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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Came into effect 30 April Embedded retaining walls adjacent to relieving platforms or suspended deck quays do not require a separate waling if these structures are built in advance of the wall, thereby providing resistance to the horizontal soil actions as soon as the junction is formed. Instead of returning the wall at the ends to retain the illing, a scar or stepped end may be formed to protect the slope to the edge of the ill behind.

Figure 17 shows typical examples of each type.

The value of the action F3 is such that the algebraic sum of the actions F1, F2 and F3 is zero. For cappings built on sheet-piled walls, a minimum pile embedment of 75 mm is recommended. This method should be used only for small bollard pulls. The 63492 should, in general, be distributed along the wall by the waling or capping. The vertical actions 634-92 supported by the embedded retaining wall and the bearing piles.

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

The most commonly used interlocking pile sections for steel embedded retaining walls are the U- and Z- types. Walls can have a sloping or a serrated base to improve the resistance to sliding. If shipping sb show that ships using the berth are never at full draught, a reduced depth might be acceptable.

Active pressures acting on the back of the wall should be calculated to take into account the effects of the bearing piles. Care should be taken to provide appropriately sealed joints to prevent loss of material. The weight of the soil that lies above the lower failure plane should be included in the disturbing forces in relation to the length and inclination of the anchors see Figure 6.


For cohesive soils, the long-term considerations are sb to be critical except where dredging is carried out in front of the wall, when undrained conditions might govern, depending upon the speed of construction. NOTE 3 These can include vertical stanchions on the loading platform directly supporting product lines and heavy equipment such as the loading arms.

Where the berth is one of a number in a line, the expected mix of vessels using the line of berths should be taken into account. If the b are staggered by not more than 1.

The embedded retaining wall may either extend to cope level, or be stopped off at the platform level with a reinforced concrete retaining wall built up from the platform slab to cope level.

Casting caissons aloat requires calm water conditions. In the free-earth case, therefore, the result is an increase in stability rather than a saving in materials. This document Older versions. For economy, walls should wherever possible be designed to yield, in which case active pressures due to retained soil may be used. Excavation on land can be carefully controlled, but under water it has to be executed by dredger or occasionally by diver. This serves as a cope and may be used as a fender support.

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BS 6349-2:2010

If a suitable gravity structure exists behind the wall, this may be used as an anchorage. Corrosion can also be controlled by cathodic protection. The Red document status indicator indicates that the document is an old version The document has likely been withdrawn by the publisher, also the meta data presented here may be out of date as it is no longer being maintained by the editorial teams at NBS.

Where cold products are handled, cold splash protection should be provided where necessary for protection of the structural elements. 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. The effects of earthquakes on stability in accordance with BS EN should be taken into account.


The size of rock protection for 63349-2 slopes should be not less than that needed to resist the wash of propellers and bow-thrusters; it might be necessary to provide a ilter between the rubble and the underlying material. The effective column length of the load-bearing wall may be taken as being equal to the vertical distance between the points of zero bending moment due to horizontal actions.

Where a combined section is required to resist horizontal actions, the same load-bearing elements may be used to carry the vertical actions. The surface inish of this type of wall is generally irregular, depending on the soil. Continuous walls should be provided with suitable drainage measures to prevent differential hydrostatic pressures acting on them.

Depending on the consequences of failure, in most cases, it will not be practicable to design for the simultaneous application of all possible extreme actions. As part of this process, the various parts of the structure should be zoned for different types of use, and the actions to be supported by each zone should be determined.

Where sealed joints are provided, the possibility of uplift should be taken into account. A layer of gravel or rubble may be placed on the seabed prior to illing in order to prevent the formation of such a failure plane below ill placed on the surface layer. For the construction of typical two-stage precast elements e.