There are various methods of determining the load carrying capacity of single piles. They are:
 By Static Bearing Capacity Equations
 Based on SPT Results
 Based on CPT Results
 By Pile Driving Formula
 By Pile Loading Tests
Static Bearing Capacity Equations
The static methods give the ultimate bearing capacity of an individual pile, depending upon the characteristics of soil.
Assume a pile of diameter D is driven to a length L from the ground surface as shown in Fig.1. Let Q_{u} be the net load applied at the head of the pile. The weight of pile is W and unit weight of soil is Y. If q_{b} and q_{s} are the unit base and skin friction respectively, then we can write the ultimate capacity of pile as:
Q_{u} + W – Î³D_{f} = q_{b}A_{b} + q_{s}A_{s} ——— (1)
If the weight of the pile and weight of the displaced soil are assumed as nearly equal we have:
Q_{u} = q_{b}A_{b} + q_{s}A_{s}
Then, q_{b} = ½ B_{Î³}N_{Î³} + Ïƒ_{v}N_{q} + s_{u}N_{c} – Ïƒ_{v}
Or, q_{b} = ½ B_{Î³}N_{Î³} + Ïƒ_{v}(N_{q} 1) + s_{u}N_{c} ——— (2)
Similarly unit skin friction can be obtained as :
q_{s} = s_{a} + KÏƒ_{v}tanÎ´ ——— (3)
Where, Ïƒ_{v} is the effective normal stress acting alone the shaft of the pile and the variation of the normal stress is linear. s_{a} is the adhesion between, pile and surrounding soil. The average effective normal stress is (0+Ïƒ_{v})/2 = Ïƒ_{v}/2 = Ïƒ’_{v}
Hence,
q_{s} = s_{a} + K Ïƒ’_{v}tanÎ´ ——— (4)
Therefore, the net ultimate pile capacity becomes:
Q_{u} = [ ½ BÎ³N_{Î³} + Ïƒ_{v}(N_{q} – 1) + s_{u}N_{c}]A_{b} + [s_{a} + K Ïƒ’_{v} tanÎ´]A_{s} ——— (5)
This is the general equation applicable to soil having both cohesion and friction.
Cohesionless soil – If soil is cohesionless, cohesion is zero and the Eq.(5) reduces to:
Q_{u} = Ïƒ_{v}(N_{q} – 1)A_{b} + K Ïƒ’_{v} tanÎ´A_{s} ——— (6)
The Eq.(6) neglects the term ½ BÎ³N_{Î³}, since pile width is very small as compared to its length. The value of N_{q} is obtained by the relationship suggested by Berezantsev (1961), which is shown in Fig.. To use the graph shown in Fig.2 the value of É¸ should be known and this can be obtained from the results of Standard Penetration Test using the graph given in Fig.2. The suggested relation can only be used when piles are driven to depths greater than five times the pile width if less use Terzaghi’s bearing capacity equation. The term N_{q} is very sensitive to É¸ a relative small error in estimating É¸ will lead to much larger error in N_{q}.
Meyerhof has suggested that the bearing capacity of piles driven into loose sands can be doubled owing to compaction. The suggested value of K with Î´ is given in Table 1 below.
Table 1 Values of K and Î´
Pile material 
Î´ 
K 

Loose 
Dense 

Steel 
20 
0.5 
1 
Concrete 
0.75 É¸ 
1 
2 
Wood 
0.67 É¸ 
1.5 
3 
Cohesive soil– In cohesive soil, the angle of internal friction is zero. Hence, the above Eq.(5) can be written as:
Q_{u} = s_{u}N_{c}A_{b} +s_{a}A_{s} ——— (7)
In the above equation s_{s} is the adhesion between pile and surrounding soil. S_{u} is the undrained shear strength at base. Driving piles in clay reduces shear strength in many ways. If the reduction factor is Î±, then we can write:
Î± = s_{a}/s’_{u} ——— (8)
Where, s’_{u} = Average undrained strength over the embedded length of pile
s_{a} = Î±s’_{u} ——— (9)
Hence from Eqs.(7) and (9)
Q_{u} = s_{u}N_{c}A_{b} + Î±s’_{u}A_{s} ——— (10)
In the above equation, the value of N_{c} is taken equal to 9. In clayey soil base resistance is negligible. So an error in the estimation of base load is less significance. The main objective therefore is the determination of adhesion factor mobilized between pile and the surrounding clay.