Engineering Projects

Teng’s method – Teng (1962) based on the work of Terzaghi and Peck gave a relationship for allowable bearing capacity for a given permissible settlement. The equation is: qns = 35(N-3){(B+0.3)/2B}2RWRd   ———- (1) Where, qns = Net safe bearing pressure, kN/m2 N = SPT value corrected for overburden pressure RW = Water table correction factor Rd = Depth correction factor = 1 + 0.2Df/B ≤1.2 The above equation can also written in general form as: qns = 1.4(N-3){(B+0.3)/2B}RwRdS   ———- (2) Where, S = Permissible settlement in mm. Meyerhof’s…

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Peck, Hanson and Thornburn (1974) | Modification of Teraghi and Peak Correlation by Peak, Hanson and Thornburn Peck, Hanson and Thornburn (1974) have modified the original Terzaghi and Peck (1948) recommendations and presented charts as shown in Fig.1 to obtain allowable bearing pressure to give a settlement of 25 mm for a footing of known width, B with its base at a depth, Df resting on a granular deposit in which N (corrected SPT) values are measured. Procedure | Modification of Teraghi and Peak Correlation by Peak, Hanson and Thornburn N (corrected…

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Terzaghi and Peck (1948) were the first to propose a correlation between the N (corrected SPT) Value and allowed pressure, by presenting a relationship between the size of a footing, the N (corrected SPT) value, and the applied pressure to give a settlement of 25 mm for a deep ground water table, This correlation is shown in Fig.1 below. Procedure: N should not be corrected with respect to overburden. N should be averaged from the given values. The graph has been developed with the condition that the water table is…

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The computation of the bearing capacity from field plate load test has already been discussed in the chapter of site investigation. Here, the discussion will be limited to the estimation of bearing capacity from the results of standard penetration test. Cohesionless soil – In cohesionless soils, the bearing capacity is extremely high with respect to shear failure criteria. In sands, the shear failure criteria govern the capacity only in the case of very narrow footing located in loose sand below water table. In most of the cases the bearing capacity…

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Skempton 1951 suggested a bearing capacity theory for saturated clay for which ɸ = 0. Skempton gives Nc, the bearing capacity factor on the basis of theory, laboratory tests and field observations. It was found that the value of Nc increased with the increase in Df/B ratio. The expression for Nc proposed by Skempton is given below. For Strip footings, Nc = 5(1+0.2Df/B), with a maximum limiting value of 7.5   ———- (1) For square and circular footings, Nc = 6(1+0.2Df/B), with a maximum limiting value of 9.0   ———-…

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Terzaghi has developed the bearing capacity equation on the assumption that water table is at great depths. If water table is present close to the foundation, some modification is necessary. This is done as per the followings. Case 1 Water table above footing base The weight of soil below water table is reduced due to buoyancy. The influence of water table on bearing capacity is incorporated in the general bearing capacity equation with the help of Fig.1. Let, Zw1 = Depth of water table below ground level a = Height…

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