Column Steel Structure

2. UTTARA UNIVERSITY
DEPARTMENT OF CIVIL & ENVIRONMENTAL
ENGINEERING

4. Types of Column
Long Column or Slender
Short Column
Intermediate Column

5. Steel Column
Standard Structural Steel Sections

6. Build-up Column Sections

7. ADVANTAGES OF STEEL COLUMN
High Strength : This means that the weight of
column that made of steel will be small.
Uniformity: Properties of steel do not change in
any portion of Column.
Elasticity : Steel follows Hook’s Law very
accurately.

8. ADVANTAGES OF STEEL COLUMN
Ductility : Steel can withstand extensive
deformation without failure under high tensile
stresses
Toughness : Steel has both strength and ductility

9. DISADVANTAGE OF STEEL COLUMN
The use of steel columns is very economical because of
their high strength and slenderness of a compressive
column is increased, its danger of buckling increases
The strength of structural steel member can be reduced
if this member is subjected to cyclic loading.
Under certain conditions steel may lose its ductility ,
and brittle fracture may occur at places of stress
concentration.

10. DESIGN METHOD
ASD=Allowable Strength Design
LRFD=Load Resistance Factored Design.

11. Load Combination
For ASD
 1D+1L
 0.75D+0.75L+0.75W
 0.75D+0.75L+0.75E
For LRFD
 1.4D
 1.2D+1.6L+0.5Lr
 1.2D+1.6Lr+(0.5L or 0.8W)
 1.2D+1.3W+0.5L + 0.5Lr
 1.2D±1E+0.5L
 0.9D±(1.3W or 1E)
D=Dead Load, L=Live Load,
W=Wind Load, E=Earthquake Load
Lr=Roof Live Load

12. The basic requirements for compression
members are covered in Chapter E of the
AISC Steel Manual. The basic form of
the relationship is
Pu  cPn = c(AgFcr)
where c is the resistance factor for
compression members (=0.9) and
Fcr is the critical buckling stress (inelastic
or elastic) and Fe is the elastic buckling
stress

13. The nominal strength Pn of rolled compression members
(AISC-E3) is given by
Pn = AgFcr
For inelastic columns or
For elastic columns or
Q =1 for majority of rolled H-shaped section (Standard W, S, and M
shapes); Others are covered later
yQF
E
r
KL
71.4 ye QFF 44.0
yQF
E
r
KL
71.4
  y
FQF
cr QFF ey /
658.0
ye QFF 44.0

14. Code Requirements
 ASD Formula
   























































































Cc
r
KL
r
KL
r
KL
E
Cc
r
KL
Cc
r
KL
Cc
r
KL
Cc
Fy
Fa
r
KL


22
2
3
2
149000
23
12
8
1
8
3
3
5
2
1
1


15. Construction process

16. Detailing

17. THANK YOU