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Repair common Windows errors and clear accumulated junk for a smoother, more stable PC - no reinstall needed.Free scan · no reinstallThere is no universally best deep-water quay wall. The appropriate system is the one that fits the ground, retained height, berth loads, allowable movement, dredging and scour assumptions, construction access, durability requirements and whole-life cost as one design. Water depth is important, but it does not select the wall by itself.
Start with the berth function and design basis, then shortlist gravity, embedded, caisson, combi-wall, relieving-platform, open-piled and hybrid arrangements. Keep the concept provisional until stability, deformation, seismic response, construction stages, durability and future seabed levels have been checked under the governing national code. BS 6349-2:2019 is listed by the British Standards Institution as the current edition for quay walls, jetties and dolphins; the project team must still establish which national code combination applies to the site.
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What the wall actually has to do
A quay wall is not selected from a catalogue of water depths. It is a soil-retaining, water-exposed structure that must transfer earth, water, vessel and terminal loads while tolerating construction and operational movements. The first design task is to define the complete demand envelope.
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Separate water depth from retained height
Water depth is the elevation of the dredged berth below a stated datum. Retained height is the difference between the land-side ground or working platform and the effective seabed level in front of the wall. A deep berth can have a modest retained height if the land side is low; a shallower berth can impose a large wall demand where the backfill is high. Wall length, toe level and embedment are governed by the geometry and soil profile, not by water depth alone.
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Design the credible future geometry as well as the opening-day condition. A later channel deepening, approved over-dredging tolerance or propeller scour can lower the passive soil support in front of an embedded wall. That increases effective retained height, bending, anchor demand and foundation pressure. The design brief should state future dredge levels, tolerances and scour allowances explicitly.
Define the berth and terminal function
The same shoreline may need a different structure for a container berth, bulk terminal, ferry landing or general cargo quay. Establish:
- design vessel, draft, berthing energy, mooring arrangement and fender reactions;
- crane rail loads, wheel loads, container-stack surcharge, heavy transporter routes and bulk-stockpile loads;
- bollard and mooring-line forces, utility corridors and access roads;
- movement limits for rails, cranes, pipelines, pavements, buildings and adjacent structures; and
- design life, outage tolerance and requirements for later strengthening or deepening.
Operational loads belong in the concept selection, not only in the final reinforcement drawings. A wall that is adequate for static earth pressure may be unsuitable where crane rails or utilities cannot tolerate its predicted movements.
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Obtain enough investigation to identify rockhead, dense bearing layers, soft compressible strata, weak interfaces, groundwater levels, obstructions and liquefaction or lateral-spreading susceptibility. The model should distinguish short-term construction conditions from long-term drained and undrained behaviour. It must also identify whether piles can be driven, whether a trench can be excavated and supported, and whether a prepared foundation can be maintained below water.
Set movement and seismic criteria
Allowable movement is often the factor that separates a low-cost wall from a stiffer, more expensive system. State limits for horizontal displacement, rotation, settlement and differential settlement at the wall face, crane rails, pavement and landside interfaces. Assess liquefaction, cyclic strength loss, lateral spreading, seismic earth pressure and seismic sliding or rotation where the hazard exists. A wall that meets static factors of safety can still fail the serviceability requirement.
Quay wall families and when each is credible
The following families are starting points for a project shortlist. They are not interchangeable, and several may be combined in a hybrid berth.
