WO2003070657A1 - Gypse rouge dans des applications de genie civil - Google Patents

Gypse rouge dans des applications de genie civil Download PDF

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Publication number
WO2003070657A1
WO2003070657A1 PCT/EP2003/001173 EP0301173W WO03070657A1 WO 2003070657 A1 WO2003070657 A1 WO 2003070657A1 EP 0301173 W EP0301173 W EP 0301173W WO 03070657 A1 WO03070657 A1 WO 03070657A1
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WO
WIPO (PCT)
Prior art keywords
composition according
gypsum
mixture
red gypsum
soil
Prior art date
Application number
PCT/EP2003/001173
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English (en)
Inventor
Judith Frances Tooze
Brian Cameron Noble
Alfred Edward August
Original Assignee
Tioxide Group Services Limited
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Tioxide Group Services Limited filed Critical Tioxide Group Services Limited
Priority to EP20030704557 priority Critical patent/EP1474367A1/fr
Priority to AU2003206850A priority patent/AU2003206850A1/en
Publication of WO2003070657A1 publication Critical patent/WO2003070657A1/fr

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Classifications

    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/18—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing mixtures of the silica-lime type
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B18/00—Use of agglomerated or waste materials or refuse as fillers for mortars, concrete or artificial stone; Treatment of agglomerated or waste materials or refuse, specially adapted to enhance their filling properties in mortars, concrete or artificial stone
    • C04B18/04—Waste materials; Refuse
    • C04B18/0445—Synthetic gypsum, e.g. phosphogypsum
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B32/00—Artificial stone not provided for in other groups of this subclass
    • C—CHEMISTRY; METALLURGY
    • C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
    • C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
    • C09K17/00—Soil-conditioning materials or soil-stabilising materials
    • C09K17/02—Soil-conditioning materials or soil-stabilising materials containing inorganic compounds only
    • C09K17/06—Calcium compounds, e.g. lime
    • C—CHEMISTRY; METALLURGY
    • C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
    • C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
    • C09K17/00—Soil-conditioning materials or soil-stabilising materials
    • C09K17/02—Soil-conditioning materials or soil-stabilising materials containing inorganic compounds only
    • C09K17/08—Aluminium compounds, e.g. aluminium hydroxide
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
    • C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
    • C04B2111/00732—Uses not provided for elsewhere in C04B2111/00 for soil stabilisation
    • 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
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
    • Y02W30/00—Technologies for solid waste management
    • Y02W30/50—Reuse, recycling or recovery technologies
    • Y02W30/91—Use of waste materials as fillers for mortars or concrete

