Methods
Foundation repair methods, and what the evidence says
Settlement, heave and lateral pressure are three different problems. Almost every method fixes exactly one of them.
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Written by HyreFoundation Research Desk Primary-source research and fact checking
The short answer
The right foundation repair method depends on the problem. Push piers, helical piles, pressed pilings and drilled piers fix settlement, where the house sinks.
Wall anchors, carbon fiber straps and steel beams resist lateral pressure on basement walls. Heave, where swelling soil pushes up, needs moisture control, not piers. Drainage and grading address the cause. Most methods stabilize; full lift is rarely certain.
Key takeaways
Piers do not fix bowing walls; wall anchors do not fix settlement; nothing on this page fixes heave by pushing down harder.
Recovering the original elevation is a separate, harder and far less certain proposition.
A push pier report states that soil interaction is outside its scope — it evaluates the steel, not whether the pier will hold in your ground.
Many residential jobs do not have one.
What an ICC-ES evaluation report actually certifies
Almost every foundation company cites an ESR number. We read the reports. Here is what they say about their own limits, in their own words.
ESR-4891, covering a push pier system, states: "The interaction between the hydraulically driven pile system and the soil is outside the scope of this report." The report evaluates the steel, the bracket and the connection. Whether the pier holds in your ground is a different question that the report does not answer.
The same report: "Settlement of the … Push Pier System is beyond the scope of this evaluation report."
Also ESR-4891: the report "does not address Seismic loading for this system, existing footing suitability or attachment requirements to existing footings."
ESR-5055 lists its whole evidence basis as design calculations to ANSI/AISC 360 plus factory quality paperwork under AC10. Helical piles, by contrast, need full-scale field load testing under AC358. The gap in rigor is large and invisible from outside.
ESR-3815 covers strengthening unreinforced masonry walls in out-of-plane flexure, and states that use "in full contact with soil or drinking water is outside the scope of this evaluation report." The archetypal sale is a buried basement wall.
Push pier capacities rest on a 50-year sacrificial-thickness basis in non-aggressive soil. Reports exclude soil below 1,000 ohm-cm resistivity or pH 5.5, high organic content, sulfates over 1,000 ppm, landfill and mine waste. "Lifetime" is a warranty word, not an engineering one.
The push pier, wall anchor and carbon fiber reports all require a registered design professional’s calculations and drawings, approved by the code official. A job installed from a salesperson’s sketch, with no engineer and no permit, breaks the very report the company cites.
Five things worth knowing that the brochures leave out
Each of these is drawn from a primary document listed in the sources below, not from industry commentary.
Push piers and pressed concrete pilings are driven using the weight of the structure as the reaction force.
The trade association guideline for pressed pilings states plainly that the depth of refusal therefore varies pile to pile, and that if a pile cannot reach stable soil it "may not be resistant to potential movements that occur due to swelling or shrinking of the soils." A light house is a weak jack.
The same guideline, in its own limitations section: interconnected pressed pilings "will not be able to provide resistance against foundation uplift if the soil is in contact with the existing foundation system." In expansive clay, where this method is most used, that leaves half the possible problem unaddressed, by the trade body’s own account.
Counterintuitive and well documented. After underpinning and lifting, the same guideline advises that a void under the slab "should remain in a majority of the cases in order to mitigate the effects of potential soil swell causing heave."
An add-on offer to foam the void after a pier job in clay may be selling you a heave mechanism.
AC358 links installation torque to capacity through a capacity-to-torque ratio, with a factor of safety of 2, raised to 2.5 where no site-specific geotechnical data exists. The link holds only inside twelve conformance conditions on shaft size, helix diameter, spacing, pitch, advancement rate and speed. Outside them, the torque reading means little.
We looked for independent, peer-reviewed research following repaired houses over time: whether movement stopped, how often repairs failed, how methods compared. We found none for any method. Helical piles have real third-party engineering science behind their capacity model, from civil and infrastructure use. Residential outcome data appears not to exist.
Which method addresses which problem
Read this row by row before you read a single price. A bid proposing the wrong column is not expensive or cheap, it is wrong.
