CN111285651A - Preparation method of digital aluminate concrete and mixing proportion of digital aluminate concrete - Google Patents

Abstract

The invention is based on a digital concrete model, and further discovers the concrete strength increasing rule, so that the aluminate concrete preparation method is directly changed from an empirical method to a digital preparation method. According to the King and Song's sieve, the proportion among sieve pores accords with the filling rule among aggregates; the concrete or asphalt mixture prepared by screening the aggregate has higher density, lower void ratio, higher strength and longer durability. The invention makes the refractory concrete mixture have the set workability and the construction is easier; the strength, refractoriness and volume fixity at each temperature after molding are controllable and adjustable before construction, and the thermal shock stability, refractoriness under load, high temperature erosion resistance and high temperature erosion resistance are further improved; the applicable refractory temperature is improved. The present invention makes it possible to prepare aluminate concrete with high fire resistance, high thermal shock stability and high refractoriness under load with low and medium alumina cement, and has expanded application range and lowered cost.

Description

Preparation method of digital aluminate concrete and mixing proportion of digital aluminate concrete

Technical Field

The invention relates to a preparation method of unshaped refractory material widely used in high-temperature furnaces and kilns of metallurgy, electric power, chemical engineering, building materials, petroleum, nuclear reactors and the like, aluminate concrete used in areas rich in sulfate, namely digital aluminate concrete, and the mixing proportion of the digital concrete prepared by the method.

Background

The method for preparing the refractory concrete before the invention is an empirical method. The empirical method comprises the following steps: coarse aggregate, fine aggregate, ultrafine powder (binder and ground material of equivalent fineness to the binder, e.g. AI)₂O₃Powder (30 +/-6) to (40 +/-5) to (30 +/-5), water and additive.

Problem is to propose

1, in the refractory concrete, the liquid material and the additive which are part of the volume of the concrete are externally mixed in the design and preparation process, and the corundum refractory aggregate concrete is widely applied to the external mixingThe water amount is 9-12 percent and reaches 270-360 kg/m³How does the admixture water, concrete mix volume calculate? The waste of aluminate concrete and refractory material is inevitable.

2, as an empirical mixture ratio, the mixing ratio of the refractory concrete is basically as follows: coarse aggregate, fine aggregate, powder (binder and finely ground material of equivalent or finer fineness than the binder, e.g. powdery AI)₂O₃) 3: 4: 3, or: the ratio of aggregate to powder is 3: 1. As the apparent density of the refractory concrete aggregate is higher, for example, the apparent density of mullite is 3200kg/m³Apparent density of corundum 4000kg/m³Titanium oxide apparent density 5000kg/m³The dry material volume weight of the refractory concrete reaches 3200kg/m³Above, the powder consumption reaches 650-1300kg/m³(higher refractory mortar usage). Excessive powder consumption cannot reduce the water consumption in the mixture, so that the porosity of the concrete is too high (the high-temperature dominant porosity reaches about 20 percent), the content of calcium oxide is also high, the initial and high-temperature strength is further reduced, and the refractoriness is reduced. Meanwhile, a large amount of energy is wasted, and the service life of the unshaped refractory material is shortened.

3, as a silicate concrete preparation method, the empirical method preparation, the assumed volume-weighted method preparation, the absolute volume method preparation and the Wang's preparation method are carried out (see the modern concrete preparation method and the mix proportion thereof in the patent ZL200710111796.8 of the Wang Yi sea of the national intellectual property office of China) and are gradually converted into the digital concrete preparation method. The formulation of refractory concrete, which has been commercialized for 100 years since 1913 for aluminate cement, remains in the empirical formulation method even if the absolute volume method by volume weight method is not used, which is very disproportionate to the consumption of indefinite refractory material in thousands of tons every year in the world.

