PL234987B1 - Hydrophobic impregnated soil - Google Patents

Abstract

The subject of the application is a hydrophobized primer, which contains: 50 - 97.45% of a cohesive soil, 0.5 - 30% of fly ash, 0.05 - 5% of a functional additive, 2 - 15% of water, with the functional additive containing diamidoamine glycolate in 0.0 - 100% of the total weight of the functional additive, diamidoamine hydroxypivalate 0.0 - 100% of the total weight of the functional additive and diamidoamine lactate 0.0 - 99.9% of the weight of the additive functional.

Description

Description of the invention

The subject of the invention is a hydrophobic soil intended for use in road and building construction.

The subsoil is native or embankment soil lying directly under the load-bearing layer of the road surface, industrial floor or foundation of a building, facility (machine). The main task of the subsoil is to transfer loads and meet the following conditions:

• ensuring even subsidence over the entire surface of the road or foundation, • appropriate load-bearing capacity, • resistance to frost damage (including non-shedding, frost resistance), • drainage of surface and ground waters (water permeability).

Very often, in places where construction or road structures are to be constructed, there is "weak" or "non-bearing" ground. Foundation of buildings or roads on such land may generate operational problems and threaten the safety of use. There are many methods of improving the parameters of the subsoil. Their selection and use depends on the type of land, size and importance of the investment, available financial resources, technical possibilities and the time allocated to the investment.

Strengthening the subsoil is associated with a significant increase in investment implementation costs. Depending on the type and condition of the ground as well as technical possibilities, in order to strengthen the ground, such procedures as soil replacement, soil stabilization, soil granulation, soil strengthening with geosynthetics, soil vibration, mechanical soil consolidation are used.

In the case of road construction, shallow foundations of buildings and industrial floors in unheated halls, the subsoil up to the depth of freezing (determined for various regions of Poland in accordance with construction standards) must be protected against the effects of moisture and frost. Moisture may be caused by precipitation, capillary rising of water from great depths or a persistently high level of groundwater. In order to protect buildings against the harmful effects of water, the following protection is used:

• active (using vertical and horizontal drainage), • passive (making waterproof covers, anti-moisture insulation and waterproofing).

A major threat to the construction industry is the occurrence of plantings up to the freezing depth of planting soil (these are organic soil or soil containing more than 10% of particles with a diameter smaller than 0.02 mm). In Polish conditions, an effective preventive method against the formation of heaps is the replacement of the soil with non-planting materials. The replacement of land is associated with a significant increase in investment costs resulting from the need for additional earthworks, i.e. selecting, transporting and utilizing the soil from heaping, and then purchasing, transporting, laying and compacting the soil with the desired parameters. The necessity to replace the land significantly extends the time of investment implementation.

Another method of permanent soil strengthening, hardening and protection of soil against water is the stabilization of native or embankment soil. Depending on the parameters and type of soil, soil and water conditions, and designed loads, the most commonly used methods of stabilization are granulation, stabilization with hydraulic binders - cement, hydraulic lime and fly ash.

Stabilization of soil with cement consists in mixing crushed soil with an optimal amount of cement and water. The mixture thus obtained is concentrated. After 7 and 28 days, the technical parameters of the substrate are checked. The process of soil stabilization with cement may take place at the construction site or in the factory. Very good results are obtained when the soil to be stabilized is non-cohesive soil with full grain size. Non-cohesive soils stabilized in this way achieve high load-bearing capacity, are characterized by good compactability and frost resistance. Stabilization of cohesive soils, including clay sand, clay, sandy and silty loam, gives less favorable results. The irrigated cohesive soil is not suitable for mechanical compaction. Adding a cohesive water-repellent agent to the soil significantly improves its parameters. Currently, anionic chemicals for soil hydrophobization are available on the market. However, the components of anionic formulations are not attracted to the negatively charged minerals contained in the soil. Their operation is not fully satisfactory - they do not change the hydrophilic nature of the soil.

PL 234 987 B1

Very good results are obtained with the use of cationic surfactants, which evenly penetrate the soil structure, changing its nature from hydrophilic to hydrophobic. As a result of the action of the preparation, the absorption and attraction of water by the ground is limited. The modified cohesive soil does not absorb water, maintains its cohesiveness, does not plasticize and can be mechanically compacted.

