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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Search all products by. Click here to find out how to access this document. When staggered toes are used, the toe lengths of the longer piles should be capable of resisting the total bending, shear and vertical forces which would occur in a wall with uniform toe levels. To achieve their design life with the minimum of maintenance, it is important that all structures are designed for durability.

The importance of the effects of current on navigation will depend on the strength of the current, the availability of tugs, 6349- loading condition 63499-2 the ships and whether movements are restricted by tide levels.

Casting caissons aloat requires calm water conditions. However, for many forms of maritime structure, the wall is founded on a granular levelling bed laid on the existing or dredged seabed.

At areas at risk of ire, sb ire protection measures might be required in addition to the active ire monitoring system. These zones should be identiied for all sections of the structure.

Water pressures see BS 3649-2, double-anchored walls are considerably more complex than single-anchored walls, and for this reason, computer software that is gs to perform the calculations required for BS EN should generally be used to determine the effects of all actions for double-anchored walls. In free-earth conditions, the longer piles should be driven deeper than for a wall with uniform toe levels, and the shorter piles shallower, by a distance equal to half the stagger height.

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Information about this 634-92 The start and inish of text introduced or altered by Corrigendum No. These delections can arise from elastic movements of the trestles due to loading changes, lateral wind loads and temperature distortions. Specially shaped base blocks and abutments are required, and wedge blocks might have to be provided to correct the inclination from that speciied.

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

NOTE Examples of transient design situations are: Blocks are placed with the tongue uppermost so that the groove of succeeding blocks can be engaged and the block slid into place. The provision of electrical outlets for one or more systems of electrical power might be required at all berths.

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. An accurate knowledge of tidal conditions is essential to the success of the positioning operation. There are two basic types of relieved wall.

Figures 4a and 4b indicate the situation where the embedded wall is installed where the existing ground level is at the top of the wall or where the ground has been illed to the inished level prior gs installing the embedded wall.

Where cold products are handled, cold splash protection should be provided where necessary for protection of the structural elements. In the case of troughed sheet-piled walls, the gross width of the wall toe is generally effective in medium dense granular soils and in irm clays, on the assumption that a plug will form at the toe. NOTE Detailed guidance on seismic-resistant design is given in Recommendations of the Committee for Waterfront Structures [11], Earthquake-resistant design [12] and Recommended practice for planning, designing and constructing ixed offshore platforms [13—14].

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The capping should also be provided with lateral reinforcement above the sheet piles, where troughed steel piles are used and where vertical actions are to be resisted: If long-term differential settlement is expected, keys between adjacent columns are omitted. Corrosion protection should be designed to accommodate the deformation of the tendon if settlement is expected. The capping and fenders should extend suficiently to seaward of the wall to avoid vessel impact on the wall units.

It is not usually advisable to assume a ixed-earth condition for walls in cohesive soils for permanent structures, owing to the long-term change in properties of these soils. This serves as a cope and may be used as a fender support.

BS 6349-2:2010

Material of similar quality should be used to replace weak soils, such as soft clay and silt and ine-grained sand, which could liquefy in earthquakes, from behind or in front of the wall and anchorages, in order to minimize vertical and horizontal movements. Figure 20 Angle of friction be virtual back of blockwork wall Key 1 Capping 2 Virtual back of wall for block B 3 Section through back of wall 4 Angle of friction on virtual back 7. Walls can have a sloping or a serrated base to improve the resistance to sliding.

In diaphragm walls and in contiguous and soldier-piled walls, composite action of the wall elements is unlikely to occur without special connectors: If it has to be towed more than a short distance, the additional navigational and stability requirements should be taken into account.