EP3134581A1

EP3134581A1 - Method and soil-stabilizing means for permanently stabilizing frost-exposed fine and mixed mineral soils for use as high-load-bearing and frost-proof foundation, base, bedding and filling layers in building and road construction and in earthworks and civil engineering

Info

Publication number: EP3134581A1
Application number: EP15720257.3A
Authority: EP
Inventors: Terje MIKKELSEN
Original assignee: Individual
Current assignee: Individual
Priority date: 2014-04-05
Filing date: 2015-03-28
Publication date: 2017-03-01
Anticipated expiration: 2035-03-28
Also published as: PL3134581T3; BR112016023075B1; DE102014004936A1; EP3134581B1; BR112016023075A2; WO2015149924A1; ES2683863T3

Abstract

Method for permanently stabilizing frost-exposed fine and mixed minerals soils for use as high-load-bearing and frost-proof foundation, base, bedding and filling layers in building and road construction and in earthworks and civil engineering, wherein, in order to produce one or more permanently resistant frost-proof and high-load-bearing construction layers (5, 8) of a substructure (1), a liquid soil-stabilizing means (3) is mixed intensively with at least one layer of the substructure (1) and then, at a water content which is optimum for compaction, compaction is carried out by heavy compacting machinery.

Description

Process and soil stabilizer for permanent

Soil consolidation of frost-damaged fine and mixed grain mineral soils for use as highly load-bearing and frost-proof foundations, load-bearing, bedding and filling layers in building construction, in

Straften- and Wegebau and in earthworks and civil engineering

The invention relates to a system technology, consisting of the process instructions and an active ingredient used for solidification, hereinafter referred to as "soil stabilizer", for the use of not suitable for building frost-prone, fine and mixed-grained

Mineral soils and their transformation into durable + frost-resistant + highly loadable foundation, support, bedding and filling layers in the

Construction.

DE 26 33 749 A1 describes a soil stabilizer for

Soil stabilization based on epoxy resin ester. As a plasticizer Alkylsulfonester is specified.

DE 44 28 269 A1 describes an impregnating soil stabilizer for soil consolidation on the basis of polyvinyl esters. This document discloses plasticizers based on alkylsulfonic acids. DE 195 09 085 A1 discloses a plastisol composition. Plasticizers based on alkyl sulfonic acid esters are described, and it is stated that with this type of plastisol composition

Coatings of a general nature can be made. WO 1996/28505 A1 describes the use of alkyl sulfonic acid and its esters as plasticizers for coating soil stabilizers.

However, the above-mentioned soil stabilizers for soil stabilization have the disadvantage that a permanent indestructible improvement of Soil properties of frost-prone fine-grained and mixed-grained cohesive soils could not be detected so far.

The invention is therefore based on the object to develop a system technology for soil stabilization, consisting of a procedural regulation and a soil stabilizer for permanent indestructible

Improvement of the soil properties of fine-grained and mixed-grained, cohesive soils. To solve the problem, a soil stabilizer according to the technical teaching of independent claim 7 is proposed. The method for applying the soil stabilizer is the subject of independent claim 1. A preferred scope of the invention is the implementation of the method and the application of the soil stabilizer as

high-carrying and frost-proof foundation, support, bedding and

Filling layers in building construction, in road and road construction and in earthworks and civil engineering.

The application is generally valid for new buildings and also for renovations.

A particularly favorable application of the invention relates not only to road construction, but also to building construction. In building construction, foundations are used, which are used as foundation pads for floor slabs of buildings. If no viable layer is present in the foundation level of a building, the inventive

Stabilizer also used for the consolidation of the substrate. Due to the special preparation of the foundation, support, bedding and filling layers according to the invention with the invention

Soil stabilizer has the further advantage that ascending

Moisture from the substrate and laterally penetrating moisture are kept out. Leachate layers are reliably prevented. Thus, stable filling layers can be produced in building construction, for example, serve for filling of excavated excavation pits.

Such stabilized filler layers are also used in pipeline construction for covering the pipelines installed in the ground.

This has the advantage that the existing, removed from the excavation pit or from the pipe trench floor does not have to be removed without replacement, but he can under treatment with the inventive

Soil stabilizer be reinstalled.

Existing structures can also be drained by partially excavating the soil previously installed in the excavation area and, after treatment with the invention

Soil stabilizer is reinstalled.

Another important application of the present invention is in the treatment of moats in which the sole or slopes are susceptible to erosion. Also in this case, the sole or the

Embankments of moats by treatment with the

Soil stabilizer of the invention are secured against erosion and sealed.

The soil stabilizer of the invention is even suitable for the production of blocks or other solid structures in a modular design. Thus, it is provided according to a development of the invention that a with the

Stabilizing agent treated soil pressed into molds and subsequently the blocks thus produced, building or other modular components for further construction in civil engineering are used. These elements are then particularly waterproof, highly resilient and protected against ingress of moisture. The use of the soil stabilizer according to the invention is also suitable for dyke construction or dyke restoration. It can be protected against the ingress of pressurized water both the entire structure of a dike or even water-stressed parts of a dyke (eg, the sealing apron).

An essential feature of the soil stabilizer is that a

permanent reduction of water binding forces of the fine

Soil components of these soils by a soil stabilizer succeeds, which acts as an ion exchanger and catalyst.

The soil stabilizer used is a slightly water-soluble, clear liquid whose chemical composition is a mixture of different sulfonic acids + special additives + water. The viscosity is oily.

A major constituent of the active ingredients of the soil stabilizer is a mixture of various sulfonic acids which share the common functional group -SO 3 H linked to a water repellent organic component R. The representation is: R - SO 3 - H.

The sulfonic acids dissociate in water. The invention

Soil stabilizer acts in the soil as an ion exchanger and

Catalyst.