Definitions

  • the present invention relates to compositions useful in the construction industry, and particularly to the use of red gypsum as an additive to clays, soils, slurries, and the like to form compositions useful in civil engineering. More particularly it relates to combinations including red gypsum, aluminosilicar.es, and lime.
  • Red Gypsum Secondary gypsum, or "Red Gypsum” as it is sometimes called, is typically comprised predominantly of calcium sulfate in varying states of hydration, along with oxides of iron in an amount varying from about 3-35%, and various trace elements.
  • One method by which red gypsum is produced is as a by-product in the manufacture of titanium dioxide pigment via the well-known sulphate process, in which it is precipitated from acidic solution filtrates.
  • red gypsum is regarded by those skilled in the art as an industrial waste material which must be discarded, recycled, or otherwise disposed of.
  • Prior art methods of its disposal include burying the material in a landfill, or processing it in a refining operation to yield a purified gypsum product.
  • further processing is generally undesirable from an economic standpoint, since the costs of refining are scarcely offset by the inherent value of the final refined product.
  • red gypsum had an alternate use which did not require its further processing, such use would provide a vehicle for its disposal in a beneficial manner.
  • FIG. 1 is a plot of shear strength at various depths of OPC and a composition according to the invention
  • FIG. 2 is a plot of strength vs. time for various mixtures according to the present invention.
  • FIG. 3 is a plot of shear strength vs. pH of a mixture according to the present invention used in stabilizing soil;
  • FIG. 4 is a plot of shear strength vs. depth of a mixture according to the present invention used in stabilizing soil;
  • FIG. 5 is a plot of shear stress vs. strain at failure of a mixture according to the present invention.
  • FIG. 6 is a plot of shear strength vs. depth of a mixture according to the present invention.
  • FIG. 7 is a plot of shear strength vs. pH of a mixture according to the present invention
  • FIG. 8 is a plot of shear strength vs. strain at failure of a mixture according to the present invention
  • FIG. 9 is a plot of shear strength against depth of a mixture according to the invention.
  • FIG. 10 is a plot of shear strength vs. pH of a mixture according to the invention.
  • FIG. 11 is a plot of shear strength vs. strain at failure of a mixture according to the present invention.
  • FIG. 12 is a plot of shear strength against depth of a mixture according to the invention.
  • FIG. 13 is a plot of shear strength vs. pH of a mixture according to the invention.
  • FIG. 14 is a plot of shear strength vs. strain at failure of a mixture according to the present invention.
  • FIG. 15 is a plot of shear strength against depth of a mixture according to the invention.
  • FIG. 16 is a plot of shear strength vs. pH of a mixture according to the invention
  • FIG. 17 is a plot of shear strength vs. strain at failure of a mixture according to the present invention
  • FIG. 18 is a plot of shear strength against depth for all boreholes tested with mixtures according to the invention.
  • FIG. 19 is a plot of the average failure strains of mixtures used in various boreholes filled with mixtures according to the invention.
  • FIG. 20 is a comparative plot of shear strength results from SCPT tests and laboratory tests.
  • FIG. 21 is a plot of shear strength vs. pH of samples from various boreholes in which mixtures according to the invention were evaluated.
  • red gypsum suitable for use according to the present invention is as follows:
  • red gypsum products obtained as a by-product of titanium dioxide precipitation is suitable for use in a combination according to the invention.
  • Specification limits on red gypsum are: gypsum (CaSO_j..2H 0 60-90%), iron(Tf) and
  • red gypsum When red gypsum is produced, the iron is in the ferrous state, but rapidly oxidizes (on exposed surfaces) to ferric when the pH is >6. When mixed with slag and lime, it rapidly oxidizes to ferric and so in a final composition according to one preferred form of the invention, the iron is present as ferric oxide/hydroxides.
  • the iron particles are much smaller than the gypsum crystals, and tend to coat the gypsum crystals, which arrangement is suspected of being at least partially responsible for the unexpected behaviors we have observed.
  • the properties of red gypsum are compared to those of ordinary white gypsum in table 1 below:
  • red gypsum has considerable strength, stiffness, and low permeability so as to enable it to be used as a civil engineering material.
  • red gypsum to be useful when combined with other materials such as natural soils, clay minerals, and other materials such as ground granulated blast furnace slag (GGBS), BOS slag, or pulverized fuel ash (PFA or fly ash).
  • GGBS ground granulated blast furnace slag
  • BOS slag BOS slag
  • PFA or fly ash pulverized fuel ash
  • red gypsum reduces the plasticity of clay soils, and that addition of red gypsum to clay soils increases the plastic limit, improving "workability".
  • the addition of red gypsum to clay soils also reduces their swell potential and reduces frost susceptibility.
  • red gypsum we have found red gypsum to be a relatively impermeable material.
  • Red gypsum Permeability of London Clay and Glacial Till is significantly reduced on addition of red gypsum. Addition of red gypsum also reduces the permeability of PFA and GGBS to values similar to that of clay soils. The addition of red gypsum to PFA and GGBS provides a decrease in permeability and erodability of materials.
  • Red gypsum was used in a deep soil mixing trial to strengthen the natural soil to allow it to be used for foundations for a railway line.
