+---
+title: Soil Stabilization and Modification
+category: Sitework
+toc_depth: 3
+description: >
+ When to use: in-place or plant-mixed chemical treatment of native subgrade
+ soil and imported fill with lime, portland cement, fly ash, cement kiln dust,
+ lime kiln dust, or blended cementitious binders to reduce plasticity and
+ swell/shrink potential (modification) or to gain structural strength
+ (stabilization). Covers pavement subgrade, slab-on-grade subgrade, embankment
+ in moisture-sensitive soils, subbase beneath aggregate base or rigid pavement,
+ and liner subgrade where shrink-swell governs, including lab mix design,
+ binder delivery and storage, subgrade prep, spreading, mixing, compaction,
+ curing, and acceptance testing.
+ Not intended for: unimproved earthwork and mass grading (use sync/earthwork);
+ aggregate base course over the stabilized layer (use sync/aggregate-base-course);
+ geosynthetic reinforcement or separation layers (use sync/geosynthetics);
+ asphalt or concrete surface and base courses (use sync/asphalt-paving);
+ full-depth reclamation or cold in-place recycling of existing pavement
+ (use sync/pavement-rehabilitation); final subgrade grading tolerances and
+ surface drainage (use sync/site-rough-grading); special inspections and
+ compaction testing of the completed layer (use sync/special-inspections-and-testing);
+ and deep grouting or injection void stabilization (geotechnical specialty work).
+---
+
+# Scope {toc}
+
+## This Standard governs the chemical treatment of in-place subgrade soil and imported fill with lime, portland cement, fly ash, cement kiln dust (CKD), lime kiln dust (LKD), or blended cementitious binders to improve engineering properties prior to construction of overlying pavement, slab, or fill courses.
+
+## Treatment under this Standard applies to pavement subgrade for roads, parking lots, airfields, and industrial slabs, to building slab-on-grade subgrade, to embankment construction in moisture-sensitive soils, to subbase beneath aggregate base or rigid pavement, and to liner subgrade where shrink-swell potential is the controlling concern.
+
+### This Standard distinguishes two treatment goals that are frequently conflated in the field, and the distinction governs almost every downstream requirement. "Modification" treats soil to reduce plasticity index, suppress swell/shrink, and improve workability and trafficability, with no structural strength target. "Stabilization" treats soil to develop a measured unconfined compressive strength so the layer carries structural load as part of the pavement or foundation section. A single project may call for both, and the binder type, application rate, compaction basis, and acceptance criteria differ between them. {note}
+
+### The treatment goal for each treated area shall be identified on the Drawings or in the geotechnical report as either modification or stabilization.
+
+### Work under this Standard covers laboratory mix design, binder material delivery and storage, subgrade preparation and proof-rolling, binder spreading, in-place or plant mixing, moisture conditioning, compaction, curing, and acceptance testing.
+
+## This Standard does not cover: unimproved earthwork, mass grading, or cut/fill balancing ([[sync/earthwork]]); aggregate base course over the stabilized layer ([[sync/aggregate-base-course]]); geosynthetic reinforcement or separation layers ([[sync/geosynthetics]]); asphalt or concrete surface and base courses ([[sync/asphalt-paving]]); full-depth reclamation or cold in-place recycling of existing pavement ([[sync/pavement-rehabilitation]]); final subgrade grading tolerances and surface drainage ([[sync/site-rough-grading]]); special inspections and compaction acceptance testing of the completed layer ([[sync/special-inspections-and-testing]]); or deep soil or void treatment by compaction grouting, permeation grouting, or pressure injection of binders (geotechnical specialty work). {note}
+
+# Referenced Standards {toc}
+
+## Materials, mix design, and testing shall comply with the latest adopted edition of each of the following unless a specific edition is cited on the Drawings or in the geotechnical report.
