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Page 1
FOOTINGS AND RAFTS
Page 2
FOOTINGS AND RAFTS
Footing
=800kN
=1000kN
=20 t/m
2
,M15, =415kN/m
2
Column size: 400x400mm.
Fig. 4.51 Loading on combined footing
Design of Combined
See Fig 4.54 for details of footing. Column design
Let pt=0.8%
=.008A; =0.992A
Clause.39.3 of IS 456-2000
A=146763.8mm
2
=1174.11 mm
2
, =145589.746mm
2
Provide footing of 400x400size for both columns.
Using 8-16 as main reinforcement and 8 @250c/c as lateral tie
Design of Footing
Page 3
FOOTINGS AND RAFTS
Footing
=800kN
=1000kN
=20 t/m
2
,M15, =415kN/m
2
Column size: 400x400mm.
Fig. 4.51 Loading on combined footing
Design of Combined
See Fig 4.54 for details of footing. Column design
Let pt=0.8%
=.008A; =0.992A
Clause.39.3 of IS 456-2000
A=146763.8mm
2
=1174.11 mm
2
, =145589.746mm
2
Provide footing of 400x400size for both columns.
Using 8-16 as main reinforcement and 8 @250c/c as lateral tie
Design of Footing
Resultant of Column Load
Fig. 4.52 Forces acting on the footing
R =1800 kN acting 3.08m from the boundary.
Area of the footing :
Taking length L=6m, Depth of footing =0.9m, ,
Width of footing, =1.549m.
Therefore, provide footing of dimension 6m x 1.6m
Soil Pressure q = =18.75 t/m
2
< 20 t/m
2
OK.
=28.125 t/m
2
Soil pressure intensity acting along the length =B x =1.6x28.125 =45t/m.
R
B
=119.88kN, R
C
=150.12kN.
Thickness of Footing i. Wide beam shear:
Maximum shear force is on footing C,SF=115.02KN
for percentage reinforcement =0.2%
0.32 x d x 1.6=45 [2.556-0.2-d]
d=1.1m
Page 4
FOOTINGS AND RAFTS
Footing
=800kN
=1000kN
=20 t/m
2
,M15, =415kN/m
2
Column size: 400x400mm.
Fig. 4.51 Loading on combined footing
Design of Combined
See Fig 4.54 for details of footing. Column design
Let pt=0.8%
=.008A; =0.992A
Clause.39.3 of IS 456-2000
A=146763.8mm
2
=1174.11 mm
2
, =145589.746mm
2
Provide footing of 400x400size for both columns.
Using 8-16 as main reinforcement and 8 @250c/c as lateral tie
Design of Footing
Resultant of Column Load
Fig. 4.52 Forces acting on the footing
R =1800 kN acting 3.08m from the boundary.
Area of the footing :
Taking length L=6m, Depth of footing =0.9m, ,
Width of footing, =1.549m.
Therefore, provide footing of dimension 6m x 1.6m
Soil Pressure q = =18.75 t/m
2
< 20 t/m
2
OK.
=28.125 t/m
2
Soil pressure intensity acting along the length =B x =1.6x28.125 =45t/m.
R
B
=119.88kN, R
C
=150.12kN.
Thickness of Footing i. Wide beam shear:
Maximum shear force is on footing C,SF=115.02KN
for percentage reinforcement =0.2%
0.32 x d x 1.6=45 [2.556-0.2-d]
d=1.1m
for percentage reinforcement =0.6%
0.6 x d x 1.6=45 [2.556-0.2-d]
d=0.847m.D=900mm.OK.
ii.Two way Shear Thickness of Footing i. Wide
beam shear:
Maximum shear force is on footing C,SF=115.02KN
for percentage reinforcement =0.2%
0.32 x d x 1.6=45 [2.556-0.2-d]
d=1.1m
for percentage reinforcement =0.6%
Page 5
FOOTINGS AND RAFTS
Footing
=800kN
=1000kN
=20 t/m
2
,M15, =415kN/m
2
Column size: 400x400mm.
Fig. 4.51 Loading on combined footing
Design of Combined
See Fig 4.54 for details of footing. Column design
Let pt=0.8%
=.008A; =0.992A
Clause.39.3 of IS 456-2000
A=146763.8mm
2
=1174.11 mm
2
, =145589.746mm
2
Provide footing of 400x400size for both columns.
Using 8-16 as main reinforcement and 8 @250c/c as lateral tie
Design of Footing
Resultant of Column Load
Fig. 4.52 Forces acting on the footing
R =1800 kN acting 3.08m from the boundary.
Area of the footing :
Taking length L=6m, Depth of footing =0.9m, ,
Width of footing, =1.549m.
Therefore, provide footing of dimension 6m x 1.6m
Soil Pressure q = =18.75 t/m
2
< 20 t/m
2
OK.
=28.125 t/m
2
Soil pressure intensity acting along the length =B x =1.6x28.125 =45t/m.
R
B
=119.88kN, R
C
=150.12kN.
Thickness of Footing i. Wide beam shear:
Maximum shear force is on footing C,SF=115.02KN
for percentage reinforcement =0.2%
0.32 x d x 1.6=45 [2.556-0.2-d]
d=1.1m
for percentage reinforcement =0.6%
0.6 x d x 1.6=45 [2.556-0.2-d]
d=0.847m.D=900mm.OK.
ii.Two way Shear Thickness of Footing i. Wide
beam shear:
Maximum shear force is on footing C,SF=115.02KN
for percentage reinforcement =0.2%
0.32 x d x 1.6=45 [2.556-0.2-d]
d=1.1m
for percentage reinforcement =0.6%
0.6 x d x 1.6=45 [2.556-0.2-d]
d=0.847m.D=900mm.OK.
ii.Two way Shear
Column B
d=0.415m.
Column A
2d[(0.4+d)+(0.42+d/2)] x 96.8=120-28.125[(0.4+d)(0.42+d/2)]
d=0.3906m
=0.85mm
=900mm, =850mm.OK.
Flexural reinforcement
Along Length Direction
Table 1of SP16
=0.354%
provided=0.6%
=1.15N/mm
2
required=5100 mm
2
/mm
Provide 28 @120mmc/c at top and bottom of the footing
Along width direction
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