US Patent No. 5,827,568 of 1998 describes an asphalt modifying emulsion containing natural rubber and rubber fines from used car tires that are mixed with asphalt paving material and applied to the surface to stabilize the ground.

US Patent No. 3,854,968 of 1974 describes a modified lime-fly ash binder mixture consisting of a calcium sulfur material that is used as a subsurface base material or soil stabilizer. Ideally, the calcium sulfur material is formed by adding a sulfuric acid solution to the quicklime by a modified calcium hydration process. Alternatively, the calcium sulphate material may be composed of calcium and a separate sulfur compound such as gypsum.

The US patent US 5,336,022 of 1994 describes a method of stabilizing clay soil by adding a silicon compound and using lime to accelerate the pozzolanic reaction in the soil.

US patent US 5,354,787 of 1994 describes a soil stabilizing agent consisting of a mixture of a material containing slaked lime and / or calcined dolomite and a polyitetrafluoroethylene fibrous resin.

US Patent 5,795,104 of 1998 describes a soil stabilizing material consisting of an alkali silicate water glass and a hardener. The hardener consists of a fast-acting curing agent, preferably an ester, lactone, lactam, inorganic or organic acids, anhydrite, nitrate, amide or acid chloride, and a slower-acting hardener that functions as a curing retarder, preferably butylene carbonate or a mixture of different dialkyl carboxylates .

The American patent US 4276077 of 1981 describes the reagents applied to the soil improving its structure by stabilizing the aggregate. The reactants are graft polymers obtained from crude lignosulfonate and a monomer selected from the group consisting of vinyl cyanide (acrylonitrile), vinyl acetate, hydrolyzed vinyl acetate and acrylamide in the presence of an initiator.

US Patent No. 4,277,203 of 1981 describes a soil stabilization method in which a fluid is applied to a soil to allow polymerization to form an elastomeric resin that binds soil particles.

US Patent No. 5,770,639 of 1998 describes the use of a stabilizer that increases the water resistance of soil impregnations based on polyvinyl acetate and comparable polyvinyl alcohol esters with lower monocarboxylic acids.

The stabilizer comprises fatty acids or fatty alcohols and / or at least partially water-insoluble esters, ethers and / or their salts.

US Patent No. 3,980,490 of 1976 describes a soil stabilizing agent consisting of a source of calcium, such as calcium carbonate, and waste sulfuric acid in an aqueous solution.

US patent US 5,000,789 of 1991 describes a method of chemical stabilization of cohesive soils in which sulfuric acid, citrus oil and water are added to the soil.

Canadian patent CA 2281164 of 2001 recommends a cationic surfactant as a soil stabilizer. The stabilized soil is formed by mixing the soil and the stabilizing agent, and the soil stabilization method consists of the steps of introducing a cationic surfactant followed by applying the cationic surfactant to the soil.

The aim of the invention was to develop an economical and effective hydrophobic cohesive soil that can be used in road and building construction.

It turned out that very good soil strengthening effects are obtained by using cohesive soil with the addition of fly ash and a functional additive containing diamidoamine glycolate in the quantitative range 1.3-93% by weight of the total weight of the functional additive, diamidoamine hydroxypivalate in the quantitative range 0.5- 96% by weight of the total weight of the functional additive and diamidoamine lactate in the quantitative range 1-93% by weight of the total weight of the functional additive.

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The hydrophobized primer according to the invention contains by weight:

• 50-97.45% cohesive soil, • 0.5-30% fly ash, • 0.05-5% functional additive, • 2-15% water, where the functional additive contains diamidoamine glycolate in the quantitative range 1.3 -93 wt% of the total weight of the functional additive, diamidoamine hydroxypivalate in the quantitative range 0.5-96 wt% of the total weight of the functional additive and diamidoamine lactate in the amount 1-93 wt% of the total weight of the functional additive.

