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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Design of walings and tie-backs and their connections should, ba, take into account all actions which might tend to increase load effects. The passive resistance at any level cannot exceed the frictional resistance within bx soil between the projections. Where a combined section is required to resist horizontal actions, the same load-bearing elements may be used to carry the vertical actions.
The effects of differential settlement may be partially accommodated along the inclined slip planes. Care should be taken to avoid interference of bearing and sheet piles. Learn more about the cookies we use and how to change your settings.
Blocks are most commonly solid, but hollow blocks may be used to reduce handling weights in column and in arch and buttress walls. In the free-earth case, therefore, the result is an increase in stability rather than a saving in materials. Blocks are placed vertically above each other. Where the embedded retaining wall has insuficient vertical resistance, a combined section may be used.
In general it is necessary to take into account the effects of a concentrated action over the whole 63492- between movement joints of the structure to which it is applied; actions applied near a construction or movement joint or the end of the wall usually cause greater dificulties. Worldwide Standards We can source any standard from anywhere in the world.
BS 6349-2:2010
The orientation should further be selected such that the structure has least detrimental effect on the coastal or estuarial regime. For cantilever walls, the capping beam is supported both bz and horizontally. The base and bedding are sometimes laid at a slope to increase resistance to sliding.
NOTE 2 In some circumstances, it is not necessary to provide ixed access facilities to parts which require only irregular maintenance. If the modulus of the H-section, box or tube far exceeds that of the intermediate sheeting, it may be assumed that all horizontal actions are transmitted to the large modulus elements and no welding of interlocks is then required.
The maximum size of stone might have to be restricted on account of the high local actions which could be imposed on the wall. Commentary, explanation and general informative material is presented in smaller italic type, and does not constitute a normative element.
Temporary ill and anchoring may be used to support land-based plant, the ill remaining in front of the wall being removed after piling. NOTE 2 Guidance on earthing and bonding, and on ire-ighting equipment, at marine oil terminals is given in the International safety guide for oil tankers and terminals [17].
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 to installing the embedded wall. Walings should be designed in accordance with BS EN Less concrete is required than for a blockwork wall, but a considerable weight of reinforcement has to be provided and attention has to be paid in design to minimizing the possibility of corrosion.
Attention is drawn to the statutory requirement in the UK to carry out an impact assessment of all proposed maritime constructions. The permanent design might then have to be based on an at-rest earth pressure. Where concrete illing is used, bbs joints should be sealed to prevent loss of grout.
Where necessary, the following facilities should also be provided: Where hazardous cargo is handled, such as in VLCC and oil and oil product terminals, LNG and LPG and chemical carrier terminals and similar bulk carrier berths, speed-of-approach monitoring aids and mooring line force measurement aids should be provided. NOTE 1 Cellular sheet-piled and double-wall structures are not embedded retaining walls as deined in 3.
BS Maritime works. Code of practice for the design of quay walls, jetties and dolphins
The crossfall may be as high as 1: For cappings built on sheet-piled walls, a minimum pile embedment of 75 mm is recommended. Code of practice for planning and design for operations. Other vertical actions to be resisted are the dead weight of the waling, the weight of any soil and surcharge loads directly above the waling, and the vertical component of active soil pressure acting on the vertical plane passing through the rear edge of the waling.
If settlement or horizontal movement is expected, a lexible joint will be required. For a more effective system, pressure-charged mains and automatic pumps for instant use may be provided. Where drainage at the quay face could cause pollution of the sea, or where the apron is very wide, surface water may be directed to gullies or channels provided in the apron. If the anchor wall has to be driven to a great depth, a double-wall structure see 7. After the caisson has been positioned, tremie concrete is used to form the internal base and to ill the wall voids.
NOTE If the risk assessment shows that a hazard can be mitigated by suitable management controls, then it might not be necessary to design the structure speciically to accommodate the actions arising from that hazard. It is usual to use rubble or a free-draining granular ill immediately behind a quay wall so that the effects of tidal lag are minimized and earth pressures are reduced see also 4.
A caisson centre may be left unilled to reduce bearing pressures and virtual mass during earthquakes. If shipping patterns show that ships using the berth are never at full draught, a reduced depth might be acceptable.
When considering the effects of water pressures on the structural system, they can be regarded as coming from a single source [BS EN The construction of in-situ concrete walls is usually carried out in existing or illed ground.