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 maximum draught and degree of list of vessels berthed alongside should be taken into account when determining underwater clearances to the face of a structure. Caissons are usually designed so that, after sinking, the top is just above low water level with due allowance for waves. The depth required for lush ixing of the rail track in the deck is also signiicant bd choosing bx different forms of construction.
Construction tolerances for in-situ concrete piles should generally be 63492- accordance with 8. The base should extend at least 1. The tolerance which is necessary in the positioning of recesses should be taken into account in the design. Movement joints should generally be provided at 15 m to 30 m intervals.
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: In some cases, both faces are sealed in this way to allow grouting of the whole of the joint between blocks.
The short scar or stepped end in this form of construction permits the use of a smaller crane than other types of blockwork. The piles should be designed to resist compressive actions due to berthing. Flap-valves should be provided in preference to weepholes, to avoid blockage.
The wall should be embedded suficiently to obtain ixed-earth support conditions at the toe. The seaward face of the capping should be dimensioned in relation to the face of the embedded retaining wall to give the necessary clearances see 4. When considering the effects of water pressures on the structural system, they can be regarded as coming from a single source [BS EN These movements are in addition to natural settlements and will depend on the type of structure and the ground conditions.
Panel lengths are typically 4. The crossfall may be as high as 1: If the depth of soft clay is very great, an embedded retaining wall might be unsuitable and another form of construction, such as a suspended deck structure see Clause 8should be used instead.
They can be used for both quay walls and jetties. This serves as a cope and may be used as a fender support.
Scour and wave action can remove material in front of or underneath the structure. 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.
Code of practice for materials BS The actions should, in general, be distributed along the wall by the waling or capping.
Where a combined section is required to resist horizontal actions, the same load-bearing elements may be used to carry the vertical actions.
The upper surfaces of all quay aprons and jetties should be designed to allow rainwater and spray to drain away.
Walls with a substantial cantilever above tie level might require auxiliary tie-backs to the top. NOTE Guidance is given in Planning and design of ports and marine terminals  and Ice engineering design of marine piling and piers . Presentational conventions The bw in this standard are presented in bss i.
In sea water conditions it is recommended that the diameter of a tie rod be not less than 50 mm. However, it is generally not practicable to vary the section sizes or to provide different protective systems within the zone. Units more than 18 m high have been used see Figure The illing in front of deadman anchors should be completed before the anchorage is required to resist an action.
It should, if necessary, be improved above water level by adding an in-situ concrete facing, or by extending the capping down to this level.
At all maritime terminals at least bx tide gauge should be provided. Underwater zones have to be inspected by a diver and, as well as the problem of marine growth, there might be limited visibility and problems of communication between the diver and the engineer. Log In Sign Up. Easy access to the loading platform and dolphins should be provided for normal operations e.
Where ties are attached directly to the wall and no walings are used, the wall element should be designed to resist the high local compressive action which occurs.
BS Maritime works. Code of practice for the design of quay walls, jetties and dolphins
Figure 4 illustrates two scenarios where dredging takes place after the installation of the embedded wall and tie rods. Caissons are usually limited to about 30 m in greatest plan dimension to avoid high longitudinal effects, but units more than m long have been used. When designing service connections between wall and backill, differential movement should be allowed for. Fuel hydrants served by buried pipelines should be provided at convenient locations.
An appropriate allowance should be made for both capital and maintenence dredging tolerances. The lare of container ships or naval vessels 634-2 require larger clearances.
649-2 Precasting of the wall units is more dificult than for blocks and might require slipforming. 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.