EP0045026B1 - Procédé de stabilisation du sol - Google Patents

Procédé de stabilisation du sol Download PDF

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Publication number
EP0045026B1
EP0045026B1 EP81105667A EP81105667A EP0045026B1 EP 0045026 B1 EP0045026 B1 EP 0045026B1 EP 81105667 A EP81105667 A EP 81105667A EP 81105667 A EP81105667 A EP 81105667A EP 0045026 B1 EP0045026 B1 EP 0045026B1
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EP
European Patent Office
Prior art keywords
cement
soil
concrete
fly ash
weight
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired
Application number
EP81105667A
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German (de)
English (en)
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EP0045026A1 (fr
Inventor
Friedrich Kadelka
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Becker Bau & Co KG GmbH
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Becker Bau & Co KG GmbH
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Priority to AT81105667T priority Critical patent/ATE11312T1/de
Publication of EP0045026A1 publication Critical patent/EP0045026A1/fr
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Expired legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C7/00—Coherent pavings made in situ
    • E01C7/08—Coherent pavings made in situ made of road-metal and binders
    • E01C7/30—Coherent pavings made in situ made of road-metal and binders of road-metal and other binders, e.g. synthetic material, i.e. resin
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C3/00—Foundations for pavings
    • E01C3/04—Foundations produced by soil stabilisation
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C3/00—Foundations for pavings
    • E01C3/06—Methods or arrangements for protecting foundations from destructive influences of moisture, frost or vibration
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
    • Y10S—TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10S106/00—Compositions: coating or plastic
    • Y10S106/01—Fly ash
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
    • Y10S—TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10S106/00—Compositions: coating or plastic
    • Y10S106/90—Soil stabilization

