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DESIGN OF ECCENTRIC FOUNDATION
GRADE OF CONCRETE = M 20 GRADE OF REINF = Fe 415 AXIAL LOAD(Pu) = 4100 kN INITIAL MOMENT = 0 kNm PEDESTAL SIZE = B1 = 0.75 mm D1 = 0.75 M SIZE OF FOOTING B = 3.2 M L= 3.2 M DISTANCE OF COLUMN CENTRE TO EDGE OF FOOTING L1 = 1.600 M L2 = 1.600 M ECCENTRICITY = L/2-L1 0.000
200.279 x 640. 640.89 892 2 kNm 200.279 x 640. 640.89 892 2 kNm
BENDING MOMENT IN TRANSVERSE DIRECTION
AT SECTION Y1-Y1 My1 =
640.892 kN k Nm
DEPTH OF FOOTING REQUIRED AT X1-X1 Muxx = 961.338 kNm WID WIDTH AT CR CRITIC TICAL SE SECTIO TION 1056.250 mm
3.2 3.2
266.927
d= 574.249 mm OVER ALL DEPTH REQUIRED = 574.249 632.249 900 DEPTH AT END = 450 AT Y1-Y1 Muyy = 961.338 kNm WIDTH AT CRICTICAL SECTION 1056.25 d= 574.25 mm REINFORCEMENT AT X1-X1 Effective Depth = 842 Mu 961.338 2 bd 1056.250 842 Pt = Ast =
+ mm say mm mm
50
mm
mm =
1.284
=
1.334
2
0.387 3439.6745 sq.mm
AT Y1-Y1 Effective Depth = Mu 961.338 2 bd 1056.250
826 mm 826
2
842 Pt = Ast =
0.403 3519.597 sq.mm
CHECK FOR ONE WAY SHEAR :
266.927
SHEAR AT 1-1 SHEAR AT 2-2
V= V=
490.719 kN 490.719 kN
EFF.DEPTH AT CRITICAL SECTION 1-1 d= 532.694 mm WIDTH AT CRITICAL SECTION 2.434 DEPTH OF N.A = 0.479*d= 255.160 WIDTH AT N.A 2.801 m Tv = 0.329 MPa Pt AT CRITICAL SECTION pt = 0.231 tc = 0.347 MPa EFF.DEPTH AT CRITICAL SECTION 2-2 d= 532.694 mm WIDTH AT CRITICAL SECTION 2.434 m DEPTH OF N.A = 0.479*d= 255.160 WIDTH AT N.A 2.801 m Tv = 0.329 MPa Pt AT CRITICAL SECTION pt = 0.231 tc = 0.347 MPa
266.927
+
SHEAR ALONG TRANSVERSE DIRECTION :
V= 489.157 kN EFF.DEPTH AT CRITICAL SECTION d= 596.571 mm WIDTH AT CRITICAL SECTION 2.655 m DEPTH OF N.A = 0.479*d= 285.758 WIDTH AT N.A 2.916 m Tv = 0.281 MPa Pt AT CRITICAL SECTION pt = 0.202 tc = 0.328 MPa
421
266.927
266.927
CHECK FOR TWO WAY SHEAR
PERIMETER AT CRITICAL SECTION 1.576 6.336 m
X
1.592
V=
4100 1004.577 3095.423 kN Effective Depth at Critical Section 671.347 mm Tv = 0.728 MPa Ks =0.5+B 1.5 tc =0.25sqrt(20) =
1.68
CHECK FOR BEARING PRESSURE
A2 = BEARING AREA AT TOP OF FOUNDATION A2= 0.9025 A1 = 8.572 Perm issible Bearing Stress = 0.45*f ck 9 MPa SQRT(A1/A2) 3.081892 Permissble Bearing Pressure = 18 MPa Actual Bearing Pressure = P/A' = 4100000 902500 4.54