Contents AISC 360 10 Example 003

User Manual: AISC-360-10 Example 003

Open the PDF directly: View PDF PDF.
Page Count: 4

Software Verification
PROGRAM NAME:
ETABS
REVISION NO.:
0
AISC-360-10 Example 003
COMPOSITE COLUMN DESIGN
EXAMPLE DESCRIPTION
Determine if the 14-ft.-long filled composite member illustrated below is
adequate for the indicated axial forces, shears, and moments. The composite
member consists of an ASTM A500 Grade B HSS with normal weight (145
lb/ft3) concrete fill having a specified compressive strength,
5 ksi.
′=
c
f
GEOMETRY, PROPERTIES AND LOADING
Member Properties
HSS10x6 x⅜
E = 29,000 ksi
Fy = 46 ksi
Loading
r
Mr = 120.0 kip-ft
Vr = 17.1 kips
Geometry
Height, L = 14 ft
AISC-360-10 Example 003 - 1
Software Verification
PROGRAM NAME:
ETABS
REVISION NO.:
0
TECHNICAL FEATURE OF ETABS TESTED
Tension capacity of composite column design.
RESULTS COMPARISON
Independent results are referenced from Example I.1 from the AISC Design
Examples, Version 14.0.
Output Parameter ETABS Independent Percent
Difference
Required Strength, Fu (k) 129 129 0.00%
Available Strength, ΦPn (kip) 342.9 354.78 -3.35%
Required Strength, Mu (k-ft) 120 120 0.00%
Available Strength, ΦbMn (k-ft) 130.58 130.5 0.06%
Interaction Equation H1-1a 1.19 1.18 0.85%
COMPUTER FILE: AISC-360-10 EXAMPLE 003.EDB
CONCLUSION
The ETABS results show an acceptable comparison with the independent results.
AISC-360-10 Example 003 - 2
Software Verification
PROGRAM NAME:
ETABS
REVISION NO.:
0
HAND CALCULATION
Properties:
Materials:
ASTM A500 Grade B Steel
E = 29,000 ksi, Fy = 46 ksi, Fu = 58 ksi
5000 psi normal weight concrete
Ec = 3,900 ksi,
5 ksi,
′=
c
f
wconcrete = 145 pcf
Section dimensions and properties:
HSS10x6x⅜
H = 10.0 in, B= 6.00 in, t = 0.349 in
As = 10.4 in2, Isx = 137 in4, Zsx=33.8 in3, Isy = 61.8 in4
Concrete area
ht = 9.30 in., bt = 5.30 in., Ac = 49.2 in.2, Icx = 353 in4, Icy = 115 in4
Compression capacity:
Nominal Compressive Strength:
ΦcPn= 354.78 kips as computed in Example I.4
Bending capacity:
Maximum Nominal Bending Strength:
Zsx = 33.8 in3
23
233
0.192 where
4
5.30 (9.30) 0.192 (0.349) 114.7 in.
4
ii
c ii
bh
Z r rt
•
= −• =
•
= −• =
0.85
2
0.85 5 115 1,798.5 kip-in.
46 33.8 149.9 kip-ft
2 12 in./ft
′
••
=•+
••
=•+ = =
c
D y sx
f Zc
M FZ
AISC-360-10 Example 003 - 3
Software Verification
PROGRAM NAME:
ETABS
REVISION NO.:
0
Available Bending Strength:
0.85
2(0.85 4 ) 2
0.85 5 49.2 9.30
2(0.85 5 5.30 4 0.349 50) 2
1.205 4.65
=1.205 in.
′
••
= ≤
′
• • + ••
••
= ≤
•• +• •
= ≤
cc i
n
ci y
fA h
hf b tF
2 23
2 2 0.349 (1.205) 1.01 in.
sn n
Z th= •• = • • =
2 23
5.30 (1.205) 7.70 in.
cn i n
Z bh=•= • =
0.85
2
0.85 5 7.76 1,740 kip-in.
1,800 46 1.02 144.63 kip-ft
2 12 in./ft
′
••
= −• −
••
= −• − = =
c cn
nx D y sn
fZ
M M FZ
0.9 144.63 130.16 kip-ft
b nx
MΦ=• =
Interaction Equation H1-1a:
81.0
9

+≤

Φ• Φ•

uu
c bn
PM
Pn M
129 8 120 1.0
354.78 9 130.16

+≤


1.18 > 1.0 n.g.
AISC-360-10 Example 003 - 4

Navigation menu