Disclosure of Invention

The purpose and the function of the invention are as follows: the digitalized concrete is based on modern concrete, and a completely digitalized concrete model, namely a Wang's concrete model, is established by further discovering the filling and flowing rules among concrete aggregates, the interaction rules among the aggregates and Cement and the recognization of the forming rule and the strength increasing rule of concrete strength; the digital concrete compounding method is a universal digital compounding method which is based on a digital concrete model and is further developed on the modern concrete compounding method and is suitable for all cementing types (organic glue materials such as asphalt and polymer resins, and inorganic glue materials such as portland cement and aluminate cement), all hardening forms (hydraulic, air-hardening and thermal sensitivity) glue materials, all initial states (dry, hard, plastic and fluid) of concrete, all volume weights, all strength grades, all structure types (porous framework compact structure, framework compact structure and suspension compact structure), all use functions of marine engineering, hydraulic engineering, industrial and civil buildings, highway structures, airport pavement, cement roads, military facilities and the like. The method can be suitable for preparing aluminate refractory concrete, silicate cement concrete, road base (airport pavement base), asphalt mixture and even resin concrete.

The digital concrete model is suitable for all kinds of concrete, including hydraulic concrete: aluminate cement concrete (refractory concrete), portland cement concrete (including road cement stabilized base layer, airport pavement cement stabilized base layer), resin concrete and heat sensitive asphalt road concrete. The model overcomes all the defects of all the preparation methods before the invention, and is suitable for designing and manufacturing concrete with various strength grades, volume weights and initial states. Under the condition of not changing the existing construction process, the gaps of the same communicated space formed by the same arrangement order are respectively filled by two raw materials with different particle sizes according to different quantity proportions through the concrete mixture composition materials which are mainly carefully balanced with concrete aggregate (aggregate weight and particle size proportion) and the mixture composition material proportion optimization which comprises the material weight proportion and the material particle size proportion optimization, so that the digital concrete with predictable performance is achieved.

The digital concrete mixing proportion is a set of digital concrete mixing proportion obtained by utilizing a digital universal concrete model created by the inventor, namely the Wang's concrete model. The theoretical compressive strength of the aluminate portland cement concrete prepared by using the digital concrete model can reach 3.9 times of that of cement mortar. At a (theoretical) void fraction of 0, the maximum theoretical useful life may be infinitely long. The model can obviously reduce the porosity of cement concrete (mainly by rolling and sliding among aggregates to improve the construction performance of the concrete, reduce the water consumption by filling multi-stage aggregates, particularly applying grinding powder, and further reduce the porosity of the concrete), improve the easy constructability of concrete mixtures such as easy pouring, easy vibration, no segregation and the like, improve the volume weight of the concrete, improve the compressive and flexural strength, and can predict the durability and anti-corrosion capability of the porosity of strength in the stages of concrete design and preparation, enlarge the application range of the concrete and prolong the service life of the concrete. When the using environment is the same, the concrete prepared by the invention has the advantages of super-long durability and obviously prolonged service life. The asphalt mixture prepared by the digital concrete model has the advantages of high density, compactness, water resistance, certain friction coefficient and surface structure depth, high stability at high temperature, low-temperature crack resistance, unconfined compressive strength, high fatigue resistance and strong track resistance. The roughness of the surface of the prepared asphalt mixture can be randomly controlled, and the porosity is known, controllable and adjustable; the service life is long, and the service life is long; at a proper temperature, the asphalt mixture prepared by the invention is more convenient to construct, saves cost, is simple and practical, and has high economical efficiency and applicability.

The invention makes the preparation of the refractory concrete, which is a digital concrete preparation method from an empirical preparation method, and makes the preparation of the refractory concrete, which is a computational science from experimental science. The initial state and the construction performance of the refractory concrete mixture, the macroscopic microstructure form after condensation, the standard curing strength and the use efficiency, namely the strength under various conditions, the void ratio at various temperatures and the strength attenuation can be known and controlled during the design and preparation, and the method is a great progress of the refractory concrete preparation method. The invention obviously reduces the using amount of the refractory cement, obviously reduces the porosity of the refractory concrete (mainly improves the construction performance of the concrete by rolling and sliding among aggregates, reduces the water consumption by filling multi-stage aggregates, further reduces the porosity including the dominant porosity after drying), improves the compression and breaking strength (including the drying strength) of the refractory concrete, improves the refractoriness of the concrete (carefully balancing the refractoriness from 1580 ℃ to 1780 ℃ or the refractoriness from 1700 ℃ to 1800 ℃ and 1900 ℃, which is the same as the melting point of pure refractory cement, on the premise that the refractoriness of the aggregates is enough), improves the softening load temperature of 50-200 ℃ (the refractoriness is also greatly related to the aggregates which need to be carefully balanced), improves the thermal shock stability of the refractory concrete, and further expands the application range of the unshaped refractory concrete, the service life of the refractory concrete is prolonged. The refractory concrete prepared by the same refractory material has the same service environment, and the aluminate concrete prepared by the invention has super-long durability and obviously prolonged service life. The invention makes the aluminate concrete preparation, which is a preliminary step from empirical method preparation to digital concrete preparation, and makes the strength and gaps (including dominant gaps) of the aluminate concrete controllable before construction, thus being a revolutionary progress of the aluminate concrete preparation method.