+
+## Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
+
+### ASTM D1633 is scheduled for withdrawal in 2026; where it is withdrawn at the time of use, the unconfined compressive strength test method designated by the governing agency or its issued replacement shall apply. ASTM D2901 (cement content of fresh soil-cement) was withdrawn in 2006; cement content of hardened material shall be verified by ASTM D806. {note}
+
+| Standard | Title |
+|----------|-------|
+| ASTM C977 | Quicklime and Hydrated Lime for Soil Stabilization |
+| ASTM C150/C150M | Portland Cement |
+| ASTM C618 | Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete |
+| ASTM D558 | Moisture-Density (Unit Weight) Relations of Soil-Cement Mixtures |
+| ASTM D1632 | Making and Curing Soil-Cement Compression and Flexure Test Specimens in the Laboratory |
+| ASTM D1633 | Compressive Strength of Molded Soil-Cement Cylinders (verify status; withdrawal scheduled 2026) |
+| ASTM D559/D559M | Wetting and Drying Compacted Soil-Cement Mixtures |
+| ASTM D560/D560M | Freezing and Thawing Compacted Soil-Cement Mixtures |
+| ASTM D6276 | Using pH to Estimate the Soil-Lime Proportion Requirement for Soil Stabilization (Eades-Grim) |
+| ASTM D3551 | Laboratory Preparation of Soil-Lime Mixtures Using Mechanical Mixer |
+| ASTM D5102 | Unconfined Compressive Strength of Compacted Soil-Lime Mixtures |
+| ASTM D698 | Laboratory Compaction Characteristics of Soil Using Standard Effort |
+| ASTM D1557 | Laboratory Compaction Characteristics of Soil Using Modified Effort |
+| ASTM D806 | Cement Content of Hardened Soil-Cement Mixtures |
+| ASTM D2974 | Moisture, Ash, and Organic Matter of Peat and Other Organic Soils |
+| ASTM D4373 | Rapid Determination of Carbonate Content of Soils (sulfate/carbonate screening support) |
+| ASTM D6938 | In-Place Density and Water Content of Soil by Nuclear Methods |
+| AASHTO M 216 | Lime for Soil Stabilization |
+| AASHTO M 85 | Portland Cement |
+| AASHTO M 295 | Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete |
+| ACI 230.1R | State-of-the-Art Report on Soil Cement |
+| UFC 3-250-11 | Soil Stabilization for Pavements |
+
+# Submittals {toc}
+
+## Action submittals establish what the Contractor proposes to furnish and shall be reviewed before any binder is delivered to the site. {note}
+
+### The Contractor shall submit the following action submittals for review before delivery of binder materials:
+- Laboratory mix design report for each soil type and treatment goal, including binder type, application rate by dry soil weight, and supporting test data
+- Eades-Grim pH test results (ASTM D6276) establishing minimum lime content where lime or lime-blend treatment is proposed
+- Trial unconfined compressive strength series supporting the proposed rate where stabilization (strength) is the goal
+- Soil soluble sulfate test results for each soil type proposed for lime or lime-blend treatment
+- Organic content test results (ASTM D2974) for each soil type
+- Moisture-density relationship of the treated mixture (ASTM D558 or ASTM D698/D1557 as applicable)
+- Material certificates for each binder confirming compliance with the referenced material specification
+- Proposed mixing method, lift thickness, mellowing schedule, and curing method
+
+```datasheet
+label: Action Submittals
+type: checkbox
+options:
+ - Mix design report (per soil type and goal)
+ - Eades-Grim pH results (ASTM D6276)
+ - Trial UCS series (stabilization goal)
+ - Soil soluble sulfate test results
+ - Organic content test results (ASTM D2974)
+ - Treated-mixture moisture-density relationship
+ - Binder material certificates
+ - Mixing method, lift, mellowing, and curing plan
+default: [Mix design report (per soil type and goal), Eades-Grim pH results (ASTM D6276), Soil soluble sulfate test results, Binder material certificates]
+```
+
+## Informational submittals document conditions and means that affect treatment quality but are not themselves design selections. {note}
+
+### The Contractor shall submit the following informational submittals:
+- Geotechnical report excerpts identifying treatment goal, binder type, rate, and depth by area
+- Manufacturer safety data sheets for each binder
+- Calibration records for the field density gauge and the spreader metering system
+- Daily treatment records logging area treated, binder quantity applied, lift depth, mellowing time, and weather
+
+```datasheet
+label: Informational Submittals
+type: checkbox
+options:
+ - Geotechnical report excerpts (goal, binder, rate, depth)
+ - Binder safety data sheets
+ - Density gauge and spreader calibration records
+ - Daily treatment records
+default: [Geotechnical report excerpts (goal, binder, rate, depth), Binder safety data sheets, Daily treatment records]
+```
+
+## Closeout submittals confirm the placed work meets acceptance criteria. {note}
+
+### The Contractor shall submit the following closeout submittals before acceptance of the treated layer:
+- Field density and moisture test reports for each lot or area
+- Unconfined compressive strength results on field-molded specimens or cores where stabilization is the goal
+- Field pH verification records where lime treatment is used
+- As-treated plan showing limits, depth, and binder type for each area
+
+```datasheet
+label: Closeout Submittals
+type: checkbox
+options:
+ - Field density and moisture reports
+ - Field UCS results (stabilization goal)
+ - Field pH verification records (lime treatment)
+ - As-treated plan (limits, depth, binder)
+default: [Field density and moisture reports, Field pH verification records (lime treatment), As-treated plan (limits, depth, binder)]
+```
+
+# Quality Assurance {toc}
+
+## A laboratory mix design is the foundation of every chemical treatment, and a single rate applied across the whole site is one of the most common and most damaging errors. Clay mineralogy and plasticity vary across a site; montmorillonite-rich and kaolinite-rich soils respond very differently to the same binder. The mix design sets the binder type and rate for each distinct soil so that the treatment actually achieves its goal rather than merely looking compacted. {note}
+
+### A laboratory mix design shall be performed for each distinct soil type and each treatment goal before any treatment begins.
