Designed By
HAREESH KILARU
PROJECT SHABRA C REV 0
LOCATION AL-AIN DATE Oct-16
Base Plate Design Calculation
Data:
Grade of Concrete fck = C40 = 40 N/mm2
Grade of Steel fy = = 275 N/mm2
Column Section: TAPER
Depth (h) = 300 mm Z
Flange Width(bf) = 150 mm
Flange Thickness(tf) = 10 mm 40 mm 100 mm
Web Thickness(tw) = 4 mm
C/S Area (A) = mm2
Load Data : (Consider max. Support Reactions of supports
from staad)
300 mm
(max loads cases considered are for PS-12) X X
Load case Conditio FX FY FZ MX MY MZ 500 mm
L
n
40 mm
X 26 122 5 54 0.002 0
Note: Fy is max. for all the load combination for PS-12 so we Z
considered only max. Mx & Mz conditions. Design is checked
for both the load cases and design is submitted for max. 300 mm
condition.
B
Axial load P = 123.000 kN
Bending Moment Abt Z-Z Mz = 0.000 kN-m
Bending Moment Abt X-X Mx = 54.000 kN-m
Fx = 26.000 kN
Fz = 0.000 kN
Distance between Bolt center to edge of
baseplate along width,e = 40 mm
Distance between Bolt center to edge of
baseplate along length = 40 mm
Center to center distance between bolts = 100 mm
Designed By
HAREESH KILARU
PROJECT SHABRA C REV 0
LOCATION AL-AIN DATE Oct-16
Allowable bearing Pressure in concrete p = #N/A N/mm2
Assume width of Base plate B = 300 mm
Length of Base plate is given by
P
L = + (P/2Bp)^2+((6*M)/Bp)
2*Bp
Length of Base Plate ,Lz required for Mz = #N/A mm
Length of Base Plate ,Lx required for Mx = #N/A mm
Provide Length of Base Plate , L = 500 mm ###
Size of base Plate Provided L x B = 500 X 300 mm
Maximum and Minimum Stress under base plate :
P M
Pmax = + = 16.76 N/mm2
A Z
P M
Pmin = - = -6.38 N/mm2
A Z
Pmax
C = *L =
Pmax+Pmin 362.143 mm
L C
a = - = 129.286
2 3 mm
C
y = L - - e = 339.286
3 mm
Total force T in all anchor bolts located at one side of footing is given by
M-Pa
T = =
y 112289 N
Designed By
HAREESH KILARU
PROJECT SHABRA C REV 0
LOCATION AL-AIN DATE Oct-16
Design Of Bolts For Tension :
Using class 4.6 grade bolts
Dia of bolt = 20 mm
Net Area (with root of thread) = 225 mm2
Allowable Stress in tension = 192 N/mm2 (BS 5950) TABLE 32 6.4.3.2
Tension Capacity of Bolt = 43200 N
Number of Bolts required = 2.59927
Provided no. of Bolts = 4
Tension taken by each Bolt = 28072.1 N
Permissible Bond Stress in concrete = #N/A N/mm2
Length of Bolt required = #N/A mm
Provided length of Bolt = 500 mm ###
Design Of Bolts For Shear :
Resultant Shear force = 26 kN
Using class 4.6 grade bolts
Dia of bolts = 20 mm
Area of bolts Ab = 225 mm2
Allowable Shear in bolts = 160 N/mm2 (BS 5950) TABLE 32
Shear Capacity of each bolt = 36 kN
Number of Bolts required = 0.72222
Provided number of bolts = 6
Shear taken by each bolt = 4.33333 kN
Design Of Base Plate Thickness For Compression :
3w (a2-(b2/4)) (As per clause 4.13.2.2 of BS 5950 : 2000)
t = x
σbs
Pmax W = 16.76 N/mm2
Permissible Bending Stress σbs = 206.25 N/mm2
Greater projection of plate beyond column a = 100 mm
Lesser projection of plate beyond column b = 75 mm
Thickness required t = 45.7712 mm
Designed By
HAREESH KILARU
PROJECT SHABRA C REV 0
LOCATION AL-AIN DATE Oct-16
Design Of Base Plate Thickness For Tension :
Pmax = 16.76 N/mm2
Total tensile force in anchor bolts T = 112289 N
Moment due to force in anchor bolts = 4491543 N-mm
Thickness required t = 4M/(L*0.66*fy) BS 5950
= 17.2326 mm
Thickness of base plate required = 45.7712 mm
Thickness of base plate provided = 18 mm Increase thickness
Check For Bolts in Tension & Shear :
Allowable shear stress tvf = 160 mm2
Allowable stress in tension stf = 192 mm
Calculated shear stress tvf,cal = 19.2593 N/mm2
Calculated stress in tension stf,cal = 124.765 N/mm2
Calculated stress in tension
= 0.77 <= 1.4 Safe
vf ,cal tf ,cal
1.4
vf tf
Check for weld :
total shear on the weld sqrt(Fy^2+Fz^2)pw = 26.00 kN
provide thickness of weld tw mm
= 6.00
Capacity of weld pweld = 0.66 kN/mm
length of weld required Lw = (FV / 0.7Ssw) = 56.75 mm
Total weld Length available at web L = 1184.00 mm Safe