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| System | How it resists load | Where it can fit | Critical checks and constraints |
|---|---|---|---|
| Concrete blockwork gravity wall | Mass, geometry and foundation resistance resist sliding and overturning. | Competent founding strata, manageable block handling and sites where driven piles are difficult. | Bearing, sliding, overturning, differential settlement, foundation preparation, placement tolerance and block durability. |
| Precast reinforced-concrete or L-wall | Wall shape and retained fill mobilise resistance with less concrete than mass blocks. | Predictable foundations and practical precast installation. | Settlement, base sliding, uplift, joints, backfill quality and installation tolerances. |
| Concrete caisson | A hollow reinforced-concrete unit is filled or ballasted after placement and acts mainly as a gravity structure. | Deep-water gravity quays where casting or dry-dock facilities, marine transport and seabed preparation are feasible. | Foundation capacity and settlement, flotation, towing and sinking, joints, scour and seismic sliding or rotation. |
| Cellular sheet-pile wall | Interlocking straight-web piles form filled cells that behave as a broad gravity mass. | Water-based construction where wide cells can be built and filled. | Interlock tension, cell geometry, fill behaviour, foundation resistance, sliding, overturning and progressive distortion. |
| Cantilever or anchored sheet-pile wall | Interlocking steel sections retain soil through embedment; deeper walls commonly use anchors. | Driveable ground, moderate retained heights and compact sites. | Obstructions, toe penetration, passive resistance, anchor geometry, corrosion, deformation, seepage and future dredging. |
| Combi-wall or high-modulus wall | Heavy king piles carry much of the bending while sheet-pile infill retains soil. | Deep retained heights, high surcharge and demanding deformation criteria. | King-pile drivability and toe penetration, infill, anchor forces, tolerances, corrosion, vibration and cost. |
| Diaphragm wall | Slurry-supported reinforced-concrete panels form a stiff embedded wall. | Sites requiring deformation control, low vibration or integration with landside structures. | Specialist equipment, slurry and excavation control, panel joints, toe cleanliness, continuity and higher construction cost. |
| Double-wall sheet-pile cofferdam | Two tied sheet-pile walls with fill between create a broad retaining mass. | Sites with enough footprint for a wide wall. | Tie forces, global stability, fill response, wall spacing, differential movement and construction-stage stability. |
| Relieving-platform quay | A pile-supported landward platform takes part of the surcharge directly to piles, reducing horizontal earth pressure on the front wall. | Heavy crane or cargo loads behind a waterside wall. | Soil-structure interaction, pile loads, compatibility, sequencing, differential settlement and three-dimensional load transfer. |
| Open piled berth or suspended deck | A pile-supported deck carries the berth over water or a stable slope, with retaining works only where needed. | Deep foundations, hydraulic openness or practical over-water construction. | Lateral pile response, slope stability, scour, berthing loads, seismic ground movement and maintenance access. |
Gravity systems
Concrete blockwork
Mass-concrete blocks are stacked on a prepared foundation and rely on weight and base resistance. They avoid extensive driven-pile work and can be attractive where blocks can be manufactured, transported and placed accurately. The concept is sensitive to foundation irregularity: local bearing failure or differential settlement can rotate the stack even when overall sliding appears satisfactory. Design the levelling course, underwater placement tolerances, drainage, joints and scour protection together with the blocks.
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Precast reinforced-concrete or L-walls
An L-shaped or other precast reinforced-concrete unit uses its heel and retained fill to develop stabilising resistance. It generally uses less concrete than a mass wall and can be installed quickly where a reliable founding surface is available. Check base sliding and uplift, contact pressure, joint opening, backfill drainage and the effect of settlement on adjacent pavement or rails. Precast dimensions are constrained by transport, lifting and marine handling, so the lifting and temporary support sequence is part of the structural design.
Concrete caissons
A caisson is fabricated in a dry dock or casting basin, floated to the site, placed on a prepared seabed and filled or ballasted. It can provide an efficient deep-water gravity quay without a forest of driven piles. The marine operation is a major design stage: buoyancy, towing stability, weather and tide windows, controlled sinking, temporary ballast and final filling must all be verified. The prepared foundation must limit differential settlement, and joints between units need watertightness, shear transfer and inspection provisions. Scour and seismic sliding or rotation can govern even where static bearing capacity is ample.
