Design of Biaxial Column

Project

Calculations for 

Civil

Discipline Calc by Checked by

Column Group - G1

File No.

Rakesh

Date

RGM

Date

59120

/ X

05-Nov-03 05-Nov-03

Load case - a 800

Size of Column Concrete Grade

mm

1100 mm

x

2

35

N/mm ,

Steel Grade

bxD 415

Unsupported Length, ul =

2

N/mm

7895 mm

,e =

.

u

ULS  Axial Load, Pu (kN)

17459

Mo Momen mentt in the direct direction ion of La Large rgerr dim dimen ensio sion n (Top) (Top) (kN (kNm) m)

14

=

14

Moment in the direction of Larger dimension (Bott) (k (kNm)

=

Mo Momen mentt in the direct direction ion of S Sho horte rterr dimen dimensio sion n ((Top Top)) (kN (kNm) m)

=

189

Mo Momen mentt in the direct direction ion of Sho Shorte rterr dimen dimensio sion n (B (Bott ott)) (kN (kNm) m)

=

189

from STAAD

le / D =

6

20mm therefore ey =

8 - T 25 2 16,795 mm , and p =

52 mm, and Mex =

916

kNm

741

kNm

1.91 %

and p / fck  = 0.055

2

From 39.6, Puz = 0.45f ck x Ac + 0.75f y x Asc = 13595 + and Pu / Puz = 17459

42 mm, and Mey =

with 50 mm cover and 10 mm links

+

Therefore Area of Steel As =

 Ag =

Therefore the Column is Short

/

18823 =

5227

= 18,823 kN

ThereforeEn = ##

0.93

d' / D (about xx-axis) = 0.06 He Hen nce Cha hart rt or Ta Table fo forr d d'' / D = 0.05

wi willl be be u use sed d ((C Cha hart rt Num umbe be 43 ) 2

Mux1 / f ck bD = 0.065 Hence, Mux1 = 2202 kNm

d' / b ab abo out

-ax axiis =

and Mux / Mux1 =

0.01

(Based on STAAD moments)

0.42

(Max of min. ecc. And STAAD BMs)

0..0 .08 8

He Hen nce Cha hart rt or Ta Table fo forr d d'' / D = 0.10

wi willl be be u use sed d ((C Cha hart rt Num umbe be 44 ) 2

Muy1 / f ck Db = 0.072 Hence, Muy1 = 1774 kNm

and Muy / Muy1 =

0.11 .

(Based on STAAD moments) ( ax o m n n.. ecc. n

s

From IS 456:2000 Clause 39.6: (Mux / Mux1)^

En

+ (Muy / Muy1)^

En

= =

0.17