The document provides design details for a column base plate, including:
1) Calculations for required plate thickness based on bearing pressure and moments;
2) Tension design calculations for bolts and plate thickness;
3) Shear and bending calculations for a shear key; and
4) Weld design checks.
The summary includes key parameters such as bearing pressure, grade of concrete, permissible stresses, bolt sizes, and plate dimensions.
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Base plate heavy steel structure
1. Max. Compression = T
Try Size Base Plate mm x mm
Bearing pressure(Bp)= Kg/cm2
Grade of conc. For fdn. = M25
Permissible stress in compression = kg/sq.cm > kg/sq.cm O.K
t3 mm
c1 d1
F HD BOLTS
nos
a1
1
2
t2 mm
Here
c1 = mm
d1 = mm
a1 = mm
a1/d1 =
a3 =
Check for Thickness
For panel - 1
M1 = (Bp*c1^2)/2 = kg-cm/unit width
Required thickness(t) = (6M1/1584)^0.5 = cm
For panel - 2
M2 = a 3*Bp*d1
2
= kg-cm/unit width
Required thickness(t) = (6M2/1584)^0.5 = cm
Design for tension :-
Calculated tension = T
Provided nos F MS BOLTS Node no-10 Load case 1028
Bolt Value in tension per Bolt = T
Total allowable Tension = T > T Calculated tension
Now calculated Bolt tension per Bolt = T
Moments For tension (M t) = T-cm
Effective width (b) = cm
Hence thickness (t) = (6Mt*1000/1584b)^0.5 = cm
Now provided Base plate thickness = mm
400
52.08333
60 52.083
28
48
COLUMN BASE PLATE DESIGN
125.00 Node no- 259 Load Case - 778400
100100
4
600
200 0.5 0.6 0.7
28
200
100 a1/d1
600
Mukhanov's chart
0.133
1.000 1 0.112
0.112 0.1200.074 0.088
2.10.9
0.097 0.107a3 0.060
1.4 21 1.2
0.112
200 0.126 0.132
0.8
2604.166667
1.2 0.12
100
70.68
4 48
3.140743173
100
2333.333333
2.97294195
100
17.67
58.9
20.52
82.08 70.68 100
Bolt value in tension = stress x net area = 1.2T/cm
2
x 17.10cm
2
= 20.52 Ton
20
3.3399555
40 OK
2. Design for stiffner t2 =
Moment = M2*d1 = kg-cm provide 400 mm depth for
Using thickness = mm each stiffener
Depth = cm
Design for stiffner t3 =
Moment = M2*(c1+d1/2) = kg-cm
Using thickness = mm
Depth = cm
Design for Shear :- at
Calculated Shear(S) = T
Effective Shear = T * considering m =0.3
Considering depth of Shear key(d) = mm
Considering width of Shear key (b) = mm
So that bearing pressure = < kg/cm2
Now bending moment (M) = kg-cm at
Required (Z) = (M/1584) = cm3
Using thickness (at) = mm
hence Ixx = cm4
Z = > cm3 Required Z
Bending Stress s bc,cal = kg/cm2
Area(A) = 2*b*at = cm2
Now shear Stress tv= (T/A) = kg/cm2 < kg/cm2
So,Combind Stress= (s bc,cal )2
+(t av)2
= mm
< 0.9fy = kg/cm2
Design for welding :- Vertical load (p)= T
Shear(s) = T kg/cm2
Provided weld thickness (w)= mm
Welding length = cm
d ac,cal = (p/(L*w*0.707) = kg/cm2
zshear, cal = (s/(L*w*0.707) = kg/cm2
Combind stress = (d ac,cal
2
+ 3*zshear, cal
2
)
0.5
= kg/cm2
< allowable stress 1100 kg/cm2
46666.66667
28
7.785
46666.66667
21.35
200
250
250
28
7.785
21.35 Node 10 load case 276
56.93333 60
320250
50
202.178
25
3287.76
263.0208 202.18
1217.584
1.700032641
290.37
502.930802
8
250
125
170.8 1000
21.35 200
130
1229.505672
2250
mm
125.00 56.933