2016-00284Project: 216102
Location: 03 NEW DROPPED KIT/DIN HDR OPT. STEEL
Multi -Loaded Multi -Span Beam
[2015 International Building Code(AISC 14th Ed ASD)
A992-50 W8x28 x 16.67 FT
Section Adequate By: 72.5% 1�C
Controlling Factor. Deflection
Live Load 0.32 IN U621 /
Dead Load 0.14 in
Total Load 0.46 IN U435
Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240
REACTIONS A_
B
Live Load 4393 Ib
4393 Ib
Dead Load 1884 Ib
1884 Ib
Total Load 6277 Ib
6277 Ib
Bearing Length 0.86 in
0.86 in
BEAM DATA
Center
Span Length
16.67 ft
Unbraced Length -Top
16.67 ft
Unbraced Length -Bottom
16.67 ft
W8x28 - A992-50
Properties:
Yield Stress:
Fy =
50 ksi
Modulus of Elasticity:
E =
29000 ksi
Depth:
d =
8.06 in
Web Thickness:
tw =
0.29 in
Flange Width:
bf =
6.54 in
Flange Thickness:
tf =
0.47 in
Distance to Web Toe of Fillet:
k =
0.86 in
Moment of Inertia About X X Axis:
Ix =
98 in4
Section Modulus About X X Axis:
Sx =
24.3 in3
Plastic Section Modulus About X -X Axis:
ZX =
27.2 in3
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
FSR =
7.03
Allowable Flange Buckling Ratio:
AFBR =
9.15
Web Budding Ratio:
WBR =
22.25
Allowable Web Buckling Ratio:
AWBR =
90.55
Controlling Unbraced Length:
Lb =
16.67 It
Limiting Unbraced Length -
for lateral -torsional buckling:
Lp =
5.72 It
for Eqn. F2-2:
Lr =
21 It
Nominal Flexural Strength w/ safety factor.
Mn =
49647 ft -Ib
Controlling Equation:
F2-2
Web height to thickness ratio:
h/tw =
22.25
Limiting height to thickness ratio for eqn. G2-2: h/tw-limit =
53.95
Cv Factor.
Cv =
1
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor.
Vn =
45942 Ib
Controlling Moment 26156 ft -Ib
6.34 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear. 6276 Ib
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections:
a 'd
Provided
Moment of Inertia (deflection):
56.81 in4
98 in4
Moment:
26156 ft -Ib
49647 ft -Ib
Shear.
6276 lb
45942 lb
page
- = gosh Pemble
DFP Planning & Design /
9100 Baltimore St. NE Suite 106
`- Blaine, MN 55449
StruCalc Version 9.0.2.5 1/14/2016 3:53:54 PM
UNIFORM LOADS Center
Uniform Live Load 527 plf
Uniform Dead Load 198 plf
Beam Self Weight 28 plf
Total Uniform Load 753 pif