  • the Trial Site was 2 valleys filled with weak peat and clay soils to a depth of 4-5m covering hard sand beds.
  • the preferred method of treatment was to strengthen the weak soil with cement piles along length of railway.
  • the cement was injected at 200kg/m 3 of soil, to form 4-5m deep piles.
  • a red gypsum/GGBS mix was used in place of cement.
  • 27 columns were installed on site to assess the strength gain of several mix ratios of GGBS/red gypsum. The strength of the columns was assessed after 7 and 56 days. Starting soil strength is 5-15 kPa, minimum requirement is lOOkPa. After 56 days the columns were to be re-tested, however all were found to be too hard to penetrate. Core samples were taken from selected columns and were tested for strength vs depth and mineralogy.
  • soil means any dirt composition, and includes without limitation kaolin, bentonite, mordenites, other clays, London Clay, Glacial Till, slurries, pulverized fuel ash, and ground granulated blast furnace slag.
  • Red gypsum may be present in a treated soil in accordance with the invention in any amount between about 2.00 % to 75.00 % by weight based upon the total weight of the final treated soil, including every hundredth percentage therebetween. While the actual most preferred amount of red gypsum to be added to a particular soil will depend upon the makeup of the particular soil to be treated and its intended use, in general, in most cases it is preferable to have red gypsum present in any amount between about 18.00 % to 65.00 % by weight based upon the total weight of the final treated soil, including every hundredth percentage therebetween.
  • the red gypsum so employed may contain calcium sulfate present as any of the various hydrated stages possible for calcium sulfate.
  • red gypsum in civil engineering applications: soil conditioning for temporary site works; reduction of swell potential of soil under pipes and footings; treatment of waste slurries to ease handling problems; treatment of waste slurries to permit their use as an engineered fill; treatment of a 'pumpable' fill for use in conjunction with geosynthetics and tunnel linings; modification of indigenous soils for use as landfill liners; modification of soils for use as structural fill; modification of soils for use as an impermeable barrier; soil stabilization for surface applications such as pavement subgrade improvement; soil stabilization utilising deep mixing techniques; and slope stabilization using 'piles' (augured holes filled with additive and capped).
  • Table II- strengths of various mixtures some according to the invention
  • Five rotary boreholes (“BH") were drilled from a platform layer 1.5 meters above the top of the columns to a depth of 7.5m (2m below column base). The cores were 1.5m long and had a diameter of 100mm. Once drilled, all samples were placed in sealed plastic tubing before being delivered to the testing facility. A list of the identification and composition of the samples taken is shown below.
  • Drilling records show that the percentage recovery was quite low for all boreholes, particularly below 3m. This can be attributed to sandy material being present at lower depths and the columns being 4m in length.
  • the three main testing methods used in this investigation were the quick undrained tri-axial compression test, pH test, and X-ray diffraction test.
  • the quick undrained triaxial compression test is fully described in the British Standard, BS 1377: Part 7: 1990.
  • the samples tested had dimensions of 100mm in diameter and 200mm in length. This size was chosen because the diameter of the cores was approximately 100mm. Reducing the diameter of the core could have caused damage to its structure thus influencing measured strengths and strains. Also using larger samples in more representative of the soil mass.
  • the sample is compressed at a constant rate (in this case 1.5mm/min) whilst under an all round confining pressure.
  • the confining pressure used in these tests was lOOkPa.
  • the sample suffers continuous deformation. Throughout the tests, until the sample fails, readings of stress and strain are made at regular intervals. If the sample continues to deform without failing, then the value of stress at 20% strain is recorded as the failure stress.
  • the stress at failure can be converted into a value peak undrained shear strength (C u ). This is measured in kilo Newtons per meter squared or kPa. All samples tested were then submitted to pH and x-ray diffraction testing.
  • the pH of the samples was determined by the method outlined in BS 1377 Part 3: 1990.
  • the method employed was the electrometric method, which gives a direct reading of the pH value of a soil suspension in water.
  • the equipment used was a Jenway pH meter (model 3150). Samples were prepared by drying material then mixing 30g with 75ml of distilled water and left to mix for at least 8 hours.
  • X-ray diffraction is a technique for the study of crystal structure.
  • the basic principal behind x-ray diffraction is that when a beam of X-rays meets a crystalline solid, the x-rays interact with the solid and the beams are scattered. From the pattern of scattering one can infer the pattern of distribution of electronic charge in the crystal and hence the nature of the crystal structure.
  • the essential feature of the diffraction of waves of any wavelength is that the distance between scattering centres be about the same as the wavelength of the waves being scattered.
  • the dimensions of x-rays and the spacing between atoms in crystals meet these conditions (Moore and Reynolds, 1997).
  • Figure 1 shows a graphical comparison of the shear strength of OPC and a mixture according to the invention and illustrates similar behaviour of these materials in the test.
