Step by step on how to design a distillation column with all equations and formulas. Provides in depth analysis to the procedure, application and method involved.
FOR ALTERNATE RINGS OTHERWISE EVERY BAR MUST BE TIED
S ≥ 3 in
Beam Specification: Column Breadth Column Width
X =20in
37.79019944
⅔d
Limit Value
5.666666667 in
2S ≤ 12 in
(Go to Long Column Design Sheet) Column Design: CHECK FOR FAILURE MODE : Eccentricity e 0 in
h= 10ft
(Column Behaves as Long Column)
Compression Force Reduction Factor Nominal Compressive Load Area of Steel Percentage of Steel
Φ Pn
0.7 157.1428571 kips 2 1.21 in 1%
As As (%)
Area of Steel Used as Main Bars
Ab
0.306
in2
Area of Steel Used as Rings
Av
0.11
in2
Provide Provide
NOTE:
4- #5 5-
(Always Use EVEN No. of Bars)
#3 Rest
@ @
5 12
in c/c in c/c
Minimum 4 Bars must be Used or Bars at Every CORNERS If Different Dia of Bars are used Then Use BIGGER DIA Bar at CORNERS
Page 1
S ≥ 3 in
(Assume Compression Failure)
X =20in
Circular Column
Page 2
Long Column
DESIGN OF RECTANGULAR LONG COLUMN Project: Column Tag System of unit: Code:
Usmania Masjid C-1 kip-ft ACI 318-02
Material Property: Concrete Cylindrical Strength: Reinforcement Yield Strength:
ƒc' ƒy
2.5 ksi 60 ksi
Structural Data: Moment Applied Above M1 (k-ft): Moment Applied Below M2 (k-ft): Bending Depth (in.): Lu (ft.): Radius of Gyration (in.): # Free Ends:
500.00 0.00 1.00 20.00 0.30 -
M1
ABOVE
"JOINT 1" LEFT
Enter Upper (JOINT 1) Data: 0.10 Beam on Left dimension b (in.): 12.00 dimension h (in.): 30.00 L beam (ft): 12.00 I beam (in^4):
Enter Lower (JOINT 2) Data: #DIV/0! Beam on Left dimension b (in.): 0.00 dimension h (in.): 0.00 L column (ft): 0.00
I column (in^4):
9,450.00
E beam (psi): 3.60E+06 Beam on Right dimension b (in.): 12.00 dimension h (in.): 30.00 L beam (ft): 12.00
I beam (in^4):
E column (psi): 0.00E+00 Beam on Right dimension b (in.): 0.00 dimension h (in.): 0.00 L column (ft): 0.00
I column (in^4):
9,450.00
E beam (psi): 3.60E+06 Column Above dimension b (in.): 12.00 dimension h (in.): 12.00 16.00 L column (ft):
I column (in^4):
0.00
0.00
E column (psi): 0.00E+00 Column Above dimension b (in.): 0.00 dimension h (in.): 0.00 0.00 L column (ft):
I column (in^4):
1,209.60
3.60E+06 E column (psi): Column Below dimension b (in.): 12.00 dimension h (in.): 12.00 L column (ft): 16.00
0.00
0.00E+00 E column (psi): Column Below dimension b (in.): 0.00 dimension h (in.): 0.00 L column (ft): 0.00
I column (in^4):
1,209.60
I column (in^4):
0.00
E column (psi):
3.60E+06
E column (psi):
0.00E+00
Results of Analysis: For Braced Member: PFmin: PFavg: Kcalc1: Kcalc2: Kmax: Kbraced: Considered Slender? For Unbraced Member: PFmin: PFavg: K (fixed both ends): K (free one end): Kmax: Kunbraced: Considered Slender?