The soil stabilizer causes the surface of the

Soil particles of adhesively bonded hydrogen ions H +, (and thus the hydrogen attached to these ions by hydrogen bonding) are displaced and replaced by (+) metal ions present in the water shell, e.g. Na +; K +: Mg ++; Ca ++; AI +++;

Thus, a large part of the firmly adhered adhesive water is removed from the surface of the soil particles by being converted to free pore water. This free water can be easily removed by dehydration escape the soil or migrate into the pore space between the soil particles.

The soil stabilizer according to the invention further ensures that the (+) - metal ions bound to the soil particles can no longer accumulate water of hydration by combining with the (+) - metal ions in the acid-residual ions present in the soil stabilizer. It is therefore a reduction of Adsorbtionswasserhülle by an ion exchange mechanism.

Another effect is a hydrophobing ("water-repellent impregnation") - the soil particles.

The acid-residual ions contained in the soil stabilizer and attached to the metal ions are linked to a hydrophobic organic moiety. The hydrophobic components cause that in the compacted soil no more water can be transported in the pore space.

The released in the dissociation in soil stabilizer invention hydrogen ions H + react directly with those in the

Water shell existing hydroxyl ions OH- to hydronium ions H3O + and in a further step to water H20. Thus, the acid effect is eliminated and neutralization has occurred.

The chemical reactions caused by the inventive

Soil stabilizers are caused in the soil are irreversible. The change in soil properties is thus permanent. The by the

Effect of the soil stabilizer reduced

Adsorbtionswasserhüllen can not be built.

Because of the permanently reduced water envelopes around the soil particles, the soils treated with the soil stabilizer may contribute to the optimum soil water content required for compaction the same compaction work to higher density of dry compacted than not treated with the soil stabilizer soil.

Due to the denser position of the soil particles to each other existing molecular forces of proximity between the soil particles are reinforced, which lead to an increase in strength and thus the carrying capacity. These

Effect is no longer lost and thus remains permanent.

The hydrophobic (water repellent) components of

Soil stabilizers cause in one with the

Soil stabilizer treated according to the use and compacted soil capillary water rise is prevented and the penetration of water is prevented in the compacted soil body at all.

When freezing the soil thereby lacks the supply of water from below into the freezing zone, the frost can cause no structural changes, the ground is frost-proof. The majority of the loose rocks on the surface of the earth in many countries of the world are fine and mixed-grained mineral soils that, because of their content of fines and the associated water and water content

Frost sensitivity are not suitable for construction and therefore for

For building purposes, but especially in conventional road and road construction against frost-proof and water-resistant mineral mixtures must be replaced.

This concerns the soil types: clay, silt (also referred to as Silt or

Dusty sand), mineral mixtures of stones, gravel or sand each with admixtures of more than 15% by mass of silt and / or clay: such as clayey sand, silty sand, clayey silty sand, clayey gravel sand, silty gravel sand, clayey silty Gravel, loam (mixture of fine sand + silt + clay), natural or broken rock mixtures. The soil stabilizer of the invention may generally be used in the

Construction, especially in road construction and road construction, earthworks and foundations for the purpose of solidifying the frost-endangered,

fine-grained and mixed-grained loosened rocks. These mineral soils no longer have to be removed from the construction site as before and replaced by frost-proof mineral mixtures (as antifreeze layer, gravel base layer, gravel layer). Rather, the on-site job

treated soil on site with the soil stabilizer and converted after subsequent compaction to permanently resistant + frost-resistant + hochtragfähige construction layers.

Soil mechanical classification of the suitable soils to be treated with the soil stabilizer: For optimum success in the application of the soil stabilizer, the mineral soils to be used must have the following soil mechanical properties A + B + C + D, those in soil mechanics

Laboratory investigations are determined. The predominant soils are suitable for solidification with the soil stabilizer.

Soils with different characteristics can be specifically pretreated and then solidified with the soil stabilizer

A) proportion of fine soil particles with D äqu <0.06 mm:> 15% by weight, based on the dry matter; Measurement of the proportion by sieving or by the determination of the particle size distribution in the fine range, e.g. by sedimentation analysis in the laboratory, or by other common methods for determining the particle size distribution; In mineral soils where the proportion of fine particles is less than 15

% By weight, other mineral soils with significantly higher levels of fines, e.g. Clay or clay, mixed in on others

Construction sites must be disposed of, so that the proportion of fines on the total mass of the mixed soils as a result more than 15 mass% is. Also suitable as additives are recycled materials with a high proportion of fines, such as power plant ash. The advantage is that these materials, which can not be used for other purposes, can be procured very inexpensively and therefore do not have to be disposed of as waste by other users.

B) plasticity> 10

Plasticity in soil mechanics is the difference between the water content at the yield value (= liquid limit) and the water content at the plastic limit.

If the plasticity is <10, suitable additives according to Part A

be mixed until the suitability is reached.

C) The level of organic matter (e.g., humus) must be less than 4% by mass, based on dry matter.

D) The pH of the soil must be greater than pH 6,

if it is less than pH 6, the soil can be made suitable by special pretreatment. , Function of soil particles

All soil particles are surrounded by a water cover.

Coarse soil particles have a low specific surface and can bind only a small amount of water per unit of mass at the surface. Pressure, friction and toothing predominate during the transmission of force between the grains.

Fine soil particles have a large specific surface area and can bind a large amount of water to the particle surface per unit mass. The water content-dependent cohesion predominates. When water enters the water shells to the soil particles and press the particles away from each other, thereby reducing the binding forces, the strength and load capacity of fine-grained soils is lost with increasing water content. For mixed-grained soils with a fines content of> 15% by mass, the soil properties are mainly determined by the surface-active properties of the fines.

The proportions and distribution of the individual masses of the individual particle size fractions on the total mass of a soil sample of a mineral soil are referred to as particle size distribution. It is an important tool for assessing mineral soils in terms of their soil mechanical properties for construction purposes.

The separation of the grain fractions takes place in pure coarse-grained soils by sieve analysis and in fine-grained soils by the sedimentation analysis.

