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beam ISLB 500 at 7750N/m carries total factor uniformly distributed load 300kN it is supported an column ISHB 300 at 550N/m each end The connectn is made using m 20 blts of grade 4.6 steel fe410
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design the connection

GIven

ISLB=500 at 950N/m 75010=75kg/m

D=500, tf=14.1, tw=3.22 --- steel table

ISHB 300 at 630N/m 63010=63kg/m

D=300, tf=10.6 tw=9.4 steel table Anb=2245

Assume ISA =100×100×8

connecting ISA to the web of beam

Step I

Shear capacity of bolt=fub×(nmAnb)3×ymb

=400×(2×245)3×1.25

vdsb=90.52kN

Step II bearing strength of bolt =2×kb×d×t×fu

kB=e3doe=1.7×do

e=1.7×22=37.440

e3do=403×22=0.60

P=2.5×d

p=2.5×20=50mm

p3do-0.25=

503×22-0.25=0.51

fubfu=400410=0.97

min value pf kb=0.51

Vdpb=2×kb×d×9twx×fu

=2× 0.51× 20×8×410

Vdpb=976.94

bolt value=min value of vdsb and vdpb=66.941

Step III No of bolt=loadbolt/value

15076.94=3.894 No

=1.942 bolt

provide 2 no of 20 mm bolt edge distance 40mm

pitch distance =50mm

length of angle=2e+p

=2×40+50\=130mm

connecting ISA with column flange

Shear capacity of bolt Vdsb=fub×(nn.Anb)3×ymb

=400×(1×245)3×1.25

vdsb=45.26KNI

shearing capacity of bolt=2kb× d× tw× fu

e3do=403times22=0.56

p3do0.25=503×22=0.25=0.51

fubfu=400410=0.97

Vdpb=2×0.51×20×8×410

Vdpsb=66.91kN

No of bolt=loadbolt value15045.26=3.31 4No

length of angle=2e+ p

=2×40+50×3

=230m

provide 4 no of 20mm bolt edge distnace < 10mm pitch distance 50 mm

Check of thickness of angle

Vd=Av×fym3×ymo

=2(100×8)×2503×1.1

vd=209.94kN Connection is sage

Vd> end reaction (150) connection is safe

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