Hydraulic and earth engineering – Marine structure or fabrication thereof – Floatable to site and supported by marine floor
Patent
1993-01-04
1995-01-31
Taylor, Dennis L.
Hydraulic and earth engineering
Marine structure or fabrication thereof
Floatable to site and supported by marine floor
4051951, E02B 306, E02D 1700
Patent
active
053854322
DESCRIPTION:
BRIEF SUMMARY
TECHNICAL FIELD
The present invention relates to a water area structure using a placing member for underwater ground, which is used for, e.g., a water area structure for discharge such as a shore-bridge and a jetty, a bulkhead structure, a breakwater structure, a dike structure, and the like.
BACKGROUND ART
A water area structure using a placing member for underwater ground is well known in the art, and is constructed as shown in FIGS. 82 and 83. In the conventional water area structure, a number of steel sheet piles 48 engaged with each other are driven into underwater ground 2 to form a sheet pile wall 49. A number of piles 5 are disposed at a position spaced from the sheet pile wall 49 at regular intervals in the longitudinal direction of the sheet pile wall, and are driven into the underwater ground 2. A number of diagonal piles 50 diagonally downwardly extend from an upper portion of the sheet pile wall 49 toward the underwater ground 2 in a vertical plane substantially perpendicular to the sheet pile wall 49. The diagonal piles 50 are disposed at intervals in the longitudinal direction of the sheet pile wall, and are driven into the underwater ground 2. The upper end of the sheet pile wall 49, that of the diagonal pile 50, and that of the pile 5 are coupled through a coupling member 6 comprising a concrete slab. Back-fill earth 51 and earth filling 52 are filled at the back of the sheet pile wall 49.
In the water area structure using the conventional placing member for underwater ground, axial supporting force of the ground, i.e., the distal supporting force of the pile and circumferential frictional force of the pile give resistance to forcing pressure generated in the diagonal pile 50. The forcing pressure, however, is excessively high. Therefore, generally, it is necessary to considerably extend a length of the diagonal pile 50 which is driven into hard bearing stratum 53 to obtain the sufficient supporting force of the pile end.
On the other hand, axial supporting force of the ground (circumferential frictional force) gives resistance to drawing force generated in the sheet pile wall 49. The drawing force, however, is also excessively high. Thus, generally, it is necessary to considerably extend a length of the sheet pile wall 49 which is driven into the hard bearing stratum 53 to obtain the sufficient circumferential frictional force.
As set forth above, in the water area structure using the conventional placing member for underwater ground, it is essential to drive the diagonal pile 50 and the sheet pile wall 49 into the hard bearing stratum 53 by each considerable length to support each excessively high axial force generated in the diagonal pile 50 and the sheet pile wall 49. As a result, there were some drawbacks such as long time required for execution, or buckling of the diagonal pile 50 and the steel sheet pile 48 as well as very costly materials.
In execution of driving the diagonal pile 50, a canted angle of the diagonal pile 50 with respect to a vertical line ((typically, in the range of 10 to 20 degrees) can not be further increased. Therefore, it was too difficult to reduce the forcing pressure generated in the diagonal pile 50. Additionally, if the diagonal pile 50 is excessively long, it is too hard to drive it straightforwardly at a predetermined canted angle. The diagonal pile 50 may be deviated from the predetermined angle during driving. As a result, there was another drawback of occurrence of secondary stress due to bending, in addition to loss of a desired supporting force.
Pile 5 substantially gives no resistance to horizontal external force such as earth pressure, hydraulic pressure in the ground, or seismic force. Pile 5 supports only vertically downward load such as deadweight or live load of the upper concrete. In addition, banking may be provided in front of the sheet pile wall 49 to enhance stability of the water area structure. In this case, the diagonal pile 50 has excessively high bending moment generated by weight of the banking. As a result, considerably large
REFERENCES:
patent: 1632545 (1927-06-01), Gillen
patent: 2514119 (1950-07-01), Boccia
patent: 4687380 (1987-08-01), Meek et al.
Kiyomiya Osamu
Minami Kenichiro
Sato Koichi
Takahashi Kunio
Mason, Jr. Joseph C.
Nippon Steel Corporation
Smith Ronald E.
Taylor Dennis L.
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