The preparation of the digital (Portland cement) concrete, the preparation of the digital asphalt mixture and the preparation of the digital (aluminate cement) refractory concrete are inventions under the overall concept idea, are causticity and are demonstrated mutually. The invention belongs to different industries and is divided into three invention applications.

The noun explains: the concrete of the invention refers to aluminate concrete prepared by aluminate cement except for special indication. Aluminate concretes are called amorphous refractory materials when they are used in industrial kilns for metallurgy, petroleum, chemical engineering, building materials, machinery and the like. The digital concrete model is suitable for preparing refractory concrete of all refractory types and refractory grades and aluminate concrete of various strength grades.

The inventors have grouped refractory concrete and heat-resistant concrete into one broad category. The refractory concrete is mainly used in industrial kilns of metallurgy, petroleum, chemical industry, building materials, machinery and the like, and the service temperature is more than 1000 ℃. The heat-resistant concrete with the use temperature lower than 1000 ℃ is mainly used for structures such as foundations, chimneys, flues and the like of thermal equipment. Silicate cement heat-resistant concrete without limestone and quartz stone

Aggregate: in concrete, the material which plays a role in framework support and force transmission is the aggregate. In the present invention, the aggregate particle size is also called a particle diameter or a particle diameter. When several or more different particle size aggregates are mixed together, the mixed aggregate can be considered to be one particle size aggregate. The aggregate in the refractory concrete has a cross-sectional dimension of several mm to several μm. According to the customary classification method in concrete science, aggregates with a cross-sectional dimension of greater than 5mm are called coarse aggregates, and aggregates with a cross-sectional dimension of less than 5mm are called fine aggregates. Aggregates with a cross-sectional dimension of less than 75 μm are called fines. The inventor thinks that: in addition to coarse and fine aggregates, there are also microaggregates, i.e. aggregates with a particle size of less than 75 μm, which the inventors refer to as microaggregates, abbreviated to powders, and their dimensional characteristics are generally characterized by specific surface area. In the present invention, aggregate is equivalent to aggregate. Aggregate, aggregate are different names for a class of raw materials. The inventor believes that, compared with the concrete science, JTG F40-2004 technical Specification for construction of asphalt road pavement for roads classifies aggregates into 16 grades according to the sizes of the aggregates, and the classification is more scientific and stricter.

The common refractory material is a conventional product used for linings of metallurgical furnaces, cement kilns, glass kilns and other thermal engineering kilns, and is mostly processed from natural raw materials. Common refractory materials are classified by chemical properties into acidic, neutral and basic. The special refractory material is a novel inorganic non-metallic material developed on the basis of traditional ceramics and common refractory materials. The special refractory material has high purity, is mostly oxide, compound and high-temperature composite material, and is used for special parts of high-temperature equipment such as special kilns, smelting blast furnaces and the like. The special oxide refractory product comprises alumina, lanthanum oxide, beryllium oxide, calcium oxide, zirconium oxide, uranium oxide, magnesium oxide, cerium oxide, thorium oxide and the like, and the melting point is 2050-3050 ℃. The special compound refractory products include carbides (silicon carbide, titanium carbide, tantalum carbide, etc.), nitrides (boron nitride, silicon nitride, etc.), borides (zirconium boride, titanium boride, hafnium boride, etc.), silicides (molybdenum disilicide, etc.) and sulfides (thorium sulfide, cerium sulfide, etc.). They have a melting point of 2000 to 3887 ℃, the most refractory of which is carbide. The special high-temperature composite refractory product mainly comprises metal ceramics, a high-temperature inorganic coating, fiber reinforced ceramics and the like.