The distribution of grain fractions is determined for mixed-grained soils containing both coarse and fine-grained fractions by a combination of sieve analysis and sedimentation analysis. The graphical representation of the particle size distribution is preferably carried out as a sum line.

2. About the mode of action of water in fine-grained soils

Dehydration causes a reduction of the water pockets around the

Soil particles, which is called "shrinkage of the soil", which corresponds to an approximation of the soil particles.

This results in an increase in the binding forces between the particles by reducing the distance between them and by increasing the

Suction tension of the "meniscus water" at the points of contact of the

Particle. This is associated with an increase in the strength and load-bearing capacity of the fine-grained soils. When water enters an enlargement of the water shells - so-called "swelling" of the soil and thus a mutual "pushing away from each other" of the soil particles on the water sheaths. This results in a reduction in the binding forces between the particles by increasing the distance between them and by reducing the suction pressure of the water at the points of contact of the particles. This results in a loss of strength and bearing capacity of the fine and mixed-grained soils.

This is where the invention begins, which achieves a lasting reduction of the water envelopes when the soil stabilizer of the invention is mixed into the soil. There is no enlargement of these water shells more with renewed access of water.

As a result, a better mutual approach of the soil particles is ensured by compaction because of reduced water hoses.

Likewise, an increase in the binding forces between the particles by reduced distance between each other and by increasing the

Suction stress of the "meniscus water" at the points of contact of the particles, resulting in an increase in the strength and bearing capacity of the fine-grained soils.

This results in a denser packing of the particles due to the reduced water envelopes and no density change and no loss of strength in case of water access and frost.

3. About the mode of action of the soil stabilizer in fine-grained soils as catalyst and ion exchanger

The soil stabilizer is not a binder such as lime or cement. When using the soil stabilizer in the soil, no crystal structures are built up between the soil particles. The

Strength increase in the application of the soil stabilizer results from the closer approximation of soil particles in the Soil compaction through a significant and irreversible reduction in the size of the adsorbed water envelopes surrounding the particles.

There are three different functional mechanisms:

3. 1. Reduction of Adsorption Water Sheath by Replacement Mechanism 1 The soil stabilizer causes a large part of the hydrogen ions H + (and the water further attached to these ions via hydrogen bonds to these ions) to be replaced by water contained in the water envelope (+) - metal ions, eg Na +; K +: Mg ++; Ca ++; AI +++;

Thus, a large part of the firmly bound adhesive water is released from the surface of the soil particles by being converted to free pore water. This free water can easily escape from the soil by dehydration or spread in the pore space between the soil particles.

3. 2. Reduction of Adsorption Water Hull by Replacement Mechanism 2 The soil stabilizer further causes the adsorbed water to flow to the

Ground particles bound (+) - metal ions can no longer accumulate water of hydration by instead connect the contained in the soil stabilizer acid-residual ions (sulfate group) with the (+) metal ions.

3.3 Hydrophobing ("water-repellent impregnation")

The acid-residual ions (sulfate group) contained in the soil stabilizer and attached to the metal ions are linked to a hydrophobic organic moiety. This causes the fine soil particles to lose the ability to absorb water at the particle surface and that the soil treating with the stabilizer loses the ability to carry water in the capillaries.

3.4 Neutralization The hydrogen ions H + liberated in the soil stabilizer dissociate directly with the hydroxyl ions OH- present in the water shell into hydronium ions H30 + and, in a further step, with water H2O. This eliminates acidity.

4. Summary of the system technology according to the invention for permanent and frost-proof solidification of fine and mixed-grained mineral soils using the example of road and road construction 4.1 Check soil for suitability for application of system technology

4.2 Ripping and loosening up the surface of the subgrade 4.3 Dilute the soil stabilizing agent with water in several operations and mix in the soil

4.4 Condensing the soil in the state of optimum water content for compaction

5. Detailed system technology according to the invention for permanent and frost-proof solidification of fine and mixed-grained mineral soils using the example of road and road construction 5.1 Exploration of the subsoil

for the roads and paths to be built, carrying out the for these

System technology developed aptitude test, and selected soil mechanical tests in the laboratory, especially to determine the proportion of fines in the soil with a particle diameter <0.06 mm to determine the amount of soil stabilizer, as well as to determine an optimum for the compaction of the soil optimum water content.

5.2 Mark out the gradient and profile of the road Required equipment: Surveying equipment

5.3 Vegetation, humus + soil layers with a share> 4% of

remove organic impurities.

Required devices e.g. Bulldozer, or bulldozer, or grader or

verge cutter

5.4 Soil analysis on site,

Taking a soil sample to determine the current water content of the soil, sampling depth below planum according to the intended working depth of the soil mixing machine, usually up to 30 cm deep

Required devices: suitable device for rapid determination of the

Water content of mineral soils.

The result of the test is the current water content w in the soil up to the working depth of the tiller and is used to calculate the amount of water used to dilute the soil stabilizer and place it in the soil.

5.5 Create a rough plan according to the plan specifications

required equipment: grader

Cross slope must run parallel to the slope of the later top layer. Afterwards, after the soil stabilizer has been distributed on the loosened soil, no major ground movements and

Soil shifts more so that the depth of the soil treatment with the soil stabilizer is not locally reduced.

5.6 Tearing and loosening up the subgrade

approx. 10 cm deep for even absorption of the soil stabilizer Required equipment: e.g. Ripper or Ripper or cultivator or spring tine harrow or disc harrow or tiller to 10 cm deep.

5.7 Measurement of the current water content in the soil, determination of the

Quantity of water used to dilute the soil stabilizer to be introduced into the soil so that, after introduction of the working solution, consisting of the soil stabilizer + water, the water content in the soil is not more than 2% above the optimum water content w required for the best possible compaction of the soil, this is optimal

Water content was determined before the start of construction in the laboratory.

5.8 the 1st subset of a working solution consisting of the

Prepare soil stabilizer + water in a tank and mix for 1st operation, determine the amount of soil stabilizer to be incorporated, depending on the proportion of fine particles D <0.06 mm in the soil.

