Methods to Reduce Oblique Bending in a Steel Sheet Pile Wall, A 3D numerical simulation

Methods to Reduce Oblique Bending in a Steel Sheet Pile Wall, A 3D numerical simulation

Hockx, J.A.W.

Van Tol, A.F. (mentor)
Smitt, A. (mentor)
Kort, D.A. (mentor)
Bezuyen, K.G. (mentor)

Civil Engineering and Geosciences

Hydraulic Engineering

Foundation Engineering Group

1998-04-01

For over three quarters of a century steel sheet pile walls are applied in geotechnical practice. For example in quay walls and construction pits in urban surroundings. Steel sheet pile walls are often composed of so called double U-profiles. These profiles consist of two single U profiles fixed in the common interlock by welding or crimping. A very specific property of the double U-profile is an asymmetric cross-section which can lead to a rotation of the neutral axis. As a result of this, the sheet pile wall tends to deflect both forward (lateral) and sideways (transverse). This phenomenon is called oblique bending. As a result of oblique bending, the strength and lateral stiffness of the sheet pile wall may be decreased considerably up to values of 60 % to 70 % compared to a continuous sheet pile wall. This leads to uneconomical designs. Four different methods to reduce oblique bending in a steel sheet pile wall have been studied: 1) Cantilever sheet pile wall in dry sand. 2) Cantilever steel sheet pile wall with a fix of the horizontal displacement at the top. 3) Cantilever steel sheet pile wall with a capping beam on top. 4) Cantilever steel sheet pile with the sliding interlock welded during the excavation. The main goal of this study is to determine which method is able to give the highest resistance against oblique bending. Therefore calculations have been made with a 3D-finite element model (DIANA) of a dry excavation of a sand body in front of a cantilever sheet pile wall consisting of double U-profiles. The lower limit of the strength and stiffness is obtained when no transverse bending moment is activated and the in plane deformation is free. The maximum or upper limit strength and stiffness is derived if oblique bending is prevented by fixing the free interlocks (no in plane deformation). Depending on the loading conditions, the stiffness varies from 0.49 to 1 time the maximum stiffness. The strength appeared to vary from 0.59 to 1 time the maximum strength. 3D-finite element calculations have been made for the mentioned four methods to reduce oblique bending. From the 3D calculations it followed that the use of these methods may increase the strength and stiffness up to about 0.8 times the maximum value for strength and stiffness. Welding of the interlock during excavation gave the highest reduction of oblique bending.

finite elements model
sheet piling
soil bearing capacity

http://resolver.tudelft.nl/uuid:1c3011d3-c640-455a-9141-8fd8e86e9b68

Student theses

master thesis

(c) 1998 Hockx, J.A.W.