The inventors believe that the most important properties of aggregate, in addition to its strength properties, include particle composition properties (roundness or needle-like shape of aggregate), particle size (whether the aggregate is sufficiently articulated with Cement), surface shape and surface characteristics (affecting the adhesion and articulation of the aggregate with Cement), apparent density, harmful impurities (especially carbon and light substances), internal cracks, stability, and these aggregate properties affect the water and oil requirements of concrete at a particular consistency and ultimately the strength and service life of (refractory, asphalt, portland Cement). Particularly, the surface characteristics and the surface shape of the fine aggregate and the harmful impurities in the fine aggregate determine the void ratio of the aggregate under a specific arrangement order, and the fine aggregate has great influence on water demand (oil consumption of asphalt mixture) and constructability, thereby influencing the service performance and safe service life of the concrete after construction.

And (c) comment: the term "cement" is used to replace cement, cement or binder, because in English it has the meaning of tie, adhesive, binder, paste, hinge, and bond. It may be organic (asphalt, resins) or inorganic (aluminate cement, water glass, silicate cement). Can be air-hardening (water glass, resin), hydraulic (such as aluminate cement) and heat-sensitive (such as road asphalt) cementing material. In the hydraulic binder, cement and water are included; in the temperature sensitive binder, the term "cement" refers to Asphalt, which is a modified product of road petroleum Asphalt, natural Asphalt, coal Asphalt, liquid Asphalt, emulsified Asphalt or petroleum Asphalt of different types corresponding to different temperature regions. In the context of Chinese, cement or asphalt has no hinge, bonding and cementation meanings in the context of English, and the meaning expressed by the original vocabulary is more accurate.

For aluminate cement concrete and silicate concrete, the term means that water is added to cement with various strength grades, and the proportional relation between the water and the cement is called as the water-cement ratio; for asphalt mixtures, the term "cement" refers to road petroleum asphalt, emulsified asphalt, foamed asphalt with low wax content.

The cementing material used for the refractory concrete comprises aluminate cement and phosphoaluminate cement, and silicate cement (containing limestone, quartz stone and the like which are easy to decompose, expand and soften at high temperature) without limestone and quartz stone, and can be used for preparing the heat-resistant concrete.

Equivalent weight: the different apparent density materials are converted by the proportion of the apparent volume, namely the weight of the medium. Apparent density 2g/cm³The relative apparent density of the fly ash to the apparent density is 3.2g/cm³Portland cement, 2000kg fly ash relative to Portland cement equivalent weight is 3200 kg.

Equivalent water-to-gel ratio: i.e. the mass ratio of water to the powder corresponding to a certain apparent density cement volume. The powder material including cement can be converted into the mass of the cement with the same volume and the maximum apparent density according to the apparent volume as a medium, and the mass ratio of water to the converted mass.

Cement mortar strength: portland cement is ISO 6792009 strength. The strength of the aluminate cement is the standard strength of the EU standard EN196 test, and the standard sand is changed into the standard aluminum. The aluminate cement mortar has the following mixture ratio: standard aluminum to cement to water ratio of 4 to 1 to 0.5. The European Union Standard EN196 tests the standard strength to be substantially equivalent to the strength of Portland cement to ISO 6792009.

The concrete mixing proportion is as follows: unit volume (1 m)³And including a portion of the gas volume) in the concrete, the particle size constituent materials of each stage are in a volume proportion including the center or a weight proportion relationship.

The digital refractory concrete is prepared by a digital concrete model, is high in strength, high in refractoriness, high in thermal shock stability and high in volume fixity, and the concrete mixture is high in workability, high in applicability, high in economy and reasonable in material proportion, and comprises the hydraulic unshaped high-technology concrete which is prepared by taking aluminate cement or silicate cement as a cementing material and greatly develops the potential capability of the refractory concrete, wherein the material proportion of the concrete mixture is reasonable in volume proportion and reasonable in particle size proportion. The reasonable material proportion greatly explores the potential capability of the refractory concrete, including strength capability and refractory capability, low price, environmental protection, controllability and easy use, which is the most important characteristic of the digital refractory concrete.

