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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When considering the effects of water pressures on the 63349-2 system, they can be regarded as coming from 63499-2 single source [BS EN Soil replacement below seabed level should take place before piling. This method of construction is more appropriate when there is a considerable length of quay to construct, and where there is suficient water depth to allow the manoeuvring of the loating caissons between the casting area and the inal location.

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

The planning of such measures for new structures should take into account the safety measures already in place in the existing parts of the port, and any that are required by the risk assessment 4.

Blending valves might be needed, and maximum and minimum supplying rates should be speciied. For the purpose of this calculation the wall should be assumed to be rigid.

It is usual to apply a small pre-stress to tie rods to limit wall movement. These cross-over points and the outlet points can inluence the structural design. Maintenance of rail centres is achieved by means of tie beams connecting the rail beams. The unevenness of cut usually obtained, and the possibility of the layers below the surface layer forming a potential failure plane under foundations, should be taken into account.

The support system for gantry cranes and other mechanical handling plant might dictate the geometry of the berth structure. Code of practice for design of fendering and mooring systems BS Where the section modulus of a steel sheet-piled wall is increased by ixing reinforcing plates to the piles or by introducing box sections, 6394-2 additional elements need only be provided over the height where they are required for bending resistance. This is particularly applicable to bulk terminals serving oil tankers, very large crude carriers VLCCsliquid natural gas LNG carriers or other bulk vessels where maximum horizontal loads are severe and imposed vertical loads are light.


The strongpoint thus formed may be designed as a gravity structure. Care bw be taken to avoid interference of bearing and sheet piles. Figure 17 Anchoring arrangements at corners Key 1 Possible counteracting ties 2 Typical tie rods 3 Main anchor wall 4 Return anchor wall 5 Return wall 6 Front wall a Diagonal ties b Anchor walls in two directions 6.

Rails should not be ixed until the tie 649-2 have been constructed.

If they are always to lie alongside in the same direction e. The overall stability against rotational failure of the wall and the surrounding earth masses should be taken into account as described in 6. NOTE Actions can be grouped under the general headings given in Annex B for the initial design but it might be necessary to consider the actions within a group separately when they are unusual or of particular signiicance.

BS 6349-2:2010

If in-situ concrete is to be used within the tidal zone, members should be detailed so that the concrete can be easily placed and effectively compacted. The materials that are needed to achieve durability are described in BS Excavation on land can be carefully controlled, but under water it has to be executed by dredger or occasionally by diver.

Horizontal shear keys should be provided with adequate clearances to permit placing to the required tolerances. Where quay walls are built on rock, with a rock face behind, the total lateral pressure on the back of the wall may sometimes be reduced by replacing the lower part of the ill with in-situ concrete.

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.

Specially shaped base blocks and abutments are required, and wedge blocks might have to be provided to correct the inclination from that speciied. Precasting of the wall units is more dificult than for blocks and might require slipforming. Commentary, explanation and general informative material is presented in smaller italic type, and does not constitute a normative element.

The value used in each part of the calculation should therefore be less than the maximum. The need to provide an area of land behind a berth often involves reclamation and this can have a strong inluence on the type of marginal structure to be adopted.

The capping may be of composite construction in which a precast concrete facing unit is provided on the seaward face and the remainder is cast in situ.

The two anchor walls should be independent of each other to achieve maximum passive resistance and avoid overstressing the walings. Less concrete is required than for a blockwork wall, but a considerable weight of reinforcement has to be provided and attention has to be paid in design to minimizing the possibility of 634-92.


The capping bbs 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 design of non-vertical embedded retaining walls should take into account the batter of the wall, in accordance with BS EN These zones should be identiied for all sections of the structure. Special compaction methods can be necessary for the submerged ill if it is essential to reduce settlements. Material above this level may be placed before piling, in 63492 case it 649-2 need to be dredged out.

In general, only small amounts of settlement will be acceptable in quays and jetties, unless measures are taken to minimize the effect of large settlements on operations when the facility is commissioned. The choice of structure should take into account the need to protect the works during construction against damage caused by loating craft, waves and currents.

The thickness of this layer should typically be 0. NOTE 1 Cellular sheet-piled and double-wall structures are not embedded retaining walls as deined in 3. Walings are required to transfer horizontal actions from the wall to the tie-backs. In addition, where required, wave, current, wind and water level monitors should be provided.

Although some combinations of actions are mutually exclusive, the probability of two or more large actions being applied to the structure simultaneously should be assessed. This serves as a cope and may be used as a fender support. Diaphragm wall structures with inclined rock anchor tie-backs can also be strengthened at corners by providing a relieving platform supported on diaphragm wall elements to avoid be anchor lengths.

This method should be used only for small bollard pulls. If long-term differential settlement is expected, keys between adjacent columns are omitted. Ducts for rail-mounted crane power supplies should be constructed integrally with the crane rail beam where there is any possibility of differential movement between beam and 6439-2.