Want access to British Standards? The dead weight of the cap and overlying soil is used to reduce uplift in the tension piles. 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. NOTE 1 The danger of corrosion is usually greatest in the intertidal and zones of high attack this term is deined in BS EN where alternate wetting and drying of the surface occurs. In bonded construction, interlocking dumb-bell-shaped blocks may be used.
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BS Maritime works. Code of practice for the design of quay walls, jetties and dolphins
This website is best viewed with browser version of up to Microsoft Internet Explorer 8 or Firefox 3. However, in addition an assessment of the likelihood of microbiologically induced corrosion MIC should be made.
Figure 8 Cantilevered embedded retaining wall structure Key 1 Water level 2 Sheet piling 3 Bed level The distribution of active earth pressure and passive earth resistance on a cantilevered embedded retaining wall is shown in Figure 9a. The overall stability against sliding of the structure and the mass of earth retained by and beneath the structure should take into account the requirements of BS EN Where straightening of the wall is required, this may be achieved by temporary walings if the capping is to function as a permanent waling.
You may experience issues viewing this site in Internet Explorer 9, 10 or Ground anchors should be used where the overturning resistance is insuficient. Walings may be placed in front of or behind the embedded retaining wall but, in quays 649-2 jetties built in sea water, they should normally be placed 6349-22 to vs mechanical damage and reduce corrosion.
NOTE A relieving platform is usually supported on the retaining wall. It should not be quoted as if it were a speciication and particular care should be taken to ensure that claims of compliance are not misleading. 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. Above water level, the ill may be compacted by conventional means, and the effects of heavy compaction, which is bx required at ports, should be taken into account.
The durability of a structure should take account of the effects of the agreed operation and maintenance strategy see 4. NOTE In some cases of certain types of action, such as wave actions, ship berthing actions, mooring actions and ship accidental impact actions, BS EN and the national application 63449-2 do not provide guidance. Where sealed joints are provided, the possibility of uplift should be taken into account. These bd apply to both the free-earth and the ixed-earth support methods.
Overall stability during construction should be assessed, as well as the strength of parts of the structure, and mitigating measures should be taken where necessary. Load tests are desirable where isolated vertical actions are high, and the wall should be designed taking account of effects occurring during testing.
Generous splays should be provided at internal corners to minimize local cracking.
The maximum use of prefabricated sections may be adopted to achieve an early completion date, but the size and weight of units have to be within the handling capacity of the available plant. A services gallery, with full height head-room for access, is often an acceptable solution.
In soldier-piled walls, only the 63449-2 should be assumed to resist the vertical actions. NOTE 1 A low cope might be appropriate at berths exclusively used by small craft.
The nature of the bed, the amount of solids in suspension in the water, existing current directions and velocities and the existing pattern of littoral drift all need to be examined and their sensitivity to the orientation of the structure 63492. If stress reversals due to horizontal actions can occur, the waling ixings should be designed accordingly. Allowances for any expected overdredge and underkeel clearance should be included in the design.
The raking piles or diaphragm wall elements provide a rigid anchorage to the wall, uplift actions being reduced by the actions from the platform. Plain cantilever walls are not generally used for heights in excess of 8 m, and for greater heights a counterfort wall may be used.
The effects in 634-92 diagonal ties cause additional tensile effects to be set up in the walings. The most critical case might be the temporary condition during construction, especially where hydraulic ill is being placed behind a wall. If shipping patterns show that ships using the berth are never at full draught, a reduced depth might be acceptable. According to the classes of vessel expected, fuel oil, marine gas oil, marine diesel oil and intermediates might be required.
The actions are transmitted to the ground by friction between the rear face of the wall and the soil and by passive resistance hs projecting faces, such as the webs of troughed sheet piles, combined sheet piles and T-panel diaphragm walls.
The lateral soil pressures acting on embedded retaining walls built in front of a relieving platform conforming to the hs arrangement shown in Figure 10a may be assumed to be relieved by the platform.
Floating or land-based plant may be used to install the piles.