Cellular sheet-pile walls
Interlocking straight-web piles form circular or diaphragm cells that are filled with granular material. The resulting broad mass can be assembled from the water, but the piles are not merely a facing: interlock tension, cell shape and fill confinement are essential to stability. Verify that the fill can be placed and compacted in the available marine sequence, that the foundation can support the cell loads and that local interlock damage will not trigger progressive distortion.
Embedded, stiff and composite walls
Cantilever and anchored sheet piles
Sheet piles are compact and fast where the ground is driveable. A cantilever wall may suit moderate retained heights; anchors allow a deeper or more heavily loaded wall by transferring tension into the retained ground. The design must prove toe penetration and passive resistance for the future dredge level, not just the initial seabed. Locate anchors clear of future excavations, utilities and property limits, and assess corrosion loss, lock or waler details, installation vibration, seepage and predicted deformation. Obstructions, hard layers or boulders can make the assumed driving method impossible.
Combi-walls and high-modulus walls
Large-diameter king piles or other primary elements take most of the bending while sheet-pile infill closes the face. This arrangement offers more stiffness and capacity than a conventional sheet-pile wall and can accommodate high surcharge or strict rail tolerances. Its advantages depend on successful installation: king piles must reach the required toe, remain within alignment tolerances and accept the infill connections. Check driving energy, noise and vibration limits, splice details, anchor forces, corrosion allowance and the cost of heavy marine plant.
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Diaphragm walls
Diaphragm walls are excavated in slurry-supported panels and reinforced before concreting. They are useful where adjacent assets cannot tolerate pile-driving vibration or where the quay must tie into basements, cut-and-cover works or other landside structures. Panel joints, slurry quality, reinforcement cage handling, toe cleanliness and concrete continuity control both stiffness and watertightness. Specialist access and quality assurance make this option more expensive and less forgiving of poor ground records than a simple driven wall.
Double-wall cofferdams
Two parallel sheet-pile lines tied together and filled between them create a wide, stiff retaining body. The footprint can be an advantage for stability but a fatal constraint in a narrow terminal. Design the ties, internal fill placement, wall spacing and global failure surfaces for every construction stage; the filled structure is not automatically stable before the ties and fill are complete.
Relieving platforms
A relieving platform separates heavy landside surcharge from the front wall. Piles under the platform carry a share of crane or cargo loads directly, reducing horizontal earth pressure and wall bending. This is a three-dimensional soil-structure problem: pile installation changes the soil, the platform and wall move differently, and load transfer evolves as fill and pavement are placed. Model construction sequence, pile group effects, compatibility and differential settlement rather than applying a simple surcharge reduction.
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Open piled berths
An open piled berth uses piles and a suspended deck, leaving water to pass beneath the structure. It can avoid retaining the full soil height at the berth face and may be practical where deep competent strata are available, hydraulic openness is valuable or over-water construction is easier than a continuous wall. The absence of a solid wall does not remove geotechnical risk: check lateral pile response, group action, slope stability, scour around piles, berthing and mooring forces, seismic ground movement and access for inspection and replacement. Where a shore connection needs retained fill, combine the deck with a separate retaining structure.
Compare alternatives on one project basis
Use a common concept-selection matrix. Record evidence, assumptions and unresolved risks for every candidate rather than allowing each option to be judged with different load cases.