The digitalized refractory concrete is an unshaped refractory material which is prepared from refractory aggregates (including coarse aggregates, fine aggregates and superfine aggregates), aluminate cement, a high-efficiency water-reducing additive and water and is directly used without calcination, and is also called a refractory pouring material. The method comprises the following steps according to plasticity: pouring (building) material, plastic material, ramming material and gunning material. The method comprises the following steps of: a, refractory concrete: the aggregate is made of high-alumina, clayey, siliceous, alkaline material (magnesia, chromite, dolomite, etc.) or special material (carbon, silicon carbide, zirconite, etc.), and can also be made of combination of several refractory aggregates. B, heat-resistant concrete and heat-insulating concrete: mainly prepared from refractory light aggregate. The light aggregate includes expanded perlite, vermiculite, ceramsite, porous clay clinker, hollow alumina ball, etc., and several kinds of refractory light aggregate may be combined or combined together with refractory aggregate.

The aggregate used for the refractory concrete is divided into the following components according to chemical properties: the high-melting-point aluminum oxide alloy is prepared from aluminum oxide, lanthanum oxide, beryllium oxide, calcium oxide, zirconium oxide, uranium oxide, magnesium oxide, cerium oxide, thorium oxide and the like, and the melting point is 2050-3050 ℃. The special compounds comprise carbides (silicon carbide, titanium carbide, tantalum carbide and the like), nitrides (boron nitride, silicon nitride and the like), borides (zirconium boride, titanium boride, hafnium boride and the like), silicides (molybdenum disilicide and the like) and sulfides (thorium sulfide, cerium sulfide and the like), the melting point is 2000-3887 ℃, and the most refractory carbides are selected.

Slump, slump spread: this is the introduction of the silicate concrete concept. The slump cone is filled with premixed concrete in three layers, 25 inserting and tamping are carried out on each layer, the slump cone is smeared and then quickly lifted, and the tolerance between the highest point of the concrete and the slump cone after the slump cone is the concrete slump; the average value of the sizes of the two flows in the vertical direction expanded in the horizontal direction is the slump expansion degree; the slump and the slump spread were both accurate to 5 mm. Is an important index for characterizing the plastic concrete.

The aluminate refractory concrete construction comprises the processes of formwork erection, premixing, pouring, maintenance, baking (drying) and the like.

Except for special description, the concrete of the invention refers to aluminate concrete. The aluminate concrete raw materials are qualified raw materials meeting the specification requirements.

Overview of digitized concrete model

The digital concrete model is a digital concrete model established on the basis of a digital concrete filling rule, a maximum stacking density principle, a multi-level aggregate filling theory, namely a pocket theory, a Wang's rheology, a concrete workability control rule, a comment hinge rule, a concrete strength rule and a concrete durability rule, and can be established into a multi-dimensional (time axis of a three-dimensional space), universal and multi-combination digital concrete model by carefully balancing and optimizing the volume proportion and the particle size proportion among concrete aggregates and filling gaps of the same communicated space formed by the same arrangement sequence according to a specific volume proportion by two or more raw materials with different particle sizes.

Large-grade aggregate and small-grade aggregate are defined as follows: as long as the ratio of the maximum particle size Φ max to the minimum particle size Φ min of the material is greater than 1.366, then: phi max/phi min is more than 1.366, the first-grade aggregates with small particle sizes can be filled into gaps formed by arranging the large-grade aggregates according to a certain order without increasing or changing the arrangement order and the volume of the large-grade aggregates, and the first-grade aggregates are considered to be two materials with different particle size grades, namely the large-grade aggregates and the small-grade aggregates.

Principle of maximum bulk density: under the conditions of reasonable weight proportion and reasonable particle size proportion, the concrete primary aggregate with smaller particle size is completely filled into the gaps formed by the primary aggregate with larger particle size in a certain arrangement order, the arrangement order and the volume of the primary aggregate are not changed, the minimum void ratio and the maximum stacking density phenomenon exist among the aggregates, and the inventor refers to the maximum stacking density principle.