Alternatively: prepare calculated amount of soil stabilizer + water separately for mixing only during placement in the soil -

5.9 apply the first part of the working solution of the soil stabilizer + water evenly to the previously loosened soil in the soil

Einbring-Variante 1: the soil stabilizer is mixed in advance in a mobile tank with water, and in the free fall on a

Distributor pipe with application nozzles applied to the subgrade, the spill amount from the manifold determines the driving speed

Einbring-Variante 2: the soil stabilizer is mixed in advance in a mobile tank with water, and applied via pumps and further via a manifold with discharge nozzles on the planum, the

Pump delivery rate and travel speed are controlled according to the planned amount of effort

Insertion variant 3: the soil stabilizing agent is mixed in advance in a mobile tank with water, and introduced via pumps and further through a manifold with discharge nozzles within the soil mixer during the milling process in the ground, the pumping rate and the speed of travel of the mill are according to the intended

Expense amount regulated Introducing variant 4: The amount of water required for dilution is provided in a mobile tank, the soil stabilizer is in the delivery container (200-liter barrel or 1000-liter Eurocontainer) on the

Tanker placed or on a coupled with the tanker trailer. Using separate pumps, both components are conveyed separately to a mixing tank and further via a distributor pipe

Application nozzles introduced into the ground, the pump delivery rates and the speed of the tanker are according to the

controlled amounts of effort, wherein the dilution ratio between the soil stabilizer and water can be changed during the introduction into the soil.

Insertion Variation 5: mix the soil stabilizer and approximately 10 times the amount of water in a portable pressure sprayer and transfer by hand into the soil to be treated, for small areas and small amounts of soil and for selected areas with extremely high natural water content;

5. 0 Mince the soil and mix thoroughly with the soil stabilizer, working depth of the soil mixer min. up to 30 cm below ground level, with track overlap.

Required equipment: Suitable soil mixing tiller

5. Leveling out the surface, leveling the grooves of the working tracks of the milling machine, loosening up solidified areas in the ground, especially at the edges of the working tracks of the soil mixing machine; while mixing the ground, in several transitions.

Required equipment: Ripper or cultivator or spring tine harrow or

Disc harrow, or soil mixing bur

5.12 the 2nd subset of a working solution consisting of the

Prepare soil stabilizer + water in a tank and mix for the second operation, soil stabilizer requirement + determine water as a function of the proportion of fines D <0.06 mm in the soil. Alternatively, provide calculated amount of soil stabilizer + water for mixing while placing in the soil.

5.13 apply the 2nd subset of the working solution from the soil stabilizer + water evenly to the loosened soil in the soil. Variants for insertion as in point 5.9

5.14 Continue mixing soil thoroughly, working depth up to 30 cm below level, with track overlap.

Required equipment: Suitable soil mixing tiller

5.15 level the surface, level the waves of the working tracks of the milling machine, loosen up solidified areas in the ground, especially at the edges of the working tracks of the soil mixing machine; while mixing the ground, in several transitions.

Required equipment: Ripper or cultivator or spring tine harrow or

Disc harrow, soil mixing machine

5.16 Checking the actual water content w in the soil before compaction: If the actual water content w is higher than the determined optimum water content w opt for the compaction, drying and further mixing and descaling are necessary

Soil required until w = w opt.

If the water content w is lower than the determined optimum water content for the compaction, moistening and further mixing of the soil is required until w = w opt.

5.17 Producing a fine plan.

Required equipment: Graders and slope measuring devices

5.18 compacting soil from the surface of the subgrade,

Compaction process always from the edge to the middle of the road / the way, preferably by gradual introduction of the compaction energy. This is starting with light compactors, z. B. with

Vibratory plate compactors performed. Continuing with heavy Compression equipment eg by means of rollers with> 15 t net mass without vibration, then further compaction with rollers with> 15 t net mass with

Vibration and final compression with heavy rubber wheel roller. 5.19 During compaction with rollers with> 15 t net mass with vibration, a compensation layer approx. 5 cm thick becomes coarse

broken, frost-proof rock mix without fines D <0.06 mm, e.g. Chippings 16/32 mm, applied to the Erdplanum and distributed in even layer thickness.

This must be done at a time when the broken coarse grains can still be partially pressed into the plane of the stabilization layer.

(The leveling layer has the task of ensuring the friction between the wheels of the vehicles and the solid smooth compacted surface of the stabilizing layer in directly driven roads and paths without additional bound top layer.

In roads and paths, in a further operation with a

occupied additional cover layer, this leveling layer ensures the friction and gearing between the outer layer and the surface of the compacted stabilizing layer.)

5.20 apply the 3rd subset of the working solution of soil stabilizer + water evenly to the leveling layer, without mixing 5.21 Completion of compaction if the measurements according to 5.21; 5.22 and

5.23 demonstrate sufficient compaction, otherwise further compaction with heavy compaction equipment according to 5. 8

5.22 Determination of the achieved dry density with the cutter cylinder (for fine-grained soils without stones) or e.g. with the soil densitometer or other suitable measuring method (for soils with stones)

5.21 Measurement of the load-bearing capacity on the compacted subgrade, 24 hours after completion of compaction, with the static plate pressure device, Determination of the load-settling curve with incremental load registration of the static loads on a load plate of 30 cm diameter

Measurement result = EV2 [MPa] 5.22 Measurement of the achieved load capacity on the compacted surface, 24 h after completion of the compaction, with the dynamic plate jerk, determination of the insertion depth and lowering speed of a load plate of 30 cm diameter when a drop weight is hit

Measurement result = EV dyn [MPa]

With these operations is from the frost-prone fine and

mixed-grained soil of the subsoil produced a durable hochtragfähige frost-resistant lower base course in road construction, prepared for applying a bonded top layer of asphalt or concrete.

For subordinate roads and farm roads, this solidified layer created in this way can be driven directly without additional cover layer.