| Comparison axis | Questions to answer | Decision consequence |
|---|---|---|
| Ground and foundation | Where are competent bearing layers or rock? Can piles be driven? Can a trench be excavated? Which settlement and global-stability mechanisms govern? | Eliminate systems that cannot found, embed or be installed reliably. |
| Water depth and retained height | What are berth and landside levels? What future deepening, over-dredging and scour are credible? | Size embedment, gravity mass, toe level, anchors and foundation preparation for the governing geometry. |
| Loads and serviceability | What are vessel, fender, mooring, crane, yard and stockpile loads? What movements can rails, utilities and buildings tolerate? | Prefer stiffness or load-relieving arrangements where serviceability governs. |
| Seismic and hydraulic effects | Are liquefaction, lateral spreading, scour, residual water pressure or seismic sliding and rotation relevant? | Reject concepts that cannot provide a robust response or practical mitigation. |
| Construction | Are marine plant, cranes, casting areas, transport routes, tidal windows, dredging access and landside working space available? | Test whether the assumed method is executable, not merely theoretically possible. |
| Durability and inspection | What marine exposure, corrosion, abrasion, joint, tie-rod, concrete deterioration, inspection and repair conditions will govern? | Compare protection, access and replacement requirements over the design life. |
| Whole-life cost and adaptability | What are capital cost, schedule risk, maintenance, outages, settlement remediation, future strengthening and deepening options? | Select the lowest-risk life-cycle solution, not automatically the smallest initial quantity. |
A practical selection sequence
- Define the design basis. State berth use, design vessel, berth level, retained levels, future dredging, operational loads, movement limits, design life and seismic criteria.
- Characterise ground and water. Build the geological, geotechnical and groundwater model, including rockhead, weak strata, obstructions, liquefaction potential, current, tide and scour.
- Set the future seabed case. Include credible deepening, over-dredging tolerance and propeller scour. Identify whether the future case or opening-day case governs each check.
- Screen structural families. Compare gravity walls, caissons, embedded and combi-walls, diaphragm walls, relieving platforms, open piles and hybrids against foundation, geometry, loads and movement criteria.
- Identify governing mechanisms. For each credible option, list bearing, sliding, overturning, global stability, bending, anchor or tie forces, settlement, liquefaction, scour, seismic response and construction-stage risks.
- Test buildability. Confirm plant, fabrication or casting space, transport, lifting, marine access, tidal windows, dredging sequence, temporary works and landside interfaces with the contractor and marine specialists.
- Compare whole-life performance and select. Balance capital cost, programme, environmental constraints, inspection, corrosion or concrete deterioration, repair access, operational disruption and future adaptation. Optimise the selected concept under the governing code and independent geotechnical and marine-structural review.
Checks that commonly change the shortlist
Stability and deformation
Gravity options require bearing, sliding, overturning, eccentricity, settlement and foundation-shear checks. Embedded walls require global stability, embedment, passive resistance, bending, anchor capacity and wall movement. Open piles require axial and lateral capacity, group effects, deck movements and slope stability. Use construction-stage load cases as well as the completed structure; dredging, partial filling, temporary ballast and incomplete ties can be more critical than the final condition.
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Water pressure, drainage and scour
Residual pore pressure behind a wall can materially increase demand if drainage is inadequate. Detail filters, drainage paths, relief provisions and joints so that they remain inspectable and maintainable. Determine scour from vessel propellers, currents and storm conditions, and protect the toe or foundation without creating a new undermining mechanism. Re-run stability for the reduced seabed level caused by scour.
Seismic and liquefaction response
Where liquefaction or lateral spreading is credible, a static wall comparison is incomplete. Evaluate strength loss, excess pore pressure, ground displacement, pile kinematic demand and post-earthquake settlement. Gravity caissons and cellular walls need checks for sliding and rotation; anchored and combi-walls need anchor, tie and deformation checks under seismic earth pressures. Mitigation may include densification, replacement, drains, ground improvement, flexible detailing or a different structural family.
Durability and inspection
Steel walls, king piles, anchors and tie rods need a corrosion strategy suited to splash, tidal, submerged and buried zones. Concrete caissons and precast units need cover, crack control, joint and abrasion provisions. Specify inspection access, monitoring points, replaceable components and repair methods before construction, not after the berth is operating. A structure that cannot be inspected safely can carry a higher practical risk than its design calculations suggest.