+
+### The mix design shall establish binder type and application rate by dry soil weight for each soil and treatment goal.
+
+### For lime and lime-blend treatment, the minimum lime content shall be determined by the Eades-Grim pH method (ASTM D6276) targeting a freshly mixed pH of at least 12.4.
+
+### Where stabilization (strength) is the goal, the mix design shall establish the binder rate from a trial series of unconfined compressive strength specimens cured and tested per the applicable method.
+
+### The moisture-density relationship used as the field compaction target shall be determined on the treated mixture, not on the native soil, because the binder changes the optimum moisture content and maximum dry density.
+
+## Soil sulfate content shall be tested for every soil proposed for lime or lime-blend treatment before treatment begins.
+
+### Soluble sulfates in the soil can react with lime and water to form ettringite, an expansive mineral that can heave a treated subgrade dramatically after paving. Screening sulfate content before specifying lime is the single most important precaution in lime treatment, and the threshold values are tabulated in the binder-selection section below. {note}
+
+## Organic content shall be tested for each soil type, and soils with organic content above 2 percent by weight shall not be treated until the organics are removed or an adjusted mix design is approved.
+
+### Organic matter consumes the calcium that lime and cement reactions depend on, so high-organic soil can absorb binder without gaining strength. {note}
+
+## The native subgrade shall be proof-rolled before treatment, and soft or yielding zones identified by the proof-roll shall be undercut and replaced rather than treated in place.
+
+### Density testing of the finished treated layer measures the treated material, not the soil beneath it; an unstable zone below the treated lift will pass the surface density test yet still fail under load. Proof-rolling before treatment is the only reliable way to find those soft spots. {note}
+
+# Environmental and Service Conditions {toc}
+
+## Temperature controls whether the binder reaction proceeds at all. The pozzolanic and cementitious reactions that develop strength slow sharply in cold soil and effectively stop near freezing, so a layer treated and compacted below the minimum temperature can look finished while gaining no strength. {note}
+
+### Binder shall not be spread or mixed when the soil or ambient temperature is below 40°F (4°C), and the treated layer shall be protected from freezing for at least the first 7 days of curing.
+
+### Treatment shall not proceed during rainfall heavy enough to wash binder from the soil or to raise soil moisture above the range that allows specified compaction.
+
+```datasheet
+label: Minimum Ambient Temperature for Treatment and 7-Day Cure
+type: range
+unit: °F
+min: 35
+max: 50
+step: 1
+default: 40
+```
+
+## The treated layer shall be cured to retain moisture for the reaction, and the curing method shall be selected for the treatment type and climate.