Definitions

  • the invention relates to a method for soil consolidation, in which the soil, overburden or a soil-overburden mixture to be consolidated, which contains moisture, is mixed with cement and then compacted.
  • additives are the additives known from concrete technology, such as calcium chloride, sodium hydroxide, calcium oxyhydrate, silicon fluoride, silicic acid-containing additives, such as sodium or potassium silicate (water glass) and others, such as those used in cementitious concrete in particular as a sealant. Although in practice all of these additives have become irrelevant in soil stabilization or are no longer relevant today, the present invention starts from this patent as prior art.
  • the substructure or substructure is usually fastened before the road surface (superstructure) or the ballast bed is applied in railway construction.
  • soil consolidation in which a wide variety of soils (loose masses), such as soils in accordance with DIN 18196, dusty mineral materials or mixtures thereof are mixed with water and cement, for example with soil milling machines or in mixing plants, and then mixed through Rolling action can be compressed, for example by means of rubber wheel rollers.
  • soil consolidation By hardening the cement contained in the ground stabilization compound, the individual grains of the ground stabilization compound are connected to form a solid cemented framework. While the cement stone practically completely envelops the grains in concrete, it only putties the grains at individual points during ground consolidation. This stems from the fact that in general much higher compressive strengths are aimed for and, accordingly, more cement is added than is required for soil consolidation, where, depending on the soil, 80 to 220 kg cement per m 3 (corresponding to 4 to 16% cement ) gets along.
  • dusty mineral materials which are referred to as overburden in the following and in the patent claims for brevity, are natural and artificial mineral materials such as fly ash, combustion residues, other dusty or fine sand residues from dry, wet and electro-dedusting plants, silt and clay-containing washing residues from gravel and quarry stone washing plants, waste material from grinding processes and other finely divided inorganic and organic residues of all types.
  • cement concrete cement concrete
  • compositions for cementing the ground with cement are therefore made according to other principles, namely those of soil mechanics. This is based on a system of solids and water and air as pores. Basically, the aim is to achieve the densest possible storage of the minerals. Accordingly, the essential parameters for the quality of soil consolidation with cement are the water content, the cement content and the degree of compaction.
  • any soil that occurs in nature can be used, which can be crushed to the required extent, contains no hardening substances and can be mixed with cement (hydrophobic or non-hydrophobic) and water as well as any suitable additives.
  • cement hydrophobic or non-hydrophobic
  • Water and cement do not behave in a water-cement ratio that is similar to that of concrete technology. Accordingly, there is no possibility of "reliably” calculating certain strength properties in soil consolidation with cement.
  • soil consolidation can also be carried out with the addition of overburden or, as already carried out on a trial basis, with the exclusive use of overburden how fly ash are done.
  • overburden how fly ash are done.
  • the water acts as a "lubricant". Accordingly, for each soil, spoil or soil / spoil mixture or for each soil-cement mixture, soil / spoil-cement mixture or spoil-cement mixture, there is a so-called “optimal water content” from the point of view of the above principles, which is determined in the so-called proctor test (see leaflet DIN 18127 for the proctor test, published by the Research Association for Roads).
  • the water demand in soil stabilization is based on the “optimal water content”, which - as described in the above-mentioned leaflet - can be determined according to the rules of soil mechanics.
  • the dry space density (Proctor density) corresponding to this optimal water content is generally also to be aimed for in the construction, provided that the result of the Proctor test is confirmed in the subsequent manufacture of test cylinders to determine the required or suitable cement content to achieve the necessary compressive strength.
  • test specimens formed in the Proctor test are examined for compressive strength on the 7th and / or 28th day after their manufacture (see TVV 74, Federal Minister of Transport, Dept. Road Construction).
  • the increase in strength is roughly linearly related to the increase in cement content. Interpolation is used to infer the associated cement requirement from the compressive strength achieved [cf. «Concrete» 19 (1969), pages 19 to 24].
  • the object of the invention is to propose a method for ground stabilization, in particular for road and railway construction, which can be carried out in a simpler manner and, if appropriate, using smaller amounts of cement and water than conventional ground stabilization with cement and, if appropriate, additives according to DE-C 895461 is.
  • the method according to the invention should lead to reduced formation of macro cracks, so that, for example, thinner bituminous or cement-bound road surfaces can be used in road construction.
  • the invention therefore relates to a method for soil consolidation, in which the moisture-containing soil, spoil or a soil-spoil mixture to be solidified is mixed with cement and a concrete admixture and then compacted, characterized in that the concrete admixture, calculated as dry matter, is characterized , Concrete plasticizer and / or concrete plasticizer in an amount of 2.5 to 5% and preferably 3 to 4.5%, based on the cement weight used.
  • a preferred embodiment of the invention relates to a method as indicated above, which is characterized in that a soil containing natural moisture is used and the moisture content of which is not increased.
  • additives such as concrete plasticizers, concrete flow agents, concrete accelerators, air-entraining agents, sealants, concrete retarders and injection aids as well as additives such as mineral substances, organic substances and colorants in the production of concrete.
  • additives such as concrete plasticizers, concrete flow agents, concrete accelerators, air-entraining agents, sealants, concrete retarders and injection aids
  • additives such as mineral substances, organic substances and colorants in the production of concrete.
  • some such additives are known in the context of DE-C 895461 mentioned above.
  • the additives known from this patent have not gained any practical importance for soil stabilization and the other additives or additives mentioned with the exception of the mineral substances (overburden) have so far not been used in soil stabilization.
  • the use of concrete plasticizers and / or concrete plasticizers leads to advantageous results in soil consolidation, in spite of the completely different situation compared to concrete production.
  • plasticizers were mainly developed in Germany and Switzerland a few decades ago. Your task is to convert a stiff fresh concrete into a plastic fresh concrete without adding more water. Before using plasticizers, it was common to use a larger amount of cement paste, i.e. with a higher cement additive combined with a higher water content to obtain a more plastic concrete. For some years now, there have also been concrete superplasticizers that are super plasticizers.
  • the excavated materials that can also be used in soil stabilization increase the apparent cohesion in the fresh base layer after today's compaction in the fresh state of soil consolidation after compaction has been achieved.
  • certain mineral fines are latent hydraulic, i.e. they participate to a certain extent in the hardening behavior as a result of the Portland cement clinker components, so that the cement can be reduced as a “crack-promoting” component of the system.
  • plasticizers and concrete plasticizers in cement concrete are based on DIN 1045.
  • cement grain aggregates form in numerous grain packing points.
  • the hydration of a larger cement package with gel formation and volume increase that is becoming increasingly dense is always slower, but always progressing. This is one of the reasons for the often criticized late strengths after longer periods.
  • the water content can be reduced to about 70 liters / m 3 and still be sufficient Compatible building material is obtained, although in the case of soil stabilization compounds, a much smaller amount of cement is available from the outset for a much larger surface (compared to concrete) and the low water content no longer guarantees the continuity of the liquid phase within the building material mixture.
  • the concrete plasticizers and concrete plasticizers suitable for soil consolidation can be used as dry matter, i.e. can be used in powder form.
  • liquid concrete plasticizers may be used in the production of flow concrete according to DIN 1045.
  • the liquefiers and flow agents can, however, also be used in liquid form, such quantities being used that the concentrations given above, based on dry matter, are observed. They can be sprayed or sprayed onto the formation in liquid form before the cement is added. filled into the mixer or in powder form together or separately by means of the scattering devices for cement, sprinkled onto the subgrade or added to the mixer or also intimately mixed with the cement before being applied to the ground to be solidified.