6. Effects of application of soil stabilizer

The new properties of soils treated with the soil stabilizer after compaction into structural layers in road and highway construction result in a high durable and indestructible strength and bearing capacity, as well as a lasting resistance to

Water exposure and frost.

There is no measurable swelling and shrinking, no

Volume changes or deformations of the compacted

Construction layers. A uniform low water content in the

compacted soil, regardless of the ambient humidity is guaranteed. The capillary water rise is permanently prevented. This gives a lasting frost resistance. The other advantages of soil stabilizer technology in road construction are:

• No replacement of unsuitable frost-prone ground on site is required. This eliminates the loosening, winning, loading, removal of unusable soil including the deposition in a landfill.

• It eliminates the winning, loading, transporting and installation of certified, frost-proof rock mixtures for use as base courses;

• These two savings result in a reduction in construction costs and a reduction in construction time, as well as a reduction in construction costs

Energy consumption / reduction of CO 2 emissions

• In addition, there are significant benefits for the economy because, because of the elimination of significant transport, the existing transport routes are less burdened and thus remain usable for longer

The use of the soil stabilizer is of great advantage in areas that do not have suitable rock resources to produce frost-resistant, sustainable rock mixes for base courses.

The technology is also useful for attaching

Traffic routes in areas with permafrost, which thaw in the summer to a greater depth and thereby soften and thus their viability in the

Lose ground.

The subject of the present invention results not only from the subject matter of the individual claims, but also from the combination of the individual claims with each other.

All information and features disclosed in the documents, including the abstract, in particular those shown in the drawings Spatial training, are claimed as essential to the invention, as far as they are new individually or in combination over the prior art.

In the following the invention will be explained in more detail with reference to drawings showing only one embodiment. Here are the

Drawings and their description further features essential to the invention and advantages of the invention.

Show it:

Figure 1: the production of a road substructure according to the basic technology of the invention

Figure 2: the production of a road substructure as shown in Figure 1, wherein in the soil to be stabilized with low fines content also soil with high fines content is added

Figure 3: the production of a road substructure with the additional

Incorporation of an existing damaged topcoat

Figure 4: the production of a road substructure with the additional

Incorporation of soil, obtained from a side extraction near the construction site

Figure 5: the preparation of a road substructure with the addition of soil with no or low proportion fines of less than 15 mass%, the pending soil has a very high proportion of fines.

Figure 6: the production of a road substructure with the addition of recycled building material.

Figure 7: the production of a road substructure with installation of the

Soil stabilizer pretreated soil from the soil stock FIG. 8 shows the method steps according to the invention for producing a

road substructure

FIG. 9 shows the method steps for producing a road substructure according to the prior art

FIG. 1 shows in steps a-j the step-by-step construction and the production of a road surface for the production of a road with the system technology according to the invention.

Starting from an upper edge 31 of the substructure, the substructure should be designed as a fine and mixed-grained soil in the subsurface. For example, the proportion of fine soil particles with D <0.06 mm is more than 15% of the dry matter. Such a substructure 1 would be at risk from frost and water, and therefore it is not possible on such a substructure a cover layer 10, for. As asphalt, apply.

For this reason, according to method step A b, the substructure 1 is first torn open and loosened up to a layer depth 2 of preferably 10 cm below ground in the direction of the arrows 6, connected with an increase in volume due to the loosening.

In step c, the soil stabilizing agent 3 according to the invention (abbreviation: BS) is applied to this layer over a large area in the direction of the arrow 4 and taken up by the loosened layer.

In method step d, the substructure so impregnated with the soil stabilizing agent 3 in the surface area is milled and mixed in the directions of the arrows 6 to a layer depth of preferably 30 cm, so that the soil stabilizing agent is evenly distributed to the depth of 30 cm in the substrate.

On the loosened surface in the process step e, the soil stabilizing agent 3 in the direction of arrow 4 evenly on the Distributed surface, and included in the near-surface area of the soil.

In method step f, the entire stabilizing layer 5 impregnated with the soil stabilizing agent is again mixed and dried, whereby the introduced total amount of the soil stabilizing agent 3 is uniformly distributed to a depth of 30 cm in the substrate.

In method step g, the converted stabilizing layer 5 is now strongly compressed with a compressor 7, which results in a volume compression and results in a novel load-bearing substrate in the form of the stabilizing layer 5 now present.

In method step h, a compensating layer 8 is applied to the converted stabilizing layer 5 and sprayed in step i with the soil stabilizing agent 3 according to the invention in the direction of arrow 4 over a large area and impregnated.

By further compression with the compressor 7, the compensation layer 8 is partially pressed into the underlying and compressed «stabilization layer 5 in step j.

This results in a high-strength, frost-resistant and stable base for the subsequent construction of a road surface, consisting of upper bound support layer 34 and a cover layer 10 (see the later figures).

FIG. 2 starts from a different starting situation, where it is assumed that, starting from a substructure 1 with less than 15% by mass of fines with D <0.06 mm, an application of mineral soil with a high proportion of fines (eg Clay, loam) hereinafter referred to as clay layer 9, takes place on the substructure.

In method step c, this layer of clay 9 with the inventive Soil stabilizer 3 sprayed in the direction of arrow 4 over a large area, so that the soil stabilizing agent 3 penetrates into the loose layer.

In method step d, the milling and mixing is carried out to a depth of 30 cm in the direction of arrows 6, whereby a coherent uniform and homogeneous stabilizing layer 5 is produced.

The stabilization layer 5 is treated again in step e with the soil stabilizer 3 and in step f in the arrow directions 6 again mixed and dried.

In method step g, the compression and compression of the impregnated with the soil stabilizing agent stabilizing layer 3 via the compressor 7, and in step h, a leveling layer 8 is applied, which is in turn sprayed in step i with the soil stabilizer 3 in the direction of arrow 4 over a large area.

In method step j, the compensating layer 8 is then compacted with the compressor 7, thereby producing a composite with the compacted stabilizing layer 5.