+
+### Cement-stabilized layers lose surface strength and crack if they dry before the reaction completes; a curing membrane or continuous moist curing protects the surface until an overlying course is placed. {note}
+
+```datasheet
+label: Curing Method
+type: radio
+options:
+ - Polyethylene sheeting (moist curing)
+ - Water fogging (moist curing)
+ - Asphalt emulsion curing membrane
+default: Asphalt emulsion curing membrane
+```
+
+```datasheet
+label: Minimum Cure Before Placing Overlying Course
+type: range
+unit: days
+min: 1
+max: 7
+step: 1
+default: 3
+```
+
+# Binder Selection and Application Rate {toc}
+
+## Binder type is selected from soil classification, plasticity index, sulfate content, and treatment goal. Lime is the workhorse for high-plasticity clays because the calcium ion exchange that reduces plasticity is exactly what lime drives; portland cement suits granular and low-plasticity soils where strength gain is the goal; fly ash extends or replaces these binders; and blended treatments address soils that no single binder handles. The selections below set the binder; the rate is confirmed by the mix design. {note}
+
+### The binder type and application rate for each soil shall be as established by the approved mix design; the selections in this section identify the project basis and shall not override a mix-design rate.
+
+```datasheet
+label: Primary Binder Type
+type: radio
+options:
+ - Hydrated lime (calcium hydroxide)
+ - Quicklime (calcium oxide)
+ - Portland cement (Type I/II)
+ - Class C fly ash
+ - Class F fly ash with lime activation
+ - Cement kiln dust (CKD)
+ - Lime kiln dust (LKD)
+ - Blended (lime pre-treatment plus cement)
+default: Hydrated lime (calcium hydroxide)
+```
+
+## Lime is the default binder for high-plasticity clay modification. Hydrated lime (calcium hydroxide) is preferred over quicklime where handling safety governs; quicklime is more reactive per unit but generates heat and dust on contact with moisture. {note}
+
+### Lime treatment rate shall be as established by the mix design, between 3 and 8 percent by dry soil weight, and not less than the rate that produces a freshly mixed pH of at least 12.4 by the Eades-Grim method.
+
+```datasheet
+label: Lime Application Rate (by dry soil weight)
+type: range
+unit: %
+min: 3
+max: 8
+step: 0.5
+default: 5
+```
+
+## Portland cement is the default binder for granular to low-plasticity soils where strength gain is the goal. Cement alone cannot reduce the plasticity of a high-PI clay before mixing, so such soils require lime pre-treatment first, then cement. {note}
+
+### Cement treatment rate shall be as established by the mix design, between 3 and 10 percent by dry soil weight.
+
+```datasheet
+label: Cement Application Rate (by dry soil weight)
+type: range
+unit: %
+min: 3
+max: 10
+step: 0.5
+default: 5
+```
+
+## Fly ash is used standalone (Class C, which is self-cementing) or as a Class F plus lime blend (Class F is not self-cementing and must be activated by lime). Class F plus lime blends shall be designed in the laboratory because the proportions are not fixed. {note}
+
+### Class C fly ash treatment rate shall be as established by the mix design, between 8 and 16 percent by dry soil weight.
+
+```datasheet
+label: Class C Fly Ash Application Rate (by dry soil weight)
+type: range
+unit: %
+min: 8
+max: 16
+step: 1
+default: 11
+```
+
+## Cement kiln dust and lime kiln dust are byproduct binders that can reduce cost on low-plasticity soils; their variable composition makes a project-specific mix design essential. {note}
+
+### CKD or LKD treatment rate, where used, shall be as established by the mix design, between 6 and 12 percent by dry soil weight.
+
+## Soil soluble sulfate content governs whether lime treatment is permitted without ettringite-heave mitigation. The thresholds below are screening values; a soil near or above the upper threshold requires an engineering evaluation before any lime is specified. {note}
+
+### Lime or lime-blend treatment shall not be used on soil with soluble sulfate content above 2,000 mg/kg without an Engineer-approved ettringite-heave mitigation design.
+
+### Lime or lime-blend treatment of soil with soluble sulfate content above 8,000 mg/kg is contraindicated and shall not be used absent a specific engineering evaluation and written approval of the Engineer of Record.
+
+```datasheet
+label: Soluble Sulfate Screening Threshold (lime treatment without mitigation)
+type: range
+unit: mg/kg
+min: 1000
+max: 3000
+step: 100
+default: 2000
+```
+
+# Compaction {toc}
+
+## The compaction standard depends on the treatment goal. Modification layers are typically compacted to a percentage of Standard Proctor (ASTM D698); structural stabilization layers under heavy pavement are compacted to a percentage of Modified Proctor (ASTM D1557). In both cases the Proctor must be run on the treated mixture. {note}
+
+### The compaction basis (Standard or Modified Proctor) shall be selected to match the treatment goal and the governing pavement loading.