  • the possibility of saving water of around 50% has great economic and technical advantages.
  • the economic advantages are that most of the rough planes of roads and paths prepared for ground consolidation no longer require pre-wetting.
  • the provision of irrigation facilities can thus be omitted.
  • a major technical advantage is that due to the use of greatly reduced amounts of moisture, the shrinkage or cracking behavior is also greatly reduced. It is known from the relevant literature that the formation of cracks in soil consolidation layers is only influenced to a small extent by higher compressive strength. To a much greater extent, the cracks arise due to the shrinkage behavior due to the capillarity of fine-grained masses. In the soil stabilization according to the invention, the shrinkage crack formation is greatly reduced to a micro-crack formation or does not occur at all, since it is possible to reduce the water saturation value that is normally required technically.
  • fly ash in particular is likely to be of great importance in the future, since it is produced in large quantities and has so far only been used to a reasonable extent.
  • the investigations carried out within the scope of the invention have shown that the possible uses of fly ash in soil stabilization strongly depend on its properties.
  • the size of the loss on ignition has proven to be a suitable assessment criterion in previous experiments.
  • fly ash with the lowest loss on ignition (fly ash 1 with loss on ignition of not more than 5% by weight), which can be used alone or in any ratio mixed with soils, is most suitable for the method according to the invention. Suitable amounts of fly ash in mixtures with soils are 30 to 70% and in particular about 50%. Fly ash with higher loss on ignition (fly ash 2 with loss on ignition between 5 and 8% by weight) should only be used in ground stabilization in exceptional cases. Usually, however, such fly ash can be added to the soil to be consolidated in amounts of up to 60% and preferably 40 to 50%. Even fly ash with a high loss on ignition (fly ash 3 with a loss on ignition of more than 10% by weight, e.g.
  • the liquefiers used were lignin sulfonates.
  • the manufacturer's dosage recommendation (intended for concrete) was exceeded ten times. As can be seen from the Proctor curves shown in FIG. 1, a clear increase in dry density was observed.
  • Vetener B consisted of a combination of lignin sulfonates and melamine formaldehyde condensates.
  • the condenser C consisted of a combination of lignin sulfonates and naphthalene sulfonate formaldehyde condensates.
  • the two plasticizers were used in an amount of 2.5 and 5%, based on the amount of cement.
  • the Proctor dry densities obtained are shown in FIGS. 2 and 3.
  • Example 2 The experiment according to Example 2 was repeated using a commercially available sulfonated naphthalene formaldehyde condensate in the form of the sodium salt (liquefier A).
  • the plasticizer was used in an amount of 1.5, 2.5 and 5.0%, based on the cement.
  • the Proctor curves obtained are shown in FIG. 4.
  • test specimens each contained 2.5% of liquefier A, B or C based on cement.
  • the height of the Proctor test cylinders was 12 cm.
  • the permissible length change should be a maximum of 1% o after the 12th freeze-thaw change. 1% o of 12cm is 0.12mm.
  • Experiment B The Proctor curves for compositions of 100 parts by weight of sand, 2 parts by weight of cement and 4 parts by weight of fly ash were determined. Tests were carried out in each case without the addition of a plasticizer and with a plasticizer (3% based on the cement). The maximum dry densities obtained are shown in the table below.
  • Trial C Trial B was repeated with the difference that 4 parts by weight of cement were used. The maximum dry densities obtained are also shown in the table below.
  • Experiment D Experiment C was repeated with the difference that the proportion of fly ash was increased to 15 parts by weight. The result These are also shown in the table below.
  • Test E Test D was repeated with the difference that the proportion of fly ash was increased to 30 parts by weight. The results are also in the table below
  • the mixtures with fly ash 1 have the highest dry space densities when using the powdered liquefier. Without the use of powder plasticizers, the densities are clearly lower.
  • the mixtures with fly ash 2 show essentially the same dry density differences, but the dry densities generally move somewhat below the dry densities of the mixtures with fly ash 1.
  • the fly ash 3 behaves in a greatly changed manner compared to the two fly ash mentioned above, in that the dry densities of the mixtures with one economically interesting fly ash content of more than 15 parts by weight will drop sharply. Lower dry densities are associated with a high proportion of pores and generally also with weaker strength properties. Proctor tests carried out with the use of steel plates showed that the grain crushing was greatest at fly ash 3. It was found that in general the grain breakdown seems to decrease as the dry density decreases while the proportion of fly ash increases.
  • fly ash with a combustible residue (loss of ignition) of approx. 3% has good properties even in a higher proportion of the mixture, fly ash with loss of ignition up to approx. 8% has somewhat less favorable properties and Fly ash with loss on ignition over 10% and more have unfavorable properties on the development of dry density.
  • Proctor test cylinders to determine the compressive strength after 7 and 28 days were manufactured with a few basic formulations.
  • the sand content was 100 parts by weight and the water content was 4.5 parts by weight.
  • the amount of powder plasticizer was a constant 3%, based on the cement content.
  • Experiment F Experiment E was repeated with the difference that the proportion of fly ash was increased to 50 parts by weight. The results are also shown in the table below.
  • fly ash 1 requires a mixture proportion of 30 parts by weight to 100 parts by weight of sand when using a powder liquefier only 3 parts by weight of cement, ie less than about 50% of the proportion of cement customary in the prior art.
  • fly ash 1 is used only in a proportion of 4 parts by weight per 100 parts by weight of sand, the cement requirement only increases to 3.5 to 3.7 parts by weight.
  • fly ash 2 Mixtures with 4 parts by weight of fly ash 2 only slightly increase the cement requirement to 3.8 to 3.9 parts by weight. Even the worst-quality fly ash, namely fly ash 3, can still be used in a proportion of 15 parts by weight, the cement requirement increasing to about 4.5 parts by weight. In contrast, mixtures with proportions of 30 parts by weight of fly ash 3 behave unfavorably, since they show inadequate strength properties.
  • the basic recipe consisted of 100 parts by weight of sand and 15 parts by weight of limestone powder.
  • the powder plasticizer proportion was constant 3%, based on the cement.
  • there was a significantly lower cement requirement namely with a water content of approximately 50% of the optimal water content. This enormous water saving must always be taken into account when assessing all reported results.
  • test specimens from the compositions according to Examples 7 and 8 were examined using the freeze-thaw cycle. Only the sand-fly ash mixtures, whose proctor cylinders had compressive strengths of less than 2.0 to 2.5 N / mm 2 after 7 days, show changes in length exceeding 1%. All other compositions, including those with the highest admixtures of stone powder, resulted in changes in length within the permissible range.
  • test specimens were then examined for their compressive strength. It was found that no test specimen showed a drop in compressive strength, which would indicate that a strength-damaging influence had occurred due to frost. Rather, the test specimens tested according to the influence of frost showed differently higher compressive strength results compared to the normal 28-day compressive strength results. This proves that increasing the fine particles ⁇ 0.06mm in soil stabilization compounds does not have a frost-damaging effect on the soil stabilization component.
  • fly ash was subjected to proctor examinations without the addition of sand alone. Experiments were carried out with and without the addition of plasticizer powder. While fly ash 3 gave practically unusable results when using 6 or 10 parts by weight of cement per 100 parts by weight of fly ash with and without a plasticizer, the addition of plasticizer powder in fly ash 2 led to a significant increase in dry density and compressive strength. The dry densities of fly ash 1 were even higher than for fly ash 2. Here too, the addition of liquefiers led to a sharp increase in the compressive strengths.
  • hydrophobized cement pectacrete cement, see DE-PS 1 300 856, 1 303 934, 1642380 and 1 646502
  • pectacrete cement see DE-PS 1 300 856, 1 303 934, 1642380 and 1 646502
  • sulfonated naphthalene formaldehyde condensate was used as the powdery plasticizer.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Curing Cements, Concrete, And Artificial Stone (AREA)
  • Processing Of Solid Wastes (AREA)
  • Stereophonic System (AREA)
  • Oscillators With Electromechanical Resonators (AREA)
  • Tires In General (AREA)
  • Soil Conditioners And Soil-Stabilizing Materials (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
  • Soil Working Implements (AREA)
  • Steroid Compounds (AREA)
  • Road Signs Or Road Markings (AREA)
  • Developing Agents For Electrophotography (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Claims (4)