Finally, in method step k, an upper bound support layer 34 and a cover layer 10, which corresponds to a conventional road surface, are applied to the stabilization layer 5 thus produced with a leveling layer 8 thereon.

It is noted that in the foregoing embodiments 1 to 2 and in all the other embodiments 3 to 7 described below, the same reference numerals and the same operations are used for the same parts.

Therefore, the exemplary embodiment according to FIG. 3 differs from the preceding exemplary embodiments according to FIGS. 1 and 2 only in that in FIG. 3 it is assumed that a road with the upper edge 32 and a cover layer 10, said cover layer 10 may be made of asphalt or concrete. This cover layer 10 is damaged, and it must be made from this damaged road a new road with the substructure according to the invention.

It is further assumed in FIG. 3 in method step a (initial situation) that a conventional support layer 11 is present underneath the damaged cover layer 10 and this support layer 11 is seated on a conventional substrate 1.

In order to produce a new road, the existing damaged covering layer 10 and the supporting layer 11 are first of all torn open in the direction of the arrow 6 and mixed with the substrate 1 in method step b. The layer depth 2 is given here, for example, at 30 cm below the upper edge 32 of the old cover layer.

In method step c, the soil stabilizing agent 3 is then applied over a large area in the direction of arrow 4 to the thus mixed and homogenized layer, which is absorbed in the surface area of the loosened soil.

In method step d, the stabilization layer 5 is milled and mixed in the directions of the arrows 6, whereby the soil stabilizer is uniformly distributed in the layer. In method step e, the soil stabilizing agent 3 is once again applied over a large area to the stabilization layer 5 prepared in this way in the direction of arrow 4, and in method step f a mixing and simultaneous drying of the stabilizing layer 5 thus homogenized and saturated with the soil stabilizing agent takes place.

In method step g, a compression is now carried out with the compressor 7, and in method step h an order is made for a leveling layer 8.

Process step i, a new order is made Soil stabilizer 3 in the direction of arrow 4 on the leveling layer 8, for sealing the surface.

In method step j, a compression of the leveling layer 8 and partial impressions in the stabilization layer 5 is effected with the compressor 7 and the now ready prepared substructure is covered in method step k with a conventional upper bound support layer and a cover layer of asphalt or concrete or the like. This creates a new road with a high-strength, frost-proof and stable base.

In the exemplary embodiment according to FIG. 4, it is assumed that in the frost-endangered substrate 1, as in FIGS. 1 to 3, there are additionally large stones 12 and blocks. These are firmly embedded in the fine soil particles and should not be crushed in order not to destroy the dense structure in the ground and to protect the tiller.

As in Figures 1 to 3, this substrate is a frost-prone, fine-grained and mixed-grained soil in which the proportion of fine soil particles with D <0.06 mm> is 15% of the dry matter.

The high water permeability of the substrate present in this example makes it possible to distribute the soil stabilizing agent 3 evenly without mechanical mixing in the lower region of the stabilizing layer 5.

For the above reason, in step b, first a loosening of the surface with a ripper 14, which in the direction of arrow 15 along the surface of the substructure up to a layer depth 13 of z. B. 5 cm below the top edge 31 moves.

In method step c, the soil stabilizing agent 3 according to the invention is sprayed onto the loosened surface in the direction of arrow 4. It penetrates by the action of gravity in the direction of arrow 17 in the substructure 1 with the stones and soaked him in step d uniformly, without destroying the dense structure in the underground.

In method step e, a suitable soil is obtained from a side extraction and passed through a sieve 19 with a mesh width of 50 mm in the direction of arrow 18, wherein the stones 12 are retained with D> 50 mm and subsequently must not be crushed. The sieve leaves only the soil portions with a diameter of <50 mm.

The screen passage 20 with D <50 mm is poured in step f in the direction of arrow 21 on the previously loosened and treated with the soil stabilizer existing Planum and distributed in a uniform layer thickness.

In method step g, the heaped up layer is impregnated with the soil stabilizing agent 3 according to the invention in the direction of arrow 4, wherein the soil stabilizing agent is taken up by the soil pores in the upper region of the filling.

In method step h, this layered layer 22 saturated with the soil stabilizer is mixed and dried and compacted with the compressor 7 in method step i. In method step j, a compensation layer 8 is then applied, which is further impregnated in method step k with the soil stabilizing agent 3 according to the invention in the direction of arrow 4 and impregnated.

Finally, in method step I, the layers 8 + 22 + 5 thus prepared and impregnated with the soil stabilizing agent 3 are compacted with a compactor 7, whereby a frost-proof and heavy-duty substructure for applying an upper supporting layer 34, e.g. Asphalttragschicht, and a cover layer 10, z. As asphalt or concrete, is given.

In the exemplary embodiment according to FIG. 5, it is assumed that in the case of a substrate 1, which consists of a fine-grained and mixed-grained soil, a very high proportion of the fine soil particles having D <0.06 mm and substantially more than 15% of the dry matter is present. It can, for. B. a high proportion of clay may be present. Such a substrate 1 would be endangered by frost and water. For this reason, according to the exemplary embodiment according to FIG. 5, the invention provides method step b, that initially a build-up layer 23 with a low fines content is applied above the upper edge 31. This build-up layer preferably has particles with a diameter D <0.06 mm and <15% by mass fraction, for the reduction of the soil present in the subsurface with a very high fines content.

The soil stabilizing agent 3 applied in the direction of arrow 4, which impregnates the construction layer 23 in the direction of arrow 17, is applied to this loosened layer 23 in process step c. In process step d, the structural layer impregnated with the soil stabilizing agent is mixed into the substrate to the depth 2 and the entire stabilizing layer is mixed 5 is mixed and crushed.

In method step e, a repeated application of the soil stabilizing agent 3 in the direction of arrow 4 takes place on the loosened surface.

Thereafter, in process step f, the stabilizing layer 5 is again mixed and dried, so that the total amount of soil stabilizing agent is uniformly distributed in the stabilizing layer, and compressed in step g with the compressor 7.