The theory of pockets: the pocket has no compressive strength, and dry grains have no compressive strength, but the grain is filled into the pocket and is compacted, the grain containing pocket has good compressive capacity, and the more compacted the grain containing pocket has, the higher the compressive strength; when grains with different grain sizes, namely soybeans, millets and flour, are uniformly mixed according to a certain volume ratio and are put into the pockets, the compression resistance of the pockets for holding the grains is the highest. The pocket theory is a multi-level expression of the principle of maximum packing density.

Wang's rheology: in the concrete mixture, n-grade (i.e. small grade) aggregates are used as (n-1) grade (i.e. large grade) and more than large grade aggregate balls and sliding plates, and relative rolling displacement and sliding displacement are generated among the aggregates by means of gravity. The flow deformation among the concrete mixture aggregates generated by rolling displacement and sliding displacement is Wang's rheology.

Regulation of concrete strength: the strength of concrete changes along with the increase of time, and the inventor refers to the concrete strength regulation.

The application of the digital concrete model in the concrete design and preparation process greatly improves the compressive strength and the bending tensile strength of silicate cement concrete (the theoretical strength of the silicate cement concrete can reach 240MPa, and the durability can be infinitely long), aluminate concrete (the standard curing strength of the refractory concrete prepared by CA-50 can reach 200MPa at most, and the baking strength at 1200 ℃ can reach 100MPa), so that the porosity of the asphalt mixture can be known and controlled, the compaction construction is easier, and the resin concrete is more durable and more economical. The application of the digital concrete model in portland cement concrete and aluminate cement concrete enables the concrete performance to be predictable from the slump of a concrete mixture, the workability such as easy pouring, easy vibration, no segregation and the like, the water retention property, the pumpability, the strength after the engineering construction and maintenance, the permeability, the void ratio and the freeze-thaw resistance. The application of the digital concrete model in the design and construction of the asphalt mixture enables the main indexes of the asphalt mixture, such as the depth of a groove, the void ratio and the strength, to be known and predicted in advance, and the service life of the asphalt mixture is prolonged. The digital concrete model is applied in the preparation of the refractory concrete mix proportion, so that the refractoriness of the refractory concrete is improved by more than 100 ℃, the refractoriness under load is further improved, the volume fixity and the thermal shock stability under high temperature are further improved, the service life of the refractory concrete is prolonged, the engineering cost is reduced, and the application range of the refractory material is further expanded.

Principle of the invention

The inventor Wang Yi Hai (also called Wang Yuhai) creates a digital concrete model-Wang Shi model. The Wang's model is a digitalized concrete model of a multidimensional (three-dimensional time axis) space based on a concrete strength equation, a maximum packing density principle and Wang's rheology. The model can explain a plurality of unsolved phenomena of concretology (including portland cement concrete, asphalt mixture, high-density cement stable base layer, digital aluminate concrete and refractory concrete), and enables the concrete to be primarily digitized. The content comprises the following steps:

1. same arrangement and equal gap rule

As long as the arrangement order of the aggregates is the same in the same grade of particle size, the void ratio of the aggregates is the same and a certain value no matter how the particle size of the aggregates changes. The inventors refer to the same-arrangement equal-gap rule.

We assume the aggregate is spherical-rounded aggregate, and assume the spherical aggregate is not divisible.

1.1 in the case of the determinant arrangement of the aggregates with the same particle size, the void ratio of the aggregates is not changed along with the change of the particle size and is a fixed value of 47.64 percent.

If one considers an extreme case, the gap is filled, and the sphere is the gap, the maximum void ratio can reach 52.36 percent and is approximately equal to 53 percent.

1.2 any adjacent spheres are tangent to each other, the aggregate particles are arranged in a pyramid shape, the size of the aggregate particles is large enough (opposite, and the size of the aggregate is small enough) in the container, and the minimum void ratio of the aggregate is 26%.

The above mathematics prove that the invention is described in the invention principle 1 in the specification of the invention patent of 'preparation method of digitized asphalt mixture and digital asphalt mixture mixing proportion' and 'same arrangement and equal space rule'.

