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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 876 Steel piles 29.1.3.6 Vertical settlement and serviceability The design ultimate capacity of a steel pile R cd is given by: R cd where Rs is the ultimate shaft friction resistance R b is the ultimate base resistance g s is the factor for shaft friction resistance g b is the factor for base resistance x is the material factor to take into account uncertainty of soil parameters determined on site or in the laboratory. gs and gb are partial factors for the resistance side of the limit state equation, while x is a material partial factor.These factors are not provided by BS 80028 or BS 800412 but are given in DD-ENV 1997-1 Eurocode 7. 7 In Eurocode 7 for driven piles: gs = 1.3 gb = 1.3 x = 1.5 The design vertical capacity of the sheet pile–soil interface is adequate provided that: P R des cd RsR = + zg xg £ 1 where P des is the design magnitude of the axial load including all appropriate partial factors. 29.1.3.7 Ultimate capacity in cohesive soils Shaft friction s b b The unit shaft friction qs for clays can be estimated in terms of the undrained shear strength of the soil and is given by the relationship qs = a.cu where a is a dimensionless factor cu is the undrained triaxial test shear strength of the soil. BS 800412 offers a range of 0.3–0.6 for the value of a; however, further research has verified an average value of 0.5 for design for most over-consolidated clays. Offshore research has discovered that for soft clays of cu < 24 kPa, the a value should be taken as 1.0, and that the a value then reduces linearly to 0.5 when cu becomes
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 72 kPa. Further information can be found in API RP 2A 4 or in the SCI Steel Bearing Piles Guide. 11 Base resistance It is common to calculate the base capacity of piles in clay in terms of the undrained shear strength c u. The magnitude of the base resistance capacity q b generated in cohesive soils is given in BS 8004 12 as: qb = 9c u where c u is the undrained triaxial test shear strength of the soil beneath the toe. As an indication, the undrained shear strength of cohesive soils is generally in the range from 20 kN/m 2 for soft clay to 400 kN/m 2 for very stiff or hard clays. For this range of c u, the base resistance values are in the range 0.2–3.6 MPa. 29.1.3.8 Ultimate capacity in cohesionless soils Shaft friction The unit shaft friction qs for a driven sheet pile in granular soil is given by: qs = 2Nb where N b is the average standard penetration test (SPT) value for each soil layer. Base resistance Bearing piles 877 The magnitude of the base resistance capacity, qb, generated by a driven sheet pile in cohesionless soils can be obtained from the relationship: qb = 400Nb where N b is the standard penetration test value at the level of the pile tip. For sands, the base resistance values are an order of magnitude greater than for cohesive soils and range in value up to 40 MPa, which is experienced over the steel wall end bearing area. This value may seem high in relation to the 10 MPa quoted in BS 8004, 12 but that was based on bored concrete piles. The higher values have been verified by steel pile load tests, and even higher values (up to 70 MPa) have been measured in sands offshore. The wall endbearing resistance in granular soils is generally some 50% of the total load resistance for driven steel piles and therefore should always be calculated carefully.
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