Driven piles should be measured in linear metres (m), based on the final installed length, not just the design drawings. Since the actual penetration depth can vary due to ground conditions, you should allow for variations in length and measure accordingly.
The type of pile (e.g. precast concrete, steel H-section, timber), the cross-section size, and driving method (e.g. drop hammer, vibratory, diesel hammer) must all be specified. You may also need to include items for pile splicing or cutting off excess pile lengths above founding level. If the piles are tested, those tests should be measured separately (see FAQ 5 below).
No - pile caps and ground beams are measured separately from piles. Pile caps are measured in cubic metres (m³) of concrete, and the description should include reinforcement, formwork, and thickness.
Ground beams are measured in cubic metres (m³). Be sure to indicate the width, depth, and whether they are cast in-situ or precast. If the caps and beams connect to existing foundations or require starter bars/dowels, those details should be itemised too.
Augured piles should still be measured in linear metres (m), but the portion that is socketed into rock should be noted separately — often at a different rate.
The measurement should include details like pile diameter, depth of socketing, and length of reinforcement cage extension into the socket. If temporary casing is used during boring, this should be itemised separately. You may also need to describe grouting of the socket, and account for spoil removal or bentonite/slurry management, if applicable.
Remedial piling work should be treated as a separate item in the bill. Replacement or additional piles must be measured just like new piles, but you should note them as remedial or supplementary to distinguish from the original design quantity.
Also include any changes to pile caps or beam connections if the pile layout is modified. If the remedial action involves underpinning, pile reinforcement upgrades, or special grouting/stabilisation, each component should be measured and described separately to ensure accountability and traceability.
Pile testing is measured per test (No.), with a clear description of the type of test — typically static load test, dynamic load test, or integrity test.
Static load tests usually involve kentledge systems or reaction piles, and this setup (plus dismantling) must be included. Describe the load magnitude, test duration, and acceptance criteria in the bill or specification. If multiple tests are required (e.g., at different stages of the contract), each should be measured individually, along with monitoring equipment and reporting requirements.
Piles must be measured from the existing ground level at the actual pile location, not from a uniform reference datum across the site. On sloped terrain, this means that each pile may have a different length, depending on local ground conditions. In practice, this often results in the contractor submitting pile records showing varying depths, which the QS must verify for payment purposes. Averaging pile lengths may only be acceptable where agreed and documented in the contract preliminaries or BoQ notes.
No. Temporary working platforms constructed to support piling rigs or access equipment are deemed to be part of the contractor’s method of execution and are not measured under the Standard System unless specifically required by the Engineer and designed as part of the permanent works. If the platform becomes a permanent formation (e.g., compacted G5 layer), then it is measured under Earthworks. This distinction is crucial to avoid future claims for unmeasured preliminaries.
Yes. The full installed pile length, including any portion socketed into rock, must be measured.
A socketed length refers to the portion of the pile that extends into competent rock or hard founding strata, typically drilled beyond the soil layer to achieve additional bearing capacity. This socket ensures the pile is anchored securely and can transfer load either through end bearing (sitting on the rock) or via friction along the pile-rock interface.
The socketed length is often a critical part of the structural design, especially for piles installed in soft ground or in areas with high load requirements. Descriptions in the BoQ should clearly state whether piles are designed to bear on rock or gain capacity through side friction. Overbreak or additional drilling beyond the designed socket is generally deemed to be included, unless a separate rate for this is allowed for in the BoQ.
Yes. Pile tests are measured separately per test, and the type of test must be clearly described—e.g., static load test (maintained or constant rate of penetration), dynamic load test, sonic integrity test, or cross-hole sonic logging. The description should include test method, required load, and frequency. These items are not only important for structural verification but also for procurement planning, as testing rigs and specialists are often subcontracted.
A working pile is one designed to remain in place as part of the permanent load-bearing structure, while a test pile is installed for the sole purpose of load or integrity testing. Some test piles may be incorporated into the works post-test, provided results are satisfactory and alignment with final pile layout is feasible. Where this is not possible, test piles must be described as sacrificial. The BoQ must clearly distinguish between the two, as the costing and recovery are different.
No, temporary casings that are withdrawn after concreting are not measured unless specifically directed in the contract documents. However, permanent casings, which remain in place as structural elements, must be measured by linear metre and described by diameter, wall thickness, and material (e.g., steel casing). If a casing is used temporarily but ends up being left in place due to unforeseen conditions, the BoQ should include a provisional quantity for this eventuality.
In accordance with the SSMBW, concrete in cast-in-situ piles is measured per linear metre of pile, not by volume. The BoQ must describe the concrete class, aggregate size, and any additives (e.g., plasticisers, retarders). Overbreak or excess concrete due to enlarged bores is not measured separately unless specifically stated. The full depth is measured regardless of post-trimming.
Obstructions such as boulders, old foundations, buried concrete, or hard strata can seriously impact piling progress. Whether the contractor can claim additional costs for dealing with such obstructions depends on the contract provisions and what site information was made available at tender stage.
If the BoQ or contract documents include a provisional item or rate for drilling through obstructions, this should be used to value the additional work. If no such item is included, the key question becomes whether the obstruction was reasonably foreseeable based on the geotechnical report, site inspection, or historical records
If the obstruction was foreseeable or flagged in the site investigation (even indirectly), it is usually deemed to be at the contractor’s risk. If it was unforeseeable (e.g., buried rubble not shown on any report or previously undocumented rock outcrop), the contractor may be entitled to submit a claim for a variation due to encountering differing site conditions, subject to the contract. Failing to make provision leaves the door open to disputes, delays, or inflated variation claims, especially if the contractor is caught off-guard.