  • Figure 2 is a plot of strength vs. time for various mixtures according to the present invention which shows that mixtures of the present invention eventually reach strengths very near those of ordinary cement, which makes them in many cases useful as a replacement for cement.
  • BH 83 Borehole (“BH") 83 was filled with Mix A, which is a mixture of 25% slag, 75% red gypsum at a concentration of 200kg/m 3 .
  • Figure 3 shows the Shear strength versus pH graph of BH 83.
  • Figure 4 is shown a graphical representation of shear strength versus depth of BH 83.
  • Figure 5 shows graphically the shear stress versus strain at failure for BH 83.
  • the shear strength against pH graph ( Figure 3) shows no distinct relationship between shear strength and pH. Tins is surprising as it is recognised that the acidity of the soil is important to bring alkali and silica into solution, which is necessary for cementitious reactions to take place.
  • the shear strength against depth graph ( Figure 4) shows an initial C u of 75 kPa dropping to 30 kPa at 2.1m, coincident with a weak zone in the peat layer encountered in borehole SA6453; this then increases to 225kPa at 4.4m.
  • the shear strength against strain at failure graph ( Figure 5) shows samples with higher strengths failed at lower strains. All failure strains fall with the range 2.5- 14%.
  • Borehole 79 was filled with Mix B, which is a mixture of 75% gypsum, 25% slag at 250kg/m 3 concentration.
  • Figure 6 shows the shear strength versus depth graph of BH 79.
  • Figure 7 is shown a graphical representation of shear strength versus pH of BH 79.
  • Figure 8 shows graphically the shear stress versus strain at failure for BH 79.
  • the shear strength against depth graph ( Figure 6) shows the shear strength at the top of the column is quite low, 23 kPa. It then ranges between 70 and 94 kPa from 1.0m to 4.2m.
  • FIG. 9 shows the shear strength versus depth graph of BH 75.
  • Figure 10 is shown a graphical representation of shear strength versus pH of BH 75.
  • Figure 11 shows graphically the shear stress versus strain at failure for BH 75.
  • Figure 9 shows the shear strength at lm is 175 kPa but the sample taken 1.4m exhibits a much lower shear strength of 30 kPa, which rose to 830kPa at a depth of 2.0m. Samples tested from depths 2.8 and 3.9m exhibit shear strengths of over 1060 kPa.
  • Borehole 71 was filled with Mix D, which is a mixture of 25% gypsum, 75% slag at 250kg/m 3 concentration.
  • Figure 12 shows the shear strength versus depth graph of BH 71 (note only the sample taken from 1.1m failed during test, the remaining 4 tests may be stronger than the graph suggests).
  • Figure 13 is shown a graphical representation of shear strength versus pH of BH 71.
  • Figure 14 shows graphically the shear stress versus strain at failure for BH 71. As can be seen on Figure 12 all but one of the samples tested from BH 71 was too strong for the testing equipment. The one sample that did fail had a shear strength of 1275kPa. The four samples that did not fail have shear strengths in excess of 1340kPa.
  • Figure 16 is shown a graphical representation of shear strength versus pH of BH 69.
  • Figure 17 shows graphically the shear stress versus strain at failure for BH 69 (the sample taken at 4.1m with a shear strength of 1343kPa did not fail, its shear strength and strain at failure may be higher than represented on the graph).
  • the 3 samples between 0.5m and 2.1m had shear strength between 400 and 830 kPa, the sample at 3.1m did not fail during the test and had a shear strength in excess of 1300 kPa (Figure 15).
  • the pH against depth graph shows there is a positive relationship between shear strength and pH. All pH values were between 11.1 and 12.1 ( Figure 16).
  • the samples that failed during the tests show that with increased shear strengths the strain at failure reduces.
  • the samples that did not fail were under 0.5% strain when the tests were terminated (Figure 17).
  • Figure 18 shows a combined graph of shear strength against depth, for all boreholes tested.
  • Figure 19 shows average failure strain for different boreholes tested.
  • Figure 19 shows that mix A and B had higher average strains at failure with averages of 10.6% and 7.4% respectively.
  • Mixes C and E averaged 5.8 and 4.0 % respectively.
  • the average failure strain for mix D was less than 1.0%, but it should be remembered that only one of these samples reached failure before the test was terminated, and these failure strains may be considerably higher.
  • Table II - VI below shows stress test results on samples having the indicated compositions using test method EN 197.
  • the samples in table II show the strength at various times of mixtures comprising 20% and 40 % by weight of red gypsum powder (obtained by drying and grinding red gypsum filter cake produced in titanium dioxide manufacture via the sulfate process) in admixture with ground granulated blastfurnace slag (GGBS).
  • the samples in table II also show the strengths at various times of mixtures comprising 20% and 30 % by weight of red gypsum filter cake in combination with GGBS as well.
  • the measured pH of the mixtures is shown, as well as the amount of water added in each case.
  • Table III show the measured strengths of materials having the indicated compositions and containing the indicated amounts of water. However, as contrasted to those samples set forth in table II, the samples in table III contained 1.0% lime by weight, to adjustthe H.
  • GGBS + lime alone does not reach the same strengths as RG:GGBS:lime.
  • some applications e.g. decorative block paving, do not require high strength and so higher ratios of red gypsum are beneficial, and especially when a red color is required, which is the majority of products in this type of market.
  • Optical and electron microscopy shows a general fusing together of the individual RG, GGBS grains over time which will be one of the main contributors to strength gain.

