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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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. The wall should be designed to resist this action. The resistance may be increased by using T-panels, either with abutting langes or with straight panels between bz.

Berths should not, in general, be broadside-on to strong prevailing winds and waves. Piles installed with a large unsupported length require temporary support to maintain line and to avoid buckling.

BS 6349-2:2010

Filling 63492- be programmed so that the actions imposed on the wall can be resisted at each stage by the anchorage available at that stage. The wall should be embedded suficiently to obtain ixed-earth support conditions at the toe. Slurry trench construction should conform to BS Sheet piles can also be used to advantage when heavy vertical actions are to be carried, since they will reduce the tension due to bending of the piles. A lexible type of structure might be unsuitable if it is to accommodate cranes or bulk handling equipment, especially in earthquake zones.

These should be remotely activated if not easily accessible, and should be in accordance with an agreed emergency response plan. The 6349- 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.

Piles most commonly used as anchors in conjunction with steel sheet-piled walls are steel H-piles, since these provide good friction resistance, can be driven to good penetration and will usually resist the effects which occur during driving at a lat rake. Tendons grouted into soil or rock should be designed in accordance with BS EN Ground anchors should be used where the overturning resistance is insuficient.

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Jetting should not be used for lat raked piles. NOTE Where the seabed soil is weak, jack-up plant might be at risk of collapse. However, this type of wall might be a suitable way to provide a deeper retaining face outside an existing wall, where minimum interference with port operations is essential.

Sliding may be rotational, planar, or on a composite failure plane. The pressure distribution can be simpliied as shown in Figure 9bwhen the action represented by the area CDE of Figure 9a can be replaced by a single horizontal ixed direct action F3 acting at the point A, and the line AB is assumed to be horizontal.

These stresses in steel and timber elements should be based on the wall section at the end of the design life. However, double-anchored walls are considerably more complex than single-anchored walls, and for this reason, computer software that is able to perform the calculations required for BS EN should generally be used to determine the effects of all actions for double-anchored walls.

The most commonly used interlocking pile sections for steel embedded retaining walls are the U- and Z- types. Want access to British Standards? General cargo ships and many dry bulk cargo ships need a long berth face so that cargo handling equipment can have access to work any hold. For high walls, the tolerance on the level of the top of the rubble foundation should be determined in relation to the design of the joints between units.

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

Worldwide Standards We can source any standard be anywhere in the world. Care should be taken to provide appropriately sealed joints to prevent loss of material. 63349-2 types of structure are most commonly used for marginal berths where ill material has to be retained, but they are also used for inger piers, jetties and dolphins.

Depending upon the suitability of the dredged material, the actions applied to berth structures can vary considerably. Log In Sign Up. For ixed earth support, dz is three quarters of the depth of embedment of the wall.

Measures should also be taken to minimize the likelihood of ships striking structures in the spaces between individual fender units. This facilitates the construction of an extension without causing additional settlement in the completed wall.

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Corners may be rounded to reduce damage both to vessels and the wall, and to improve hydraulic conditions nearby. Lateral pressure on the embedded wall may be further reduced by sloping the ground under the platform or by taking advantage of an existing slope [see Figure 10a ].

The action is resisted by the raking piles under the platform. Provision should be made in ducts for the rotation and compression which can 63349-2 at the ends. Even inspection of areas above the tidal zone, such as the sofit of a suspended slab, can be dificult if they can only be reached from a boat or loating platform at a particular state of the tide.

To prevent this, suitable ilters should be provided. The resistance of the auxiliary anchorage should be checked for the 6349- planes shown in Figure 7, and as described in 6. Materials should be chosen on the basis of their availability, quality and suitability for the particular project.

Examples of suitable applications are bulkhead walls behind suspended decks and quays for small craft. 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. Again there may be more recent versions of the document. At all maritime terminals at least one tide gauge should be provided.

In sea water conditions it is recommended bbs the diameter of a tie rod be not less than 50 mm. This applies particularly where the ground water table can rise suficiently to reduce frictional resistance. The availability of rock or general ill within a short haul distance can have a strong inluence on the choice of structure.

The spacing will also depend upon the cross-sectional dimensions and structural function of the capping. Where a watertight structure is required, the joints should be sealed.