Preferably, the functional additive comprises:

• diamidoamine glycolate of formula [(RCONHC2H4) 2NH] ⁺ [CH (OH) COO] ·, • diamidoamine hydroxypivalate of formula [(RCONHC2H4) 2NH] ⁺ [C4H8 (OH) COO] ·, • diamidoamine lactate of formula [(RCONHCH2CH2 ) 2NH] ⁺ [CH 3 CH (OH) COO] · where R = C _n H 2 _n + i or R = C _n H 2 _n 1, n = 9-17.

The hydrophobic cohesive soil according to the invention is characterized by frost resistance and non-shedding properties as compared to the original cohesive soil, as well as reduced settlement, increased bearing capacity and reduced water absorption.

Examples

The examples use cohesive soils:

clay sand according to PN-86 / B-02480

Name of the soil type Symbol Fraction content [%] fp fit fi clay sand Pg 60 + 98 0 + 30 2 + 10

clay according to PN-86 / B-02480

Name of the soil type Symbol Fraction content [%) fp fn fi clay G. 30 + 60 30 + 60 10 + 20

sandy clay according to PN-86 / B-02480

Name of the soil type Symbol Fraction content [%] f _P fn fi sandy loam Gp 50 + 90 0 + 30 10 + 20

dusty clay according to PN-86 / B-02480

Name of the soil type Symbol Fraction content [%] fp fn fi dusty clay Ptt 0 + 30 30 + 90 10 + 20

The examples use fly ash according to EN 196-2, which has the following losses for an ignition time of minutes:

• category A: not more than 5.0% by weight, • category B: not more than 7.0% by weight, • category C: not more than 9.0% by weight.

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Example 1

The hydrophobized primer contains:

• 0.3 m ³ loam, • 53.4 kg of fly ash A, 0.53 kg • functional additive comprising 33% of glycolate diamidoaminy of the formula [(RCONHC2H4) 2 NH] ⁺ [CH (OH) COO] -, wherein R = C17H33, 33% diamidoamine hydroxypivalate of formula [(RCONHC2H4) 2NH] ⁺ [C4H8 (OH) COO] · where R = C17H33 and 34% of diamidoamine lactate of formula [(RCONHCH2CH2) 2NH] ⁺ [CH3CH (OH) COO] - where R — C17H33, • 60 kg of water.

Table. The results for example 1.

Properties tested Change of soil parameter with fly ash Ai with functional additive load capacity Improvement 0 60% * water absorption Improvement 015% * frost resistance Improvement 015% * non-bulging Improvement 015% * subsidence Improvement 0 70% *

* improvement over the starting ground.

Example 2 • 0.25 m ³ sandy loam, 40 kg • Fly Ash B • 0.72 kg functional additive containing 60% diamidoaminy glycolate of the formula _[(2 RCONHC H4) 2 NH] ⁺ [CH (OH) COO] -, wherein R = Ci ₃ H ₂ 7 20% hydroxypivalate diamidoaminy of the formula [(RCONHC2H4) 2 NH] ⁺ [04Ηβ (ΟΗ) 0ΟΟ] · R = Ci7H33, and 20% of lactate diamidoaminy of the formula [(RCONHCH2CH2) 2 NH] ⁺ [CH3 (OH) COO] ·, where R = Ci7H35, • 50 kg of water.

Table. The results for example 2.

Properties tested Change of soil parameter with fly ash B and functional additive load capacity Improvement 0 59% * water absorption Improvement 015% * frost resistance Improvement 016% * non-bulging Improvement 015% * subsidence Improvement 0 68% *

* improvement over the starting ground.

Example 3 • 0.2 m ³ silty clay, • 28.2 kg of fly ash • 0.61 kg functional additive containing 20% diamidoaminy glycolate of the formula [(RCONHC2H4) 2 NH] ⁺ [CH (OH) COO] · wherein R = C15H3i, 60% diamidoamine hydroxypivalate of formula [(RCONHC2H4) 2NH] ⁺ [04Ηβ (ΟΗ) 0ΟΟ] ·, where R = C13H27 and 20% of diamidoamine lactate of formula [(RCONHCH2CH2) 2NH] ⁺ [CH3CH (OH) COO ] · Where R — C17H33, • 45 kg of water.

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Table. The results for example 3.

Properties tested Change of soil parameter with fly ash C and functional additive load capacity Improvement 0 59% * absorbability Improvement 016% * frost resistance Improvement 016% * non-bulging Improvement 017% * subsidence Improvement 0 66% *

* improvement over the starting ground.