1. Procédé pour la stabilisation d'un sol, dans lequel on mélange au sol à stabiliser, possédant une certaine humidité, à du déblai ou à un mélange de sol et de déblai du ciment et un additif pour le béton, puis on compacte, caractérisé en ce que l'on emploie comme additif pour le béton entre 2,5 et 5% et de préférence entre 3 et 4,5% par rapport au poids du ciment, calculés sur la matière sèche, de plastifiants et(ou) de fluidifiants du béton.
2. Procédé suivant la revendication 1, caractérisé en ce que l'on emploie un sol possédant une humidité naturelle et sans accroître sa teneur en humidité.
3. Procédé suivant la revendication 1 ou la revendication 2, caractérisé en ce que l'on emploie comme plastifiant ou fluidifiant du béton des lignine-sulfonates, des produits de condensation mélamine-formaldéhyde sulfonés, un produit de condensation naphtalène-formaldéhyde sulfoné, des silicones fluidifiantes, des produits de condensation phénol-formaldéhyde sulfonés, des acides carboxyliques et(ou) oxycarboxyliques ou des sels ou dérivés de ces composés, des détergents ou des mélanges de deux ou de plus de deux des substances ci-dessus.
4. Procédé suivant l'une des revendications 1 à 3, caractérisé en ce que la quantité de ciment à utiliser est de % inférieure à celle nécessaire pour l'obtention de la même résistance à l'écrasement avec un mélange pour la stabilisation du sol ne contenant pas de plastifiants et(ou) de fluidifiants du béton.
EP81105667A 1980-07-29 1981-07-20 Procédé de stabilisation du sol Expired EP0045026B1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT81105667T ATE11312T1 (de) 1980-07-29 1981-07-20 Verfahren zur bodenverfestigung.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE3028670 1980-07-29
DE3028670 1980-07-29

