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Design built-up section column carry axial factored load 1800 kN length of columns is 8m It is effectively held in position at both end & restrain again rotation at one end used steel fe410, fy250
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Given

Pu = 1800kN = 1800×103N

l=8m=8000mm

Left=KL

K=0.8......(IS. Pg 45. Clause)

Left =0.88×8000

=6400mm

fe=410fy=250= mpa

Required = Built up section

Step I. Design of column section

Pd=Ae×Fcd

1800×103=Ae×150

Ae=1800×103150

Area of each section = 12002=6000mm2

Provide two channel section

Ismc 400

Area= 6299mm2

Ixx =15082.8×104

Iyy=504.8×104mm4

Cyy=24.2m

λxx=154.8mm

λyy=28.3mm

Ad=Ae×fcd

We=2×6293=12586mm2

Fcd=?

Klγmin=6400154.8=41.374

λ=Klγmin=6400154.8=41.374

λ=1.05×λe

=1.05×41.374

λ==43.414

λ=Klr       Fcd

40                       198

43.414                   ?

50                       183

(5040)(5043.414)=(183198)(183fcd)

fcd=192.879

Pd=12586×192.879

Pd=2427×103N

StepII. Provide spacing

Spacing between channel

I![enter image description here][1]

[15082.8×104+0]=[504.8×104+6293×(52+Cyy)2]

S=256mm

enter image description here

Step III. Design of lacing

a) angle of inclination

θ=450 ——[class7.6.4]

b) width of lacing

= 3× d

=3×20

=60mm

c)t=140×eff length—-[ clause 7.6.3]

140×476

t=11.87

t=12mm

d)Radius of gyration

λmin=t12

1212

γmin =3.46 mm

e) distance between lacing point[Is. oh 50 class7.6.5]

ary<50

aγy<0.7×xc

tan(90θ)=oppAdj=x256+80

X=(256+80)

Tan45

X=337

Spacing of lacing =2xx

=2×336

Distance =672mm

67.228.3=23.74<50

67228.3<0.7×λe

67228.3<0.7×43.41

23.74<30.387

a=distance between lacing point

γ =min radius of gyration of individual members being laced

λe= slenderness ratio of whole section

Step iv Check for compression [clause 7.6.6.1]

V=(2.5)18000×1032

v=2.5100×1800×1032

v=22.50KN

V=fsinθ

vsinθ=f

22.50sin45==f

f=31.8KN

Pd=Ae×fcd

Pd=(60×12)×fcd

λ=kLγmin=4763.46=137.57

enter image description here

130         74.3

137.57      fcd

140         66.2

fcd=68.549

d=(60×12)×68.549

=49.35×103

Pd=49.35 kN=31.8 factual saffe

Step V Check for tention

Tension capacity

1) Tdg =Ag×fyγmo

=(60×12)×2501.1

2) Tdn=0.9×12)×250γml

=0.9×(6022)×12)×4101.85

Tdn=149.58KN

Tdn=149.58KN

Tdn=149.58 >cf=31.8

Analysis is safe

Step Vi Bolted connection

Vdsb=an×nn×fub3×γmb

=245×2×4003×1.25

Vdsb=90.52KN

Vdpb=2×kb×d×t×fu

=2x0.51x20x12x410

vdpb=57.95kN

Bolt value=57.95kN

BV=57.95> f=31.8

Analysis is safe

No of bolt =1 no of bolt 20mm ϕ

step vii Design of tie plate [clause 7.7.2.3]

effective depth=(5+2.cyy)

=(256+2×28.3)

=312.6mm

provide 315 mm effective depth

overall depth=315+(2×30)

=315+60

=375mm

overall depth=375mm

length of tie plate=(s+2bf)

=(256+(2× 100))

=456mm

enter image description here

t=150(5+29)

t=150(256+2× 40)

t=6.72mm

t=8mm

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