1.3 minimum void fraction of thin-walled structures

Freezing water at 0 deg.C and cooling with air temperatureOne water molecule lower than one water molecule

The ice layer is gradually thickened, and the ice layer is a typical thin-wall structure. We know that 4 ℃ C water density is 1 and porosity is 26%; the temperature is reduced to 0 ℃ or below, the voidage after freezing is 33 percent, and the volume is increased to 4 ℃ water: the ratio of (1-0.26)/(1-0.33) is 1.1044776119 times, i.e. the volume of water increases by one tenth after freezing. From the typical thin-wall structure phenomenon in nature, in combination with the summary of volume percentages of balls with different diameters that can be accommodated in a container in this chapter, we propose: the minimum void fraction of thin-walled structures (more typically roads, airport pavement) is 33%.

2. Rule of single particle size of aggregate

As long as the same aggregate has the maximum size phi_maxWith a minimum dimension phi_minThe ratio of the two is less than 1.366, i.e. + -_max/φ_min< 1.366, minimum particle size φ_minThe aggregate cannot be completely filled to the maximum particle diameter phi_maxThe material is considered to be a single-particle-size material in the gaps formed by the material and does not change the arrangement order and the volume of the large-particle-size aggregates.

2.1 aggregates at minimum void fraction (26%), adjacent spheres are tangent to each other.

The aggregates are tangent to each other in pairs between adjacent spheres under the condition of the minimum void ratio (26%). Set the diameter to phi₁The 2R spheres A, B, C, D are tangent two by two, the sphere center is A, B, C, D, and the diameter of the internally tangent sphere is phi₂2R, the sphere centers A, B, C and D are tetrahedrons, and the radius (AO) of the external sphere of the tetrahedron is the sum of R + R:

R＝4.4495r

when the apparent densities of the large and small balls are the same, the weight ratio of the large and small balls is the volume ratio: v_R/Vr＝R³/r³＝4.4495³r³/r³＝88.1

I.e. the volume of the large sphere is 88 times that of the small sphere, and the volume of the small sphere is 1.14 percent of that of the large sphere. Since the container is large enough, the number of big balls in the container is close to that of small balls and slightly more, and the required amount of small balls is 1.14% of the volume of the big balls when the diameter ratio 4.4495 is 4.45.

The grain diameter ratio of 4.45 is smaller than the number of the large balls arranged in a determinant, namely: single volume V_R2/V_R1Infinite trend → 0.0114

Theoretically 26% of the gaps can be filled by small spheres with the grain diameter ratio of more than or equal to 6.46 and more than or equal to 4.45, and the maximum 1.14% of the gaps can be filled. Compared with the 26% void fraction which can be filled up to 0.26 × 0.74 — 19.24%, the small proportion of 1.14% is only 6.6% of the 19.24% of the filled voids, which is almost negligible. The voids of the pyramidally arranged aggregates (if any) can be directly filled with small aggregates having a particle size ratio of 6.46 or more.

Let the sphere A, B, C tangent to each other in the sphere center plane, the sphere center is A, B, C, and the diameter of the inscribed sphere is phi₁＝2R，φ₂When 2r, it is easy to push out, in the sphere center plane:

r ═ 6.46R, i.e.: phi is a₁＝6.46φ₂

Considering the non-uniformity of aggregate, in the large-proportion high-density concrete, the particle size of the large-grade aggregate is at least 6.46 times of that of the small-grade aggregate, and the small-grade aggregate can be completely filled into a plane gap formed by the dense and stacked large-grade aggregate.

From this we know that: in a dense three-dimensional space, constituent materials can be considered to be materials of the same particle size range as long as their ratio of the maximum particle size to the minimum particle size is not greater than 4.45.

2.2 aggregates at maximum void fraction (47.64%), material determinant alignment.

