Meyerhof, 1976 (based on 25mm settlement)
The allowable bearing capacity based on the SPT test
according to Meyerhof is:
qa=N_{60}.Kd/F1
Bآ£F4
qa=N_{60}.Kd.(B+F3)/(B.F2)
B>F4
where
Kd=1+D/(3B)آ£1.33 and F1 to F4 are defined as below for SI
units:
F1=0.05 ,
F2=0.08 , F3=0.30 , F4=1.20
and
N_{60} is the average SPT blow counts from 0.5B above to 2B
below the foundation level.
Parry,
1977 (based on 25mm settlement)
The
allowable bearing capacity according to Parry for cohesionless soil
is:
qa=30N_{60}
Dfآ£B
Where N_{60}
is the average SPT blow counts below 0.75B underneath the
footing.
Burland and Burbidge, 1985 (based on 25 mm
settlement)
They collected more
than 200 records of structures founded on sands and gravels. They
started with the premise that the settlement could be represented
by an equation of the form:
qa=2540.N_{60}^{1.4}/(10^{T}.B^{0.75})
where N60 is the
average SPT blow counts to a depth of B^{0.75} below
footing and T~2.23
Peck, 1974
The following formula
is used in NovoSPT for this method:
qa=10.6N_{1(60)}
General Terzaghi
Formula
The following
Terzaghi equation is used for indirect estimation of bearing
capacity of shallow footing on cohesionless soil:
where:
q = is the overburden
stress at foundation level (Df).
N_{q} =
e^{[}^{p.tan(f}^{)]} [tan(p/4+f/2)]^{2}
Bowles 1996
N_{g} =
1.5(N_{q}1).tan(f)
Brinch & Hansen 1970
f = friction angle correlated from
the equation proposed by Hatanaka and Uchida, 1996 based
on SPT at foundation level