In method step h, a compensating layer 8 is applied and, in method step i, again soaked with the soil stabilizing agent 3 in the direction of arrow 4 and impregnated.

In method step j, the structure thus produced is again compacted with the compressor 7, so that the leveling layer is partially pressed into the previously compacted stabilization layer, and finally, in method step k, the leveling layer 8, which now firmly and homogeneously the stabilizing layer 5 is connected, a conventional upper bound support layer 34, for example as an asphalt base course, and a cover layer 10, for. As asphalt or concrete, applied.

The exemplary embodiment according to FIG. 6 differs from the previously mentioned exemplary embodiments according to FIGS. 1 to 5 only in that recycled material is additionally added to the surface of the existing substrate 1. Such a recycled material may, for. B. unloaded rubble, filter ash, broken brick, concrete break or field stones.

In method step a, therefore, a frost-prone substructure 1 is assumed, as it is also indicated as a starting point in the aforementioned exemplary embodiments.

In step b, an order of the recycled material 24, which may also include stones 12, broken brick, concrete break and field stones if necessary.

In method step c, a first application of the soil stabilizing agent 3 in the direction of arrow 4 is caused on the layer of recycled material 24, wherein the soil stabilizing agent penetrates in the arrow directions 7 in the applied loose layer and thus produces a homogeneous stabilizing layer 5 in step d if this stabilizing layer milled and mixed.

In method step e, a soil stabilizing agent 3 in the direction of arrow 4 is applied to the stabilizing layer 5 homogenized in this way, and in process step f, in turn, this layer impregnated with the soil stabilizing agent is mixed and dried.

In method step g, the compression is carried out with the compressor 7, and then in step h, a compensation layer 8 is applied. In method step i, for the third time the soil stabilizing agent 3 is applied to the leveling layer 8, soaking the leveling layer 8 and sealing the surface.

Finally, in method step j, the stabilization layer 5 and the leveling layer 8 are densified, so that in method step k a standard upper bound support layer 34, e.g. As asphalt base course, and a cover layer 10, z. B. can be applied from asphalt or concrete.

The exemplary embodiment according to FIG. 7 assumes that the entire floor for a new substructure to be created is produced in a ground stock. It is therefore a fine and mixed-grained frost-prone soil, which is delivered to a bulk storage or in a warehouse. The proportion of the fine soil particles D <0.06 mm is preferably in a proportion of> 15% of the dry matter. Such a floor as a proposed substructure for a road would be severely endangered by frost and water and therefore unsuitable.

For this reason, first in step b, a first application of the soil stabilizing agent 3 is caused on the delivery floor spread for processing and in process step c, the soil is milled and mixed.

In process step d, a second order of the soil stabilizing agent 3 followed by repeated mixing in step e, and the thus homogenized soil for a later stabilization layer 5 is carried out in a protected atmosphere, the z. B. with a cover 27, as protection against precipitation and moisture is stored until further processing. Thus, a prepared for installation as a stabilization layer 5 soil with optimum water content for the compaction is kept in a warehouse, for example, which can then be used as needed to build a road. This takes place in method step f, where on a Underground 28 a layered installation of the stabilizing layer 5 takes place after the process step e.

The dumping height of the installation corresponds to the depth of action of the compressor 7 used in method step g. It is assumed that the compressor 7 has such a depth of action that the compaction of the stabilization layer 5 also takes place in the substrate 28 in method step g.

Finally, in method step h, a compensation layer 8 is applied to the thus homogenized stabilization layer 5 which has been compacted, and in method step i the third application of the soil stabilization agent 3 to the compensation layer 8 takes place.

Finally, in method step j, the material is compacted and in method step k, a conventional upper bound support layer 34 and a cover layer 10 made of asphalt or concrete can be applied to the thus compacted structure 5, 8.

Below a covering layer 10 and upper bound support layer 34, a leveling layer 8 is arranged, and the upcoming soil of the substrate, which is repeatedly impregnated with the soil stabilizing agent 3 and was mixed and thereby converted to a stabilizing layer 5, stored on a substrate 1, which is present at the construction site. This substrate 1 may consist of naturally stored loose rock and is usually sensitive to frost. Due to the measures according to the invention, this existing substrate 1 is converted from the existing surface to the working depth of the milling machine into an impregnated stabilizing layer 5 and is therefore highly load-bearing and protected against the influence of frost and water.

It is shown schematically that in process step (1) a top soil removal takes place, in process step (2) a loosening of Substrate and crushing and mixing with a tiller takes place.

In step (3) the rough planum is prepared, and in step (4), a mixture of water and the soil stabilizer 3 (BSM) according to the invention is introduced according to the manufacturer's instructions and mixed intensively with the soil. This soil tilling are preferably used. The introduction of the soil stabilizing agent can happen several times after the process steps (4a) and (4b), wherein preferably at least two operations take place.

Thus, after process step (4), there is a completely homogenized stabilization layer 5 prepared for compaction.

In process step (5), a fine planum is produced on the surface of this layer.

It is controlled in process step (6) whether this provided as a stabilizing layer 5 soil layer has the optimum water content, to subsequently ensure optimum compaction.

If the current water content is higher than the required optimum water content for the compaction, the soil must be dried.

If the actual water content is lower than the required optimum water content for the compaction, the soil should be moistened.

In method step (7), compression takes place, preferably with a roller (compressor 7), this compressor preferably being intended to have more than 15 t dead weight. This ensures intensive compaction of the stabilization layer 5.

In method step (8), a compensation layer 8 is installed.

Finally, in method step (9), the upper bound support layer 34, eg as an asphalt base layer, and subsequently in method step (10), the cover layer 10, for example, installed as an asphalt surface layer, and the road is so manufactured with the operations described above.

In comparison, Figure 9 shows a conventional construction and a construction of a conventional road.