It depends on the cause. If failure is due to unforeseen ground conditions or design limitations, and the original test methodology was followed, then replacement may be considered a variation. However, if the failure stems from installation errors, non-compliance with spec, or incorrect testing, the cost lies with the contractor. The test method, acceptance criteria, and tolerance must be clearly outlined to reduce disputes.
Mini-piles and micro-piles are measured in the same way as conventional piles—by length but must be clearly described to distinguish from standard bored or driven piles. Description must include pile diameter, installation method (e.g., hollow stem auger, jet grouting), grout class, reinforcement type, and load capacity. These are typically used in low-headroom or underpinning works, where conventional piling rigs cannot operate.
A pile shoe is a protective steel or cast-iron attachment fixed to the bottom end (toe) of a pile — most commonly on driven piles or steel piles.
Its main functions are:
To aid penetration into the ground during driving or installation.
To protect the pile toe from damage when encountering dense soil, gravel, or rock.
To provide a clean, flat bearing surface if the pile is end-bearing.
There are different types of shoes depending on the pile type — such as conical shoes, flat shoes, rock shoes, or pointed driving shoes. Some also have cutting edges or replaceable tips.
If specified, pile shoes must be described in the BoQ (often under a separate item) and detailed in the drawings, as they affect both cost and load transfer performance.
Yes. Pile shoes are measured per number (nr) and should be described by type, size, material, and application (e.g., conical cast steel shoe for 350mm driven pile).
Even if they’re not used on every pile, any pile that requires a shoe for installation into hard strata must be clearly identified in the BoQ and drawings. The cost is usually separate from the pile supply and installation rate, since not all piles may need them.
Always ensure the specification or schedule of piles indicates which piles are shoe-fitted, to avoid ambiguity during tendering or claims.
During bored piling operations, the contractor encountered high water ingress and collapsing bore sides. They switched to temporary casing with bentonite support to continue. The client is now disputing the cost of this change, stating that bentonite and casing weren’t included in the BoQ. Is the contractor entitled to a variation?
Yes — if the ground conditions that led to the method change were not reasonably foreseeable at tender stage, the contractor may have grounds for a valid variation claim. Switching to temporary casing and bentonite would be considered a necessary change in construction method due to site-specific conditions.
The key question is whether the geotechnical report and site information provided during tender gave adequate indication of unstable ground or water ingress. If these conditions were not flagged, and the BoQ didn’t require bentonite or casing, the contractor can claim under the “physical conditions differing materially.”
The contractor will need to support their claim with:
Borehole logs showing the unexpected conditions,
Site diaries and photographic records,
Revised method statements.
If the conditions were foreseeable — for example, if groundwater was noted at depth or unstable layers were flagged — the client may argue the risk was priced into the original tender.
One of the reinforcement cages collapsed into a bored shaft during installation. The contractor says the cage was properly fabricated but blames soft ground conditions for the collapse. They’ve submitted a claim for a replacement cage and installation. Is this justifiable?
Not typically. The responsibility for successful cage installation lies with the contractor, including fabrication quality, tying, use of spacers, and managing the installation sequence.
Unless the collapse was caused by an unforeseen event such as sudden bore wall collapse due to misrepresented site conditions, the issue is likely a result of the contractor’s means and methods, which are not reimbursable under most contract forms.
If the contractor can demonstrate that:
The cage was fabricated in line with the design,
The bore shaft unexpectedly collapsed due to unstable material not identified in the geotechnical report,
The method of support was in line with the BoQ expectations,
then a discussion may be warranted. Otherwise, this would be a contractor risk item, and no additional payment would be due.
Piling on a neighbouring site caused noticeable ground movement on our project. Our setting-out pegs were affected, and a few of our piles had to be realigned. We’ve also had to re-survey and re-check the gridlines. Can we recover these additional costs?
Possibly — depending on the contract provisions and evidence available. If the ground movement caused by adjacent works was unforeseen and beyond your control, and it had a measurable impact on your piling works (e.g., misalignment or invalidated survey points), there may be a claim for disruption due to third-party interference.
However, many contracts place the risk of site coordination and adjacent activity awareness on the contractor unless specifically excluded. To support any claim, you would need:
Pre- and post-event survey data,
Correspondence showing timely notification to the Principal Agent or Engineer,
Proof that the movement necessitated rework or caused delay.
If you were aware of nearby piling during tender but didn’t make provision, this may be difficult to recover.
The contractor has completed concreting several piles but hasn’t yet trimmed them to cut-off level or completed integrity testing. They’re requesting interim payment for the “partially complete” piles. Can this be certified?
Interim payment can be considered, but only if contractually allowed and supported by sufficient verification.
Concrete piles that have been cast but not yet trimmed or tested are not technically complete, but some value may be certified on a provisional basis, provided:
Pile installation records confirm full depth and location,
Concrete test cubes meet strength requirements,
Trimming and testing are minor and do not affect the structural outcome.
The payment certificate should clearly indicate that the amount is provisional, and subject to final adjustment upon successful testing and trimming. Be cautious not to overvalue incomplete work — if a pile fails testing or needs rectification, the client may have difficulty recovering overpaid amounts.