+
+### The treated layer shall be compacted to at least the specified percentage of the maximum dry density determined on the treated mixture, at a moisture content within the range established by the mix design.
+
+```datasheet
+label: Compaction Basis
+type: radio
+options:
+ - Standard Proctor (ASTM D698) - modification
+ - Modified Proctor (ASTM D1557) - structural stabilization
+default: Standard Proctor (ASTM D698) - modification
+```
+
+```datasheet
+label: Minimum Compaction (percent of maximum dry density)
+type: range
+unit: %
+min: 95
+max: 100
+step: 1
+default: 95
+```
+
+## A maximum time limit from binder spreading to completion of compaction is required for cement-treated soil because cement begins to set in the windrow; compaction completed after initial set destroys the bond and the density. {note}
+
+### For cement, CKD, or LKD treatment, compaction shall be completed within the time limit established by the mix design, and not later than 2 hours after the binder is spread.
+
+```datasheet
+label: Maximum Spread-to-Compaction Time (cement and kiln-dust binders)
+type: range
+unit: hours
+min: 1
+max: 4
+step: 0.5
+default: 2
+```
+
+# Mixing and Lift Thickness {toc}
+
+## The mixing method is selected for the project size, soil condition, and whether mixing is performed in place or at a central plant. In-place pulverization with a rotary mixer/reclaimer is the most common method; plant mixing in a pugmill is used where off-site mixing and haul are advantageous. {note}
+
+### Oversized rock, asphalt grindings, and organic debris shall be removed before pulverization, because they prevent uniform binder distribution and the reaction.
+
+```datasheet
+label: Mixing Method
+type: radio
+options:
+ - In-place pulverization (rotary mixer/reclaimer)
+ - Blade mixing (motor grader)
+ - Plant mixing (pugmill)
+default: In-place pulverization (rotary mixer/reclaimer)
+```
+
+## Lift thickness is limited by the depth a single mixing pass can treat uniformly. A single lift is typically 6 to 12 in.; treatment deeper than the single-pass capacity shall be performed in two lifts. {note}
+
+### Each treated lift shall be at least 6 in. (150 mm) and shall not exceed the depth the selected mixing equipment can pulverize and blend uniformly in a single pass, typically 12 to 14 in. (305 to 355 mm).
+
+### Treatment depth greater than the single-pass capacity shall be performed in two lifts, each mixed, moisture-conditioned, and compacted before the next is placed.
+
+```datasheet
+label: Treated Lift Thickness
+type: range
+unit: in
+min: 6
+max: 14
+step: 1
+default: 8
+```
+
+```datasheet
+label: Treatment Configuration
+type: radio
+options:
+ - Single lift
+ - Two lift (deeper than single-pass capacity)
+default: Single lift
+```
+
+## The mellowing period for lime treatment allows calcium ion exchange to reduce plasticity before final mixing and compaction; compressing this period is a frequent source of RFIs and weak results. {note}
+
+### Where lime is used for plasticity reduction, a mellowing period shall be observed after the initial lime spread and partial mixing and before final mixing and compaction, not less than 24 hours and as long as 48 hours, extended toward 72 hours in cold weather.
+
+```datasheet
+label: Lime Mellowing Period
+type: range
+unit: hours
+min: 24
+max: 72
+step: 12
+default: 48
+```
+
+# Installation {toc}
+
+## Treatment limits, depth, and the boundaries between differently treated areas are spatial information that cannot be reduced to a datasheet field and shall be shown on the Drawings.
+
+### The plan extent and depth of treatment for each area shall be as shown on the Drawings. [[drawing: treatment limits and depth plan]]
+
+### Binder shall be spread uniformly at the design rate using metered equipment, and the applied quantity shall be verified against the area treated.
+
+### The treated soil shall be moisture-conditioned to the moisture content established by the mix design before compaction.
+
+## Lime-treated subgrade that has been trafficked and disturbed after compaction loses the benefit of treatment in the disturbed zone and shall be restored before the overlying course is placed.
+
+### Disturbed lime-treated subgrade shall be re-scarified and recompacted within the time window established by the mix design, or re-limed where the disturbance is beyond that window.