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  • Chemical & Material Sciences (AREA)
  • Engineering & Computer Science (AREA)
  • Ceramic Engineering (AREA)
  • Materials Engineering (AREA)
  • Organic Chemistry (AREA)
  • Structural Engineering (AREA)
  • Inorganic Chemistry (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Soil Sciences (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • Environmental & Geological Engineering (AREA)
  • Civil Engineering (AREA)
  • Soil Conditioners And Soil-Stabilizing Materials (AREA)
  • Curing Cements, Concrete, And Artificial Stone (AREA)

Abstract

La présente invention concerne de nouvelles utilisation du gypse rouge, un sous-produit de la production du dioxyde de titane qui contient entre 60 et 90 % de CaSO4.2H2O; 3 à 35 % d'oxydes/hydroxydes ferreux et ferriques représentés comme un groupe Fe(OH)3; 0,3 à 2 % de TiO2; 0,1 à 4 % de SiO2; 0,1 à 0,8 % de Na2O; 0,1 à 5 % de CaCO3; 0,1 à 0,4 % de MgO; 0,1 à 0,2 % de potassium, calculé sous la forme K2O; et 0,1 à 0,2 % de phosphoreux, calculé sous la forme P2O5. Nous avons trouvé que l'adjonction de gypse rouge aux sols rigidifie et renforce les sols. L'invention concerne dont des mélanges de sols stabilisés comprenant du gypse rouge. L'invention concerne également des compositions cimentaires intégrant du gypse rouge, une source de silicates d'alumines telles que l'argile, les cendres volantes, ou le laitier broyé, et de la chaux. Les compositions cimentaires de l'invention, qui ne sont sensiblement pas anhydres comme le Portland ordinaire, mais au contraire, contiennent des quantités notables d'eau, font étonnamment preuve de qualités rhéologiques comparables à celles du Portland. Il semble que des composants secondaires, présents de façon inhérente dans le gypse rouge, soient à l'origine des surprenantes qualités rhéologiques des ciments hydratés de l'invention.
PCT/EP2003/001173 2002-02-21 2003-02-06 Gypse rouge dans des applications de genie civil WO2003070657A1 (fr)

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EP20030704557 EP1474367A1 (fr) 2002-02-21 2003-02-06 Gypse rouge dans des applications de genie civil
AU2003206850A AU2003206850A1 (en) 2002-02-21 2003-02-06 Red gypsum in civil engineering applications

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US35866702P 2002-02-21 2002-02-21
US60/358,667 2002-02-21