The diameter of the primary aggregate with large particle size is set as phi₁The primary aggregate having a small particle size has a diameter of phi₂When the aggregate particles are arranged in a row, 8 aggregates with the same diameter can be accommodatedMaximum diameter of the sphere of (2): phi is a₂＝0.732050807φ₁Namely: phi is a₁＝1.3660254048φ₂

This is why the concrete can contain a part of the fine primary aggregate without increasing the volume when the coarse primary aggregate is 1.366 times as much as the fine primary aggregate. The concrete equation in chapter 11 of this unit is to prove the strength increase value of mineral powder instead of cement by mathematical method. The volume ratio at this time is:

R₁/R₂＝φ₁ ³/φ₂ ³substitution of phi₁＝1.3660254048φ₂R₁/R₂＝2.549038111 R₂/R₁＝0.3923048445

The number of the filled balls is less than that of the large balls arranged in a determinant mode, namely the diameter ratio of 1.366 is as follows: single volume V_R2/V_R1Infinite trend → 0.39, the volume of the large sphere accounts for 52.36%, and 47.64% of the voids are filled with the sphere volume proportion of which the particle diameter ratio is less than or equal to 1.366: v% of_R2max＝52.36％*0.39＝20.54％

The particle diameter ratio of the spheres filling 20% of the gaps is 1.366, and the proportion of the spheres in the total spheres is as follows: 0.39/1.39-0.28 (0.204/(0.204+0.5236) -0.28), i.e. theoretically 47.64% void volume, up to 20.54% of the voids can be filled by larger spheres with a particle size ratio of 1.366 or more. To ensure filling, we specify a relatively tight rule: coarse aggregate D₁And in the determinant arrangement, when the particle diameter ratio is more than or equal to 1.366, at most 20 percent of the finer aggregates can be completely filled into 47.64 percent of gaps formed by the determinant arrangement of the coarser aggregates, the filling gap proportion is 43.115 percent, a certain compaction effect is achieved, and the arrangement order and the volume of the coarser aggregates can not be changed. The inventors refer to this densification as relatively densification (corresponding to a complete fill of 47.64% void fraction), and this rule as a relatively densification rule. In a relatively dense rule, the ratio of the large aggregate to the particle size of 1.366 aggregate by volume is: 72: 28.

From 2.1, 2.2 we have: as long as the ratio of the maximum particle size φ max to the minimum particle size φ min of the same material is less than 1.366, the following:

φ max/φ min < 1.366, we consider this material to be a single particle size material. We refer to the above rule as the aggregate single particle size rule.

In the plane, the diameter phi of a large sphere with the same diameter is assumed₁Diameter of the same diameter pellet phi₂(ii) a Big ball phi₁The lines are arranged in a determinant way, and the formed plane of the smallest pore space is the circle center plane of the big ball; the largest small ball phi can be accommodated in the circle center plane₂And easy to push out: phi is a₂＝0.414213562φ₁Namely: phi is a₁＝2.4142φ₂

That is to say: the grain size of the primary aggregate larger than that of the primary aggregate smaller than 2.4142 times, the primary aggregate smaller than that of the primary aggregate can be filled into 47.64% of all gaps formed by the primary aggregate in the determinant arrangement without changing the arrangement order and the volume of the primary aggregate.

Because the existence of the needle-shaped aggregate in the aggregate increases the aggregate void ratio (aggregate particles are not spheres in the complete sense), the void ratio value of the concrete aggregate is preferably 47% -53% in the high-fluidity concrete with the determinant arrangement among the aggregates.

Under the rank order of determinant arrangement, the grain diameter ratio of 2.4142 is more than or equal to 1, 366 aggregates can be filled, and 20.54% of gaps can be filled at most; in addition, the 27.1 percent of gaps need to be filled with 2.4143X 1.366-3.3298 ≥ 2.4143 aggregate with the particle diameter ratio; the filling can form a compact structure with minimum void ratio without changing the arrangement order and the volume of the large aggregates.

1.1 and 2.2 are mathematic proofs of theoretical basis for measuring the volume of a pit in the soil engineering by using a sand filling cylinder.

From the above mathematical demonstration we have derived: for randomly distributed materials, the void fraction can be considered constant. In fact, a large number of experimental results also demonstrate that: the porosity of the dry, undisturbed and loosely piled aggregate is in the range of 46-50%, and the porosity of the needle-shaped crushed stones can reach 51-53% (the porosity of all needle-shaped aggregates loosely piled aggregates can reach more than 70% theoretically, and the aggregate is in a pyramid arrangement rib structure). The mathematical calculations are consistent with the experimental results.

3. Maximum and minimum void fