center
REACTIONS
Live Load
Dead Load
Total Load
Uplift (1.5 F.S)
Bearing Length
A
2517
929
3446
0
0.60
lb
lb
lb
lb
in
B
1284
418
1702
-111
0.60
lb
lb
lb
lb
in
BEAM DATA
Span Length
Unbraced Length-Top
Unbraced Length-Bottom
4
0
4
ft
ft
ft
Left
6.75
0
6.75
ft
ft
ft
Center
STEEL PROPERTIES
W4x13 - A992-50
Properties:
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flange Width:
Flange Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Plastic Section Modulus About X-X Axis:
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
Allowable Flange Buckling Ratio:
Web Buckling Ratio:
Allowable Web Buckling Ratio:
Controlling Unbraced Length:
Limiting Unbraced Length -
for lateral-torsional buckling:
for Eqn. F2-2:
Nominal Flexural Strength w/ safety factor:
Controlling Equation:
Web height to thickness ratio:
Limiting height to thickness ratio for eqn. G2-2:
Cv Factor:
Controlling Equation:
Nominal Shear Strength w/ safety factor:
Controlling Moment:
Over left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear:
At right support of span 1 (Left Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections:
Moment of Inertia (deflection):
Moment:
Shear:
Fy =
E =
d =
tw =
bf =
tf =
k =
Ix =
Sx =
Zx =
FBR =
AFBR =
WBR =
AWBR =
Lb =
Lp =
Lr =
Mn =
F2-2
h/tw =
h/tw-limit =
Cv =
G2-2
Vn =
-3528 ft-lb
-1764 lb
50
29000
4.16
0.28
4.06
0.35
0.6
11.3
5.46
6.28
5.88
9.15
10.61
90.55
6.75
3.53
19.21
14410
10.61
53.95
1
23296
ksi
ksi
in
in
in
in
in
in4
in3
in3
ft
ft
ft
ft-lb
lb
7.65
-3528
-1764
in4
ft-lb
lb
Req'd
11.3
14410
23296
in4
ft-lb
lb
Provided
LOADING DIAGRAM
A B4 ft 6.75 ft
w
1
UNIFORM LOADS
Uniform Live Load
Uniform Dead Load
Beam Self Weight
Total Uniform Load
329
99
13
441
plf
plf
plf
plf
Left
100
30
13
143
plf
plf
plf
plf
Center
POINT LOADS - CENTER SPAN
Load Number
Live Load
Dead Load
Location
1420
608
4.5
lb
lb
ft
One
NOTES