Example 4

The hydrophobized primer contains:

• 0.32 m ³ of clay sand, • 41 kg of fly ash A, • 2.3 kg of a functional additive containing 20% diamidoamine glycolate of the formula [(RCONHC ₂ H4) 2NH] ⁺ [CH (OH) COO] -, where R = CnH ₂ 3, 20% diamidoamine hydroxypivalate of formula [(RCONHC2H4) 2NH] ⁺ [C4H8 (OH) COO] · where R = C15H3i and 60% of diamidoamine lactate of formula [(RCONHCH2CH2) 2NH] ⁺ [CH3CH (OH) COO] -, where R — C17H33, • 60 kg of water.

Table. The results for example 4.

Properties tested Change of soil parameter with fly ash and functional additive load capacity Improvement 0 56% * absorbability Improvement 0 17% * frost resistance Improvement 018% * non-bulging Improvement 017% * subsidence Improvement 0 65% *

* improvement over the starting ground.

Example 5

The hydrophobized primer contains:

• 0.15 m ³ sandy loam, 16 kg • Fly Ash B • 0.8 kg functional additive comprising 74% diamidoaminy glycolate of the formula _[(2 RCONHC H4) 2 NH] ⁺ [CH (OH) COO] -, wherein R = Ci7H35, 25% diamidoamine hydroxypivalate of formula [(RCONHC2H4) 2NH] ⁺ [C4H8 (OH) COO] ·, where R = CnH23 and 1% of diamidoamine lactate of formula [(ΡΟΟΝΗΟΗ2ΟΗ ₂ ) ₂ ΝΗ] ⁺ [0Η ₃ 0Η (ΟΗ) 0ΟΟ] -, where R = Ci ₅ H ₃ and, • 40 kg of water.

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Table. The results for example 5.

Properties tested Change of soil parameter with fly ash and functional additive load capacity Improvement 0 55% * absorbability Improvement 018% * frost resistance Improvement 018% * non-bulging Improvement 0 20% * subsidence Improvement 0 61% *

* improvement over the starting ground.

Example 6

The hydrophobized primer contains:

• 0.4 m ³ sandy loam, • 36.3 kg of fly ash C and 4.35 kg • functional additive comprising 83% diamidoaminy glycolate of the formula [(RCONHC2H4) 2 NH] ⁺ [CH (OH) COO] -, wherein R = CgHi9, 0.5% diamidoamine hydroxypivalate of formula [(RCONHC2H4) 2NH] ⁺ [04Ηβ (ΟΗ) 0ΟΟ] ·, where R = Ci7H35, 16.5% diamidoamine lactate of formula [(ΡΟΟΝΗΟΗ2ΟΗ2) 2ΝΗ] ⁺ [0Η30Η ( ΟΗ) 0ΟΟ] -, where R = CnH ₂ 3, • 60 kg of water.

Table. The results for example 6.

Properties tested Change of soil parameter with fly ash and functional additive load capacity Improvement 0 49% * absorbability Improvement 0 20% * frost resistance Improvement 0 21% * non-bulging Improvement 0 23% * subsidence Improvement 0 59% *

* improvement over the starting ground.

Example 7

The hydrophobized primer contains:

• 0.3 m ³ silty clay, • 21.8 kg of fly ash A, 3.8 kg • functional additive containing 1.3% glycolate diamidoaminy of the formula [(RCONHC2H4) 2 NH] ⁺ [CH (OH) COO] ·, where R = Ci7H35, 96% diamidoamine hydroxypivalate of formula [(RCONHC2H4) 2NH] ⁺ [04Ηβ (ΟΗ) 0ΟΟ] ·, where R = CgHi9 and 2.7% of a diamidoamine lactate of formula [(RCONHCH2CH2) 2NH] ⁺ [CH3CH (OH) COO] · where R — C17H35, • 60 kg of water.

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Table. The results for example 7.

