BS 6349-2 PDF

PORT WORKS DESIGN MANUAL PART 2Guide to Design of Piers and Dolphins Civil Engineering Office Civil Engineering Department The Government. Find the most up-to-date version of BS at Engineering Buy BS Maritime works. Code of practice for the design of quay walls, jetties and dolphins from SAI Global.

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Kerbed areas will usually be required to contain oil and other hazardous spillages, which may then be drained to a tank provided for this purpose. Where the tie-backs are inclined, the walings and ixings should be designed to carry the vertical action component.

Relationship with other publications BS is published in the following parts: For reinforced concrete work in the tidal zone, it is generally better to use precast units with the minimum of in-situ concrete connections. The passive resistance at any level cannot exceed the frictional resistance within the soil between the projections. Where the corner is in a vulnerable position, the anchor wall toes should be stepped down to the same level as the retaining wall toe to minimize loss of material in the event of damage to the corner.

This serves as a cope and may be used as a fender support. Search all products by.

In diaphragm walls and in contiguous and soldier-piled walls, composite action of the wall elements is unlikely to occur without special connectors: Figure 13 Examples of deadman anchorages a Steel sheet-piled wall b Reinforced concrete wall c Mass concrete d Friction slab Key 1 Tie 2 Friction plane Walls may be designed as balanced anchorages where the ground in front of the wall provides adequate resistance.

At all maritime terminals at least one tide gauge should be provided. Where the seabed is mainly of rock, pre-treatment of the bed or pile toe or provision of rock sockets or dowels might be necessary to allow sheet piles to be used. For oil and gas facilities, requirements for mooring equipment are given in the ICE speciication for piling and embedded retaining walls. This type of wall is generally most suitable for use in cohesive soils and weak rock and where heavy vertical loads are to be accommodated.


They can be used for both quay walls and jetties. This form of construction is less tolerant of differential settlement than sliced or column blockwork, although the effects may be reduced by completing each course of construction bx placing the course above. A lexible type of structure might be unsuitable if it is to accommodate cranes or bulk handling equipment, especially in earthquake zones. They have the advantage over cantilever anchorages in that the actions be resisted by axial 66349-2 in the piles rather than in bending, and only very small forward movement of the anchor is experienced.

For cantilever walls, the capping beam is supported both vertically and horizontally. The capping should generally be at least 0. If the seabed is sandy, a ilter layer of graded gravel should be placed between the rubble and subsoil to minimize settlement into the seabed.

Document Status Indicators The Green document status indicator indicates that the document is: The selected design situations should be suficiently severe and varied so as to encompass all conditions that can reasonably 63449-2 foreseen to occur during the execution and use of the structure. Figure 2a and Figure 2b show examples of walls with one and two tie levels, respectively.

Customers who bought this product also bought BS Ground anchors should be used where the overturning resistance is insuficient. Where scour is considered to be likely, protection, such as a rubble anti-scour apron on the seabed, should be provided in front of quay walls and particularly at berths where vessels will generally berth in the same position.

This facilitates the construction of an extension without causing additional settlement in the completed wall. An accurate knowledge of tidal conditions is essential to the success of the 634-92 operation.

BS 6349-2:2010

In the latter case, the movement of the wall due to pressure from the small retained height of soil might be insuficient to develop active pressure conditions. Yielding can take the form of horizontal movement, or a horizontal movement combined with a forward rotation. This generally ns the face 634-2 the in-situ capping to project to seaward of the wall face.


They are relatively light and easy to handle, they can 63499-2 supplied in long lengths and can be extended 634-2 cut without undue dificulty. With a lexible wall, the anchorage forces are higher and the bending moments between anchorage and seabed are lower than those calculated assuming a linear stress distribution.

Where there are a number of services, the depth required can be considerable as it is inevitable that the service lines will have to cross. The capping may be analysed as a horizontal beam on an elastic support, due account being taken of the contribution of the wall in resisting the action. The main advantage of this form of construction is that it can accommodate differential settlement. Where a void exists at the underside bbs the relieving platform, the theoretical pressure distribution on the back of the embedded retaining wall may be assumed to be as shown in Figure 11b ].

For certain specialized cargo such as ish, apron widths may be reduced to minimize handling, depending on the handling methods. To prevent this, suitable ilters should be provided.

BS Maritime works. Code of practice for the design of quay walls, jetties and dolphins

Sb the case of container terminals, the whole of the land area is usually open, and distances from the berth face to the rear boundary are often in the range of m to m. Any user claiming compliance with this part 6394-2 BS is expected to be able to justify any course of action that deviates from its recommendations.

The foundation in front of the rubble base can also be liable to scour, requiring extension of the anti-scour apron beyond the 1. Turnbuckles should be located where they can be readily accessed without leaving them unduly exposed.

Blocks are provided with a tongue-and-groove interlock. The distribution of earth pressure and resistance of these structures depends on the type and lexibility of the structure 6349-22 well as on the nature of the soil.