Publications (2)

Publication Number Publication Date
EP0045026A1 EP0045026A1 (fr) 1982-02-03
EP0045026B1 true EP0045026B1 (fr) 1985-01-16

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EP81105667A Expired EP0045026B1 (fr) 1980-07-29 1981-07-20 Procédé de stabilisation du sol

Country Status (11)

Country Link
US (1) US4436556A (fr)
EP (1) EP0045026B1 (fr)
JP (1) JPS5755987A (fr)
AT (1) ATE11312T1 (fr)
CA (1) CA1175646A (fr)
DE (1) DE3168301D1 (fr)
DK (1) DK337381A (fr)
FI (1) FI69172C (fr)
IE (1) IE51969B1 (fr)
NO (1) NO156758C (fr)
ZA (1) ZA815232B (fr)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP3366843A1 (fr) * 2017-02-27 2018-08-29 Lehner, Markus Walter Stabilisation des sols modifiée par polymères
DE102017104084A1 (de) 2017-02-27 2018-08-30 Markus Walter Lehner Polymermodifizierte Bodenstabilisierung

Also Published As

Publication number Publication date
ZA815232B (en) 1982-08-25
NO156758B (no) 1987-08-10
FI69172B (fi) 1985-08-30
ATE11312T1 (de) 1985-02-15
FI812355L (fi) 1982-01-30
FI69172C (fi) 1985-12-10
NO156758C (no) 1987-11-18
NO812582L (no) 1982-02-01
US4436556A (en) 1984-03-13
IE51969B1 (en) 1987-05-13
EP0045026A1 (fr) 1982-02-03
DK337381A (da) 1982-01-30
CA1175646A (fr) 1984-10-09
JPS5755987A (en) 1982-04-03
DE3168301D1 (en) 1985-02-28
IE811731L (en) 1982-01-29

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