It is first apparent from the figure that a conventional prior art road consists of a top layer and two underlying base layers, namely an upper bound support layer (OTS) and a lower unbound support layer (UTS), the lower support layer being the preferred is designed as an antifreeze layer.

The existing subsoil 1, which loses its bearing capacity under water and frost flow, must be removed in the conventional construction process and replaced by frost-free rock mixtures without fine fractions to be supplied. This already results in the much greater workload in the manufacture of a road substructure according to the prior art,

Furthermore, it can be seen from FIG. 9 that the existing subsurface is optionally repeatedly subjected to soil compaction, combined with the incorporation of geotextile and / or geogrid to increase the bearing capacity.

Process steps (1) to (11) show the production of the road structure according to FIG. 9 according to the prior art.

The greater expense compared to the method of Figure 8 is that an improvement of the substrate must take place with conventional stabilization methods (eg lime stabilization or cement stabilization that additional components (geotextile, geogrid) are required, but above all: that must be dredged up and transported away from the soil, which is susceptible to frost, and must therefore be replaced by costly, frost-proof rock mixtures which must be installed, leveled and compacted as the lower base course.

Finally, then in step (10) the installation of an upper bonded support layer 34, for example, as an asphalt base course, and in step (11) the installation of a cover layer 10, for example as an asphalt surface layer done.

The comparison of the method sequence according to FIG. 9 with the method sequence according to FIG. 8 shows the advantages of the present invention. The present invention dispenses with the multilayer structure of a substructure by delivered frost-resistant rock mixtures as a substitute for removing soil of the substrate, because with the multiple introduction of soil stabilizer in the existing substrate and by repeated mixing and subsequent compaction, a homogeneous stabilizing layer is produced and therefore to a multilayer structure according to Figure 9 (prior art) can be omitted.

drawing Legend

1 existing underground

2 layer depth 2 '

3 soil stabilizer BSM

4 arrow direction

5 stabilization layer

6 arrow direction

7 compactor

8 leveling layer

9 clay layer

10 cover layer, e.g. asphalt surface

11 lower unbound base course

12 stones

13 layer depth

14 rippers

15 arrow direction

16 rank layer

17 arrow direction

18 arrow direction 19 sieve

20 sieve passage

21 arrow direction

22 sieve passage 20 treated with soil stabilizer 3 23 construction layer

24 recycled material

25 substructure

26 underground

27 cover

28 underground

29 delivered soil

30 delivered soil mixed with BSM

31 Surface Planum of the existing substrate

32 surface cover layer

33 Surface of the base layer solidified with BSM

34 upper bound support layer, e.g. asphalt base

Claims

claims

1. A method for permanent soil consolidation of frost-prone fine and mixed-grained mineral soils as hochtragfähige and frost-proof

Foundations, supporting, bedding and filling layers in building construction, in road construction and road construction and in earthworks and civil engineering, wherein for the production of one or more durable, frost-resistant and hochtragfähigen

Construction layers (5, 8) of a substructure (1) a liquid

Soil stabilizer (3) is intensively mixed with at least layer of the substructure (1) and then compacted.

2. The method according to claim 1, characterized by the following steps:

(1) top soil removal (vegetation layer) if present

(2) Loosen, crush and mix underground

(3) Create a rough plan

(4) Apply mixture of water and soil stabilizer (3) and mix with soil

(5) Create fine planum

(6) Control of the water content required for compaction

(7) Compacting with heavy compactors 7

(8) Installation of a leveling layer

(9) Compacting with heavy compactors 7

(10) Installation of a cover layer 10

3. The method according to claim 2, characterized in that following the process step (4) the stabilization layer (5) thus prepared is mixed and then a second sub-mixing and impregnation of the stabilizing layer (5) with the soil stabilizing agent (3) takes place.

4. The method according to claim 3, characterized in that after the second introduction of the soil stabilizing agent (3) in the soil the so

stabilizing layer (5) is compacted, that subsequently an upper leveling layer (8) is applied and that subsequently a surface-side third impregnation of the stabilizing layer (5) with the soil stabilizing agent (3) takes place.

5. The method according to claim 4, characterized in that the last operation for the production of the subgrade compaction of

Leveling layer (8) takes place with the underlying multi-impregnated stabilizing layer (5).

6. The method according to any one of claims 1 to 5, characterized in that in the case that the soil to be consolidated has too little fines, as a first layer on the substructure (1) an application of a soil layer with a higher fines content, for. made of clay and / or silt and / or clay and / or clay looseness and / or filter ash.

7. Soil stabilizer for permanent soil consolidation of

frost-prone fine-grained and mixed-grained mineral soils as highly load-bearing and frost-resistant foundations, load-bearing, bedding and filling layers in the

Building construction, in road and road construction and in civil engineering, consisting of an aqueous mixture of different sulfonic acids, as

common feature of the functional group -SO3H linked to a water-repellent organic component R as shown R - SO3 - H.

8. soil stabilizer according to claim 7, characterized in that the soil stabilizing agent causes the on the surface of the

Soil particles of adhesively bonded hydrogen ions H +, (and thus the additional water attached to these ions via hydrogen bonds) are displaced by (+) - metal ions present in the water sheath, e.g. Na +; K +: Mg ++; Ca ++; AI +++.

9. soil stabilizer according to any one of claims 7 or 8, characterized in that with the soil stabilizing agent (3), a large part of the firmly bound Adhäsionswassers is displaced from the surface of the soil particles and is converted to free pore water.

10. soil stabilizer according to one of claims 7 to 9, characterized in that by the application of the soil stabilizer, bound to the soil particles (+) - metal ions can no longer add water of hydration by the acid-residual ions contained in the soil stabilizer connect with the metal ions so that a reduction of Adsorbtionswasserhülle takes place through an exchange mechanism.

11. Soil stabilizing agent according to one of claims 7 to 10, characterized in that in the soil stabilizing agent (3) contained and attached to the metal ions acid-residual ions (sulfate group) are linked to a hydrophobic organic moiety.