DHARM
598 GEOTECHNICAL ENGINEERING
qsafe =
2542
3
,
≈ 847 kN/m^2 (for failure against shear)
From settlement consideration,
S
S
p = b b
pbbp
(.)
(.)
+
+
L
N
M
M
O
Q
P
P
030
030
2
Sp = S
bb
bb
p
p
(.)
(.)
+
+
L
N
M
M
O
Q
P
P
030
030
2
= 40
075 2 030
200 075 030
2
.( .)
.(. .)
+
+
L
N
M
O
Q
P = 40
075 23
2105
2
..
.
×
×
F
HG
I
KJ mm = 27 mm
Pressure for a settlement of 27 mm for the plate (from Fig. 14.23) = 550 kN/m^2.
Allowable bearing pressure is the smaller of the values from the two criteria = 550 kN/m^2.
(iii) Design load = 2,000 kN
From Part (ii), it is known that a 2 m square footing can carry a load of 2 × 2 × 550
= 2,200 kN.
Therefore, a 2 m square footing placed at a depth of 1.5 m is adequate for the design
load.
Example 14.23: A loading test was conducted with a 300 mm square plate at depth of 1 m
below the ground surface in pure clay deposit. The water table is located at a depth of 4 m
below the ground level. Failure occurred at a load of 45 kN.
What is the safe bearing capacity of a 1.5 m wide strip footing at 1.5 m depth in the same soil?
Assume γ = 18 kN/m^3 above the water table and a factor of safety of 2.5.
The water table does not affect the bearing capacity in both cases.
Test plate:
qult = Failure load
Area of plate
=
×
45
03 03..
= 500 kN/m^2
γ = 18 kN/m^3
For φ = 0°, Terzaghi’s factors are Nc = 5.7, Nq = 1, and Nγ = 0
∴ qult = 1.3 c Nc + γDf Nq
= 1.3 × 5.7c + 18 × 1.0
= 7.4 c + 18 (kN/m^2 , if c is expressed in kN/m^2 )
∴ 7.4 c + 18 = 500
∴ c =
482
74.^ ≈ 65 kN/m
2
Strip footing:
qult = c Nc + γDf Nq = 5.7 c + γDf in this case.
qnet ult = qult – γDf = 5.7 c
∴ qnet ult = 5.7 × 65 = 370.5 kN/m^2
qnet safe =
370 5
25
.
.^ ≈ 148 kN/m
2
qsafe = qnet safe + γDf = 148 + 18 × 1.5 = 175 kN/m^2
However, the net safe bearing capacity is used in the design of footings in clay.