Independent reader supportYour contribution helps us test, update, and keep practical guides available for everyone.Construction feasibility is a design criterion
Confirm the complete logistics chain: fabrication or casting location, delivery route, lifting capacity, barge draft, crane reach, pile-driving or trenching equipment, dredging plant, temporary moorings, weather and tidal windows, and access for backfill or concrete supply. A caisson concept fails if no facility can launch or tow it safely. A combi-wall fails if king piles cannot be driven through the site obstructions. A diaphragm wall fails if slurry handling, panel excavation and reinforcement placement cannot be controlled at the quay edge.
Sequence matters for every system. State when dredging occurs, when anchors or ties are installed, when cells or cofferdams are filled, when surcharge is applied and when the deck or pavement becomes operational. Monitor wall movement, pore pressure, pile installation effects and settlement during construction, with hold points that allow the design to be revised before damage becomes irreversible.
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Compare alternatives over the intended design life. Include fabrication and installation duration, weather exposure, marine plant risk, temporary works, inspection frequency, corrosion protection renewal, concrete repairs, settlement remediation, operating restrictions and the cost of future deepening or strengthening. A stiffer wall may cost more initially but protect crane alignment, utilities and adjacent facilities. Conversely, a complex system is poor value if its specialist maintenance or replacement cannot be performed without closing the berth.
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Applicable guidance and technical references
BS 6349-2:2019
The British Standards Institution catalog lists BS 6349-2:2019, Maritime works — Code of practice for the design of quay walls, jetties and dolphins as current, published 30 June 2019. It superseded the withdrawn 2010 edition and addresses structure type and choice, construction tolerances, materials, external water effects, environmental considerations and durability. Confirm the project jurisdiction, national annexes and related geotechnical, concrete, steel, seismic and execution standards before adopting design values.
EAU 2020
EAU 2020, Recommendations of the Committee for Waterfront Structures, Harbours and Waterways is published as a 10th English edition, 576-page hardcover reference. Its coverage includes planning and design, construction and maintenance, geotechnics, waterfront loads, dredging, sheet-pile walls, anchorages, concrete quay walls and pile structures. It is useful as a technical handbook alongside the contractually governing code.
What the Port Vila example does—and does not—show
The Japan International Cooperation Agency’s Preparatory Study for the Project on International Multimodal Port at Star Wharf in Port Vila (Review of the Quantity Survey), final report December 2011, identified a proposed wharf water depth of −12.3 m. It compared caisson, steel pipe-pile and vertical-pile or open-wharf concepts using structural characteristics, construction advantages, equipment transport and construction cost, and stated that the selected structural type should reflect water depth, ground and construction conditions.
The −12.3 m figure is a project-specific design context, not a generic threshold at which one wall type becomes mandatory. Its value is methodological: alternatives were compared against local ground, marine access, equipment and cost rather than selected from depth alone.
Preliminary design checklist
- Berth function, design vessel, fender and mooring actions are documented.
- Crane, yard, stockpile, transporter and utility loads are mapped behind the wall.
- Opening-day and future dredged seabed levels, over-dredging and scour are stated.
- Groundwater, rockhead, weak layers, obstructions, liquefaction and lateral spreading are characterised.
- Movement, settlement, rotation and rail or utility tolerances are quantified.
- Gravity, embedded, caisson, combi-wall, relieving-platform, open-piled and hybrid concepts have been screened.
- Construction plant, casting or fabrication, transport, tidal windows and temporary works are feasible.
- Construction-stage stability and monitoring hold points are defined.
- Corrosion, concrete deterioration, joints, anchors, inspection and repair access are designed.
- Capital cost, programme, operational disruption, maintenance and future adaptability are compared on one basis.
- The preferred concept is checked under the governing code by appropriately qualified geotechnical and marine-structural designers.
Final decision rule
Choose the quay system that remains safe, buildable and serviceable for the complete life of the berth—not merely the wall that appears cheapest at the opening-day water level. If deepening, scour, crane movement, weak ground, seismic displacement or construction access governs, let that fact change the structural family. The final choice should emerge from a documented comparison of ground, retained height, loads, deformation, construction sequence, durability and whole-life risk under the project’s applicable code.
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