AGF transforms in-situ pore water into structural ice, temporarily converting weak, water-bearing soils into a massive, strong, and entirely impermeable "frozen earth" structure.

• The Freezing Process: A network of specialized double-walled freeze pipes is installed (drilled) into the ground, typically $1.0\text{m}$ to $1.5\text{m}$ apart, forming a completely enclosed perimeter (e.g., a ring around a planned shaft). A primary refrigeration plant on the surface circulates a secondary coolant (often chilled calcium chloride brine at $-25^\circ\text{C}$ to $-35^\circ\text{C}$) continuously down the inner pipe and up the outer annulus.
• Heat Extraction: The extremely cold brine extracts latent heat radially from the surrounding soil. The pore water slowly begins to freeze, forming expanding cylindrical columns of frozen soil around each pipe. Over several weeks to months, these individual cylinders grow, touch, and eventually merge completely to form a continuous, solid frozen wall.
• Liquid Nitrogen (LN2) Freezing: For emergency stabilization or small-volume rapid freezing, liquid nitrogen (at $-196^\circ\text{C}$) is used instead of brine. The LN2 is circulated directly through the freeze pipes and allowed to exhaust to the atmosphere. It freezes the ground extremely rapidly (days rather than weeks) but is significantly more expensive per unit volume.

• Strength Increase: Frozen soil exhibits incredibly high compressive strength, often behaving similarly to weak concrete or soft rock. However, it exhibits profound creep behavior (time-dependent deformation under constant load), which strictly governs the design of the frozen earth retaining structure. The strength is heavily dependent on the sub-zero temperature, soil type (sands freeze stronger than clays), and total moisture content.
• Frost Heave: As water freezes into ice, it expands in volume by approximately $9\%$. In fine-grained soils (silts and some clays), this expansion, coupled with the cryogenic suction that powerfully draws additional water to the freezing front, causes massive, uncontrolled vertical uplift (frost heave) at the surface. This can severely damage adjacent structures and utilities.
• Thaw Settlement: Conversely, when the refrigeration is turned off and the ground slowly thaws naturally over months or years, the previously frozen soil structure collapses. The excess water drains away, leading to significant, permanent settlement, often exceeding the magnitude of the initial heave.

The energy required to freeze ground is dominated not by cooling the soil mass, but by removing the latent heat of fusion from the pore water.

• Latent Heat ($L$): The massive amount of thermal energy ($334\text{ kJ/kg}$) required to change water from liquid to solid ice without changing its temperature. The total latent heat of a soil volume is directly proportional to its moisture content.

• Process: Heat is introduced via electrical resistance heaters, radio frequency (RF) heating, or burning gas in boreholes. The process progresses in stages: 1) At $100^\circ\text{C}$, all free and absorbed water is completely driven off. The soil shrinks and cracks. 2) At $400^\circ\text{C}$, structural water (hydroxyls) within the clay mineral lattice is destroyed. The clay permanently loses its plasticity and ability to swell upon rewetting. 3) At temperatures greater than $900^\circ\text{C}$, sintering or fusion of soil particles occurs, forming a brick-like, hard mass.
• Applications: Primarily used in Eastern Europe and Russia for stabilizing massive, deep loess deposits or highly expansive clay foundations where chemical mixing is impractical.

The process utilizes a direct current (DC) electrical field to force water movement through the tight clay matrix.

• The Mechanism: Electrodes (anodes and cathodes) are inserted into the ground. A DC voltage is applied. Because clay particles typically have a negative surface charge, the pore water contains an excess of positive ions (cations) forming the diffuse double layer. The electrical field causes these cations to migrate strongly toward the negatively charged cathode.
• Water Drag: As the cations migrate, they physically drag the surrounding pore water molecules with them. This creates a net flow of water from the anode to the cathode, regardless of the soil's inherently low hydraulic permeability.
• Consolidation: The cathodes are typically designed as wellpoints to continuously pump out the arriving water. As water is removed, the pore pressure decreases, effective stress increases, and the clay consolidates and stiffens significantly.

MICP utilizes specific natural soil bacteria to precipitate calcium carbonate ($\text{CaCO}_3$) crystals directly within the soil void spaces, cementing the loose sand grains together.

• The Biochemical Pathway: The process typically relies on bacteria (e.g., Sporosarcina pasteurii) that produce the enzyme urease. The soil is flushed with a biological treatment fluid containing urea ($\text{CO(NH}_2\text{)}_2$) and a calcium source (like calcium chloride, $\text{CaCl}_2$). The urease enzyme violently hydrolyzes the urea, producing massive amounts of carbonate ions ($\text{CO}_3^{2-}$) and ammonia ($\text{NH}_3$). This rapidly spikes the local pH, causing the calcium and carbonate ions to rapidly precipitate out of solution as solid calcite crystals bridging the soil particles.
• Engineering Outcomes: The precipitated calcite acts as a highly effective inter-particle cement. This significantly increases the shear strength (internal friction angle) and stiffness of the soil, making it highly resistant to liquefaction. Simultaneously, the calcite crystals partially clog the pore throats, significantly reducing permeability (often by orders of magnitude).
• Challenges: Scaling from lab to field is complex. The distribution of bacteria and cementation fluids must be uniform over large volumes. The massive byproduct of the reaction is ammonia gas/liquid, which is toxic and must be carefully extracted and treated to prevent severe groundwater contamination.