| Option | What it means for you |
|---|---|
| Push piers (resistance piers) | Settlement only. Steel tube pressed to refusal using the weight of your house as the reaction force. Axial compression only — no tension, no lateral. Because the house is the jack, a light structure cannot drive piers as deep. |
| Helical piles | Settlement, and uplift. A screw plate rotated in by machine torque, so depth is not limited by the weight of the structure. This is why helicals are the usual choice for porches, stoops, additions and light single-story slab-on-grade. They can carry tension, which push piers cannot. |
| Pressed concrete pilings | Settlement only, in clay. The common Texas method: precast cylinders jacked down using the structure as reaction, carrying load mainly by skin friction. Its own trade association states it will not resist foundation uplift. |
| Drilled / bell-bottom piers | Settlement, and can be reinforced for uplift. Cast in place to a depth an engineer specifies rather than a depth your house’s weight permits, so it can be founded below the moisture-active zone. |
| Slab lifting — mudjacking or foam | Void filling and leveling. Not underpinning. Neither reaches competent bearing strata and neither addresses the cause. Appropriate for driveways, patios, garage and basement floor slabs; not for anything carrying structural load through a footing. |
| Wall anchors and helical tiebacks | Lateral pressure only. Tension elements resisting soil pushing a basement wall inward. Nothing to do with settlement. |
| Carbon fiber straps | Lateral pressure only, and stabilization only. Bonded to the wall in its current deformed shape. There is no mechanism by which it straightens anything. |
| Steel I-beams / soldier piles | Lateral pressure only. Vertical members braced top and bottom resisting inward movement of a wall. |
| Drainage and grading | Addresses the cause rather than the symptom. The only item on this list that the residential code requires as a baseline, and by a wide margin the cheapest. Does not repair existing movement. |
Nothing on this list corrects heave by structural means in the way piers correct settlement.
Where soil is swelling, the work is moisture management, sometimes moisture barriers or root barriers, and occasionally removing and replacing the problem soil.
A pier scheme sold against a heave diagnosis is the clearest single sign that the diagnosis was never made.
The method is chosen by the diagnosis, and the diagnosis should not come from the seller.
Every row above is a different answer to a different question. Which question you are actually facing is an engineering judgment about soil, water and structure — not something visible from a crack. A company that installs one product will, reliably and often sincerely, find that you need that product.
What to ask before you sign
What lift is realistically achievable and what could prevent it?
What does it say is outside its scope?
The full checklist is on choosing a foundation contractor.
Where this goes wrong
It certifies a product against a criteria, with the soil, the footing and often the installer explicitly outside scope. It is a real thing and it is much narrower than it is used to imply.
It is a tension element bonded to the wall in its existing shape. Its evaluation report covers strengthening in out-of-plane flexure and says nothing about recovery, because there is no mechanism for it.
It does not. AC212 is the criteria for water-resistive coatings used as weather barriers over exterior sheathing. FRP strengthening is AC125. The error appears often enough in this market to be worth checking any citation you are handed.
Recovering elevation puts new stresses through a structure that has adapted to its current shape, and can crack finishes, masonry and plumbing. The push pier report requires a design professional to verify that lifting does not overstress the structure. "Maximum practical recovery" in a bid is not a measurable promise.
Settlement and heave crack a wall in broadly similar ways and are corrected in opposite directions. Installing piers against upward soil pressure does not resolve it and can make differential movement worse.
A sump and perimeter drain manage water entering a basement. They are sold in the same market, often by the same companies, and they do not address structural movement.
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Questions
What is the best foundation repair method?
Can my house be lifted back to level?
Are helical piers better than push piers?
Is polyurethane foam better than mudjacking?
Do I need a permit and an engineer for foundation repair?
Is there a national standard for foundation repair?
Is foundation repair a licensed trade?
Written and audited by
HyreFoundation Research Desk
Primary-source research and fact checking
We read the model building code, the federal soil and moisture guidance and the insurer position ourselves, and we publish each figure with the document it came from and the date we retrieved it.
Where a number cannot be traced to a primary source, we say so instead of printing it. HyreFoundation does not inspect, engineer or repair foundations. Authorship is organizational: this desk, not a named persona.
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How this desk works
- Primary sources only. Code statements come from the International Residential Code, Chapter 4, as the model code. Soil statements come from USDA and USGS. Insurance statements come from the policy language and the Insurance Information Institute. We open the source rather than cite a blog that cites it.
- The code is a model, and adoption is local. Your jurisdiction adopts an edition and amends it, and foundation chapters are amended more than most because frost depth and soil are local facts. Every code figure says so.
- We hold no job data. We have no dataset of bids, pier counts or invoices, so no page claims an average from one. Calculators show the arithmetic and the inputs they assumed, and label the result as an estimate.
- We do not diagnose your house. A crack guide can tell you which pattern to measure and when to call a structural engineer. It cannot tell you whether your foundation is failing. An engineer on site does that work.
- We do not repair foundations, and we take no payment for placement, ranking or a favorable mention. Nobody buys a position on this site.
Authorship on this site is organizational: the analysis belongs to the desk rather than to a named individual, and we do not publish credentials we do not hold. Our editorial policy sets out how we source, date and correct what we publish.
Sources & retrieval dates
Information on this page is general and varies with soil, climate, foundation type, building code, insurance policy and circumstance.
It is not engineering, insurance or legal advice, and no page can tell you whether your house has a structural problem: that needs a licensed professional on site.
HyreFoundation is an independent foundation resource, not a repair contractor or an engineering firm, and does not perform, supervise or warrant foundation work.