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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The vertical actions acting on sheet-piled walls are largely the same as those for embedded retaining walls see 6. This should extend outward at least 1.

There are four general exposure zones: The other services listed above are required at only a few berths, such as those used for itting-out vessels. A gravel backill may be used instead of rubble: As a consequence, a large 634-92 of different block types are required.

BS 6349-2:2010

Piles installed 6394-2 a large unsupported length require temporary support to maintain line and to avoid buckling. The most common shape is rectangular, while circular and cloverleaf shapes are also used. Scour and wave action can remove material in front of or underneath the structure.

Abrupt changes in proile might create suficient disturbance to affect the structure and possibly navigation in the vicinity. Annex A has been developed to ill this gap as far as possible.

This type of anchor may be connected directly to the embedded retaining wall or waling. Blending valves might be needed, and maximum and minimum supplying rates should be speciied.

Where it is desired to reduce the vertical soil actions on the wall, the platform may be designed as a partially hollow reinforced concrete section. When considering the effects of water pressures on the structural system, they can be regarded as coming from a single source [BS 6349-22 Pre-stressed piles should generally be used in preference to reinforced concrete, to save weight.

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With a virgin site, bx level of the cope should be set on practical grounds. At some ports there is a demand for the bss of ships. Where open structures are used for marginal berths, the back-of-berth ill is usually retained behind a revetted slope.

If it has to be towed more than a short distance, the additional navigational and stability requirements should be taken into account. Code de bonne pratique. The overall stability against rotational failure of the wall and the surrounding earth masses should be taken into account as described in 6. Code of practice for the design of quay walls, jetties and dolphins Status: Flexible types of structure are also not preferred for loading platforms and trestle structures for liquid cargo berths, as the carrying piping might then become subject to signiicant horizontal differential deformations due to wind, wave and current loads on the substructure.

Dimensions for special types of bulk terminal such ns those with radial loaders or unloaders should be individually assessed. For reinforced concrete work in the tidal zone, it is generally better to use precast units with the minimum of in-situ concrete connections.

If plug formation is uncertain, vertical plates may 63449-2 welded across the trough faces at the pile toes. Diaphragm walls are usually constructed using straight panels, 0.

A risk assessment should be performed to identify hazards and any actions that might result from these hazards, including any accidental actions. Where hard driving is encountered, the pile section required might exceed the section needed to resist bending. Separate bearing piles may be installed to seaward or landward of the embedded retaining wall to carry all or part of the vertical imposed loads.

The use of weepholes is not encouraged, but where their use is unavoidable, they should be designed to prevent loss of ill. The viability of using this form of construction for deepwater berths depends on the availability of suitable lifting equipment, either loating or on a jack-up pontoon, and on there being a suficient length of wall to justify mobilizing such plant and formwork.

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Design of quay walls, jetties and dolphins Withdrawn. Earth pressure calculations and general design principles should be in accordance with BS EN The primary elements are normally steel tubular piles, I-sections or built-up boxes, spaced uniformly along the length of the wall. Restraint to forward movement of deadman anchorages is provided by the passive resistance of the soil against the face of the member.

In relieving platform structures, the platform transmits the horizontal actions from the wall to the piles. The submerged weight of underwater portions of the wall should be used in calculating the resisting forces.

For cantilever walls, the capping beam is supported both vertically and horizontally.

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

NOTE 2 The selected orientation of the berth can also be affected by an optimization between the capital costs of investment and costs of operational down-time.

The lateral soil pressures acting on embedded retaining walls built in front of a relieving platform conforming to the geometrical arrangement shown in Figure 10a may be assumed to be relieved by the platform.

The selection of the most appropriate type of gravity wall will be inluenced by the site conditions and method of construction. The effect of these actions on piles that are not restrained or anchored during construction should be taken into account when assessing the size of the piles.

The retaining wall above relieving platforms should be designed to resist berthing actions in bending or by thrust in the counterforts, if provided. Water should also be available for ire-ighting purposes.