VALDEL ENGINEERS & CONTRACT NO.
:
CONSTRUCTORS PVT LTD
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DOC.NO.: REV.
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DATE: 19-01-11 DATE: DATE:
Fin Plate Connection ( Tie Beams )
BEAM FORCES
Axial (in Tensile),Fx1 = 220 KN ( Considered 15% of the beams Axial Capacity )
Vertical shear ,Fy = 50 KN ( Considered 15% of the beams shear capacity )
( Forces Considered for design are higher when compared with Beam End Forces in STAAD )
SUPPORTING COLUMN PROPERTIES
Grade of steel = E250
Ultimate tensile stress,fum = 410 N/mm2 ( Table 1(viii),Ref : IS 800:2007 )
flange width, bf1 = 300 mm
Overall depth, (d1) = 590 mm
Flange thickness, tf1 = 25 mm
Web depth, dw1 = 13 mm
Root radius, r1 = 27 mm
Section modulus, Zz1 = 51585200 mm3
Section modulus, Zy1 = 1147820 mm3
Area, A1 = 22650 mm2
Minimum yield stress ,fy = 250 N/mm2
INCOMING BEAM PROPERTIES
Grade of steel = E250
Ultimate tensile stress,fum = 410 N/mm2 ( Table 1(viii),Ref : IS 800:2007 )
flange width, bf2 = 203.6 mm
Overall depth, (d2) = 203.2 mm
Flange thickness, tf2 = 11 mm
Web depth, dw2 = 7.2 mm
Root radius, r2 = 10.2 mm
Section modulus, Zz2 = 497000 mm3
Section modulus, Zy2 = 231000 mm3
Area, A2 = 5873 mm2
Minimum yield stress ,fy = 250 N/mm2
FIN PLATE PROPERTIES
Grade of steel = E250 ( IS 2062 )
Thickness of plate ,tp = 12 mm
Ultimate tensile stress, fu = 410 N/mm2 ( Table 1(viii),Ref : IS 800:2007 )
Minimum yield stress ,fy = 250 N/mm2 ( Table 1(viii),Ref : IS 800:2007 )
Partial safety factor, γm0 = 1.1 ( Table 5(i),Ref : IS 800:2007 )
Allowable shear stress (0.58 fy/ γm0) = 131 N/mm2 ( Cl.8.4.1,IS 800:2007 )
Allowable tensile strength, (fy/ γm0) = 227 N/mm2 ( Cl.6.2.,IS 800:2007 )
Allowable weld stress ( Pw ) = 158 N/mm2
Check for bolts
Bolt diameter d = M20 mm ( High Strength bolts Grade 8.8 )
Diameter of Hole Dh = 22 mm
Pitch p = 80 mm
No:of bolt rows nr = 2 Gauge (g) 60 mm
No:of bolt columns nc = 2
Total no:of bolts n = 4
Shear capacity of bolt Ps = 96.35 KN
Eccentricity b/w bolt group C.G.and e =
supporting beam web edge 70 mm
Tortional moment induced on bolt group due
to vertical shear MT = 3.5 KN.m
Bolt group modulus lbg = 11700 mm2
Max.horizontal shear on extreme bolt Fhv = 13.46 KN
Max.vertical shear on extreme bolt Fvv = 12.80 KN
Resultant shear per bolt, Fs = 18.58 KN
Diameter of the bolt d = 20 mm
Shear capacity of bolt Vdf = 96.35 KN
Tension capacity of bolt Tdf = 150.19 KN
Shear per bolt due to tie force Tf = 55 KN
CHECK FOR COMBINED SHEAR & TENSION (Cl 10.3.6, IS 800:2007)
Vsf 2 Tf 2
Vdf + Tdf = 0.40 < 1
Hence Safe
Check for bearing of beam web/fin plate
Minimum end distance e1 = 40 mm k = 1.5
Thickness of fin plate tf = 12 mm
Minimum edge distance e = 40 mm
Minimum thickness of connected ply ( tf or dw1 ) = 7.2 mm
Bearing capacity Pbs1 = 36 KN > 18.58 KN ( Should be greater than the
Hence Safe Resultant Shear Capacity Fs )
Check for fin plate Block Shear
Minimum thickness of the connected ply ( ts ) = 7.2 mm
Block shear capacity ( Cl.6.4.1,IS 800:2007 )
( Cl.6.4.1,IS 800:2007 )
Avg = minimum gross area in shear along the bolt line 864 mm2
Avn = minimum net area in shear along the bolt line. 626.4 mm2
Atn = minimum gross area in tension along the bolt line. 720 mm2
Atg = minimum gross area in tension along the bolt line. 482.4 mm2
Net length of shear face = 87 mm
Net length of tension face = 67 mm
Block shear ( Tdb1 ) = 325.92 KN > 220 KN
Hence Safe
Block shear ( Tdb2 ) = 225.68 KN > 220 KN
Hence Safe
Shear and bending interaction of fin plate
Depth of Fin Plate ( Df) = 160 mm
Eccentricity from beam edge to first row bolt (a) = 230 mm
Moment due to eccentricity (Mx) = 11.5 Kn.m
Shear capacity of fin plate ( min of Pr1 ,Pr2 ) ( Pvmin ) = 284.4 KN
Section modulus of the section ( Zxx ) = 51200.00 mm3
Moment Capacity in the prsence of shear ( Mcn ) = 12.80 Kn.m < 11.5 Kn.m ( Should be greater than Mx )
Hence Safe
Check for weld between Column Web and Fin Plate
Length of weld ( Lw ) = 140 mm
Shear force per mm on weld ( Fs ) = 0.18 Kn/mm
Size of weld ( S ) = 1.60 mm
Tie Force
Considering the force taken by top and bottom = 110.00 KN
stiffener partially (50% of axial force is considered
for the fin plate )
Tension per mm on weld ( Ft ) = 0.39 KN
Size of weld ( S ) = 3.52 mm