+
+## Cement-stabilized soil develops shrinkage cracks as it cures, and a brief delay before paving lets the crack pattern stabilize so it does not propagate through the overlying course. {note}
+
+### Where soil-cement is overlaid with asphalt, placement of the asphalt shall be delayed 24 to 48 hours after compaction to allow the shrinkage-crack pattern to stabilize, and crack density at acceptance shall not exceed 3 ft per square yard (1 m/m²).
+
+# Testing {toc}
+
+## Acceptance testing confirms that the placed layer meets the density, moisture, strength, and (for lime) pH criteria. Testing frequency is set per area or per lot so that a defective area is caught before it is covered. {note}
+
+### Field in-place density and moisture shall be tested per lot at the frequency established for the project, at least once per 2,500 to 5,000 sq ft (232 to 465 m²) per lift, by nuclear method (ASTM D6938) or an approved equivalent.
+
+```datasheet
+label: Field Density Test Frequency (per lift)
+type: range
+unit: sq ft per test
+min: 2500
+max: 5000
+step: 500
+default: 5000
+```
+
+## A freshly mixed lime-soil that reaches a pH of at least 12.4 confirms that enough lime is present and uniformly distributed; the field pH check is a fast, direct verification of lime adequacy. {note}
+
+### Where lime is used, the pH of the freshly mixed lime-soil shall be verified to be at least 12.4 by the Eades-Grim method (ASTM D6276) at the frequency established for the project.
+
+## Unconfined compressive strength confirms strength gain where stabilization is the goal; the target depends on the binder and the application. The values below are the project acceptance targets confirmed by the mix design. {note}
+
+### Where stabilization is the goal, unconfined compressive strength shall meet the project target on field-molded specimens or cores at the specified cure age.
+
+```datasheet
+label: Target UCS - Lime-Treated (7-day cure)
+type: range
+unit: psi
+min: 50
+max: 300
+step: 25
+default: 100
+```
+
+```datasheet
+label: Target UCS - Cement-Treated Subbase (7-day cure)
+type: range
+unit: psi
+min: 150
+max: 400
+step: 25
+default: 200
+```
+
+```datasheet
+label: Target UCS - Cement-Treated Rigid Pavement Base (7-day cure)
+type: range
+unit: psi
+min: 300
+max: 600
+step: 25
+default: 400
+```
+
+## Durability testing is required where the treated layer is exposed to wet-dry or freeze-thaw cycling as part of the design life. {note}
+
+### Where the treated layer functions as a soil-cement subbase, wetting-and-drying durability (ASTM D559) shall be performed at the frequency established by the mix design.
+
+### Where the project is in a freeze-thaw climate and the treated layer is exposed to freezing, freezing-and-thawing durability (ASTM D560) shall be performed at the frequency established by the mix design.
+
+```datasheet
+label: Durability Testing Required
+type: checkbox
+options:
+ - Wetting and drying (ASTM D559) - soil-cement subbase
+ - Freezing and thawing (ASTM D560) - freeze-thaw climate
+default: []
+```
+
+# Delivery, Storage, and Handling {toc}
+
+## Cementitious binders lose reactivity when exposed to moisture, so protected delivery and storage preserve the design rate. {note}
+
+### Binder shall be delivered in weatherproof bulk transport or sealed bags and shall be stored protected from moisture and contamination until use.
+
+### Binder that has hydrated, set, or formed lumps that do not break down under light pressure shall be rejected and removed from the site.
+
+### Quicklime shall be handled with the dust and contact controls required by the manufacturer safety data sheet, because it reacts exothermically with moisture and is caustic.
+
+# Coordination {toc}
+
+## The binder type, rate, and treatment depth originate in the geotechnical report and must flow consistently into the earthwork, stabilization, and aggregate-base specifications. A break in that chain, where the geotechnical engineer of record specifies one rate and the civil documents carry another, is a recurring source of field conflict. {note}
+
+### The treatment goal, binder type, rate, and depth shown on the Drawings and in this Standard shall be reconciled with the geotechnical report before treatment begins, and any discrepancy shall be resolved in writing by the Engineer of Record.
+
+### The finished elevation and tolerance of the treated layer shall be coordinated with the overlying course requirements of [[sync/aggregate-base-course]] or [[sync/asphalt-paving]] so that the design section thickness is preserved.
+
+## This SynC standard is licensed under CC BY-SA 4.0. It was independently authored from public consensus standards, public government guide criteria, building codes, and professional engineering knowledge. {note}