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  Bearing Capacity Methods

Meyerhof, 1976 (based on 25mm settlement)

The allowable bearing capacity based on the SPT test according to Meyerhof is:

qa=N60.Kd/F1                      Bآ£F4

qa=N60.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 N60 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=30N60                          Dfآ£B

Where N60 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.N601.4/(10T.B0.75)

where N60 is the average SPT blow counts to a depth of B0.75 below footing and T~2.23

 

Peck, 1974

The following formula is used in NovoSPT for this method:

qa=10.6N1(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).

Nq = e[p.tan(f)] [tan(p/4+f/2)]2             Bowles 1996

Ng = 1.5(Nq-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

 

 

 

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