written 6.1 years ago by |
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=37.4≈40
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=3.89≈4 No
=1.94≈2 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
p3do−0.25=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×fym√3×ymo
=2(100×8)×250√3×1.1
vd=209.94kN Connection is sage
Vd> end reaction (150) connection is safe