Properties tested Change of soil parameter with fly ash and functional additive load capacity Improvement 0 45% * water absorption Improvement 0 21% * frost resistance Improvement 0 20% * non-bulging Improvement 0 23% * subsidence Improvement 0 58% *

Example 8

The hydrophobized primer contains:

• 0.3 m ³ sandy loam, • 16.5 kg of fly ash B • 4.4 kg comprising a functional additive 33% 93% diamidoaminy glycolate of the formula _[(2 RCONHC H4) 2 NH] ⁺ [CH (OH) COO] -, where R = Ci7H _35, 1% hydroxypivalate diamidoaminy of the formula [(RCONHC2H4) 2 NH] ⁺ [04Ηβ (ΟΗ) 0ΟΟ] · R = Ci7H35, and 6% lactate diamidoaminy of the formula [(RCONHCH2CH2) 2 NH] ⁺ [ CH3CH (OH) COO] · where R — C17H35, • 50 kg of water.

Table. The results for example 8.

Properties tested Change of soil parameter with fly ash and functional additive load capacity Improvement 0 40% * water absorption Improvement 019% * frost resistance Improvement 0 23% * non-bulging Improvement 0 22% * subsidence Improvement 0 55% *

* improvement over the starting ground

Example 9

The hydrophobized primer contains:

• 0.5 m ^{3 of} mud, • 18.3 kg of fly ash C, 8 kg • functional additive containing 18% diamidoaminy glycolate of the formula _[(2 RCONHC H4) 2 NH] ⁺ [CH (OH) COO] -, where R = those ₅ H ₃ and and 78% hydroxypivalate diamidoaminy of the formula [(RCONHC2H4) 2 NH] ⁺ [04Ηβ (ΟΗ) 0ΟΟ] · R = Ci5H3i and 4% of lactate diamidoaminy of the formula [(RCONHCH2CH2) 2 NH] ⁺ [CH 3 CH ( OH) COO] ·, where R = C15H31, • 60 kg of water.

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Table. The results for example 9.

Properties tested Change of soil parameter with fly ash and functional additive load capacity Improvement 0 39% * water absorption Improvement 0 23% * frost resistance Improvement 0 24% * non-bulging Improvement 0 20% * subsidence Improvement 0 51% *

Example 10

The hydrophobized primer contains:

• 0.22 m ^{3 of} silty clay, • 4 kg of fly ash A, • 4 kg of a functional additive containing 3.5% of diamidoamine glycolate of the formula [(RCONHC ₂ H4) 2NH] ⁺ [CH (OH) COO] -, where R = Ci ₅ H _3, and 3.5% hydroxypivalate diamidoaminy of the formula [(RCONHC2H4) 2 NH] ⁺ [04Ηβ (ΟΗ) 0ΟΟ] · R = Ci7H33 and 93% lactate diamidoaminy of the formula [(RCONHCH2CH2) 2 NH] ⁺ [CHsCHfOHjCOO] -, where R — C17H33, • 40 kg of water.

Table. The results for example 10.

Properties tested Change of soil parameter with fly ash and functional additive load capacity Improvement 0 35% * water absorption Improvement 0 25% * frost resistance Improvement 0 23% * non-bulging Improvement by 19% * subsidence Improvement 0 40% *

* improvement over the starting ground

Claims (2)

1. Hydrophobized primer, characterized in that it contains by weight: • 50-97.45% cohesive soil, • 0.5-30% fly ash, • 0.05-5% functional additive, • 2-15% water, where the functional additive contains diamidoamine glycolate in the quantitative range 1.3 -93 wt% of the total weight of the functional additive, diamidoamine hydroxypivalate in the quantitative range 0.5-96 wt% of the total weight of the functional additive and diamidoamine lactate in the amount 1-93 wt% of the total weight of the functional additive. 2. A soil according to claim 1, characterized in that it contains a functional additive: • diamidoamine glycolate of formula [(RCONHC2H4) 2NH] ⁺ [CH (OH) COO] ·, • diamidoamine hydroxypivalate of formula [(RCONHC2H4) 2NH] ⁺ [04Ηβ (ΟΗ) 0ΟΟ] ·, • diamidoamine lactate of formula [(RCONHCH2CH2 ) 2NH] ⁺ [CH 3 CH (OH) COO] · where R = C _n H 2 _n + i or R = C _n H 2 _n 1, n = 9-17.