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EP2192088A1 (fr) 2008-11-25 2010-06-02 Ferro Duo GmbH Procédé de fabrication d'hydroxydes de calcium
CN102887693A (zh) * 2012-09-25 2013-01-23 淄博市地矿技术服务中心 矿用充填固结粉及其用途
WO2013179065A1 (fr) 2012-06-01 2013-12-05 David Ball Group Plc Liants à base de ciment, activateurs et procédés de fabrication de béton
CN104291784A (zh) * 2014-06-06 2015-01-21 天津城建大学 一种垃圾焚烧飞灰无害化处理方法
EP2509925A4 (fr) * 2009-12-09 2016-06-15 Nat Titanium Dioxide Co Ltd Cristal Béton résistant à la pénétration des ions chlorure et articles formés à partir dudit béton
US10024016B2 (en) 2015-12-23 2018-07-17 King Fahd University Of Petroleum And Minerals Method for reducing swell potential of expansive clay mineral and expansive clayey soil with molecular level simulation

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CN111362601A (zh) * 2020-03-18 2020-07-03 贵州余庆泰龙建材有限公司 一种高掺量磷石膏水泥熟料胶凝材料及其应用

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EP1123901A1 (fr) * 2000-02-10 2001-08-16 Fernando H. Garcia Procédé de préparation de sulfate de calcium dihydraté partant d'une solution d'acide sulfurique

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US2316039A (en) * 1940-04-04 1943-04-06 Du Pont Cement composition
GB983204A (en) * 1962-05-26 1965-02-10 Bayer Ag A process for the neutralisation of calcium sulphate containing hydrofluoric acid and sulphuric acid
US4208393A (en) * 1977-09-16 1980-06-17 Tioxide Group Limited Purification process
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JPS6117452A (ja) * 1984-07-02 1986-01-25 日本磁力選鉱株式会社 製鋼スラグ、石炭灰の有効利用方法
DE3701717C1 (en) * 1987-01-22 1988-04-07 Readymix Zementwerke Binder and building material mixture produced therefrom
EP1123901A1 (fr) * 2000-02-10 2001-08-16 Fernando H. Garcia Procédé de préparation de sulfate de calcium dihydraté partant d'une solution d'acide sulfurique

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DATABASE WPI Section Ch Week 198610, Derwent World Patents Index; Class L02, AN 1986-065656, XP002239381 *

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EP2509925A4 (fr) * 2009-12-09 2016-06-15 Nat Titanium Dioxide Co Ltd Cristal Béton résistant à la pénétration des ions chlorure et articles formés à partir dudit béton
CN104640823A (zh) * 2012-06-01 2015-05-20 戴维鲍尔集团股份有限公司 胶结材、活化剂和制备混凝土的方法
WO2013178967A1 (fr) * 2012-06-01 2013-12-05 David Ball Group Plc Liants cimentaires, activateurs, et procédés pour la fabrication de béton
GB2504904A (en) * 2012-06-01 2014-02-12 David Ball Group Plc Cementitious binders, activators and methods for making concrete
US10696590B2 (en) 2012-06-01 2020-06-30 Db Group (Holdings) Ltd Activator composition and method for making concrete
GB2504904B (en) * 2012-06-01 2014-12-31 David Ball Group Plc Cementitious binders, activators and methods for making concrete
US10399897B2 (en) 2012-06-01 2019-09-03 David Ball Group Plc Cementitious binders, activators and methods for making concrete
WO2013179065A1 (fr) 2012-06-01 2013-12-05 David Ball Group Plc Liants à base de ciment, activateurs et procédés de fabrication de béton
CN102887693A (zh) * 2012-09-25 2013-01-23 淄博市地矿技术服务中心 矿用充填固结粉及其用途
CN102887693B (zh) * 2012-09-25 2014-06-25 淄博市地矿技术服务中心 矿用充填固结粉及其用途
CN104291784A (zh) * 2014-06-06 2015-01-21 天津城建大学 一种垃圾焚烧飞灰无害化处理方法
US10024016B2 (en) 2015-12-23 2018-07-17 King Fahd University Of Petroleum And Minerals Method for reducing swell potential of expansive clay mineral and expansive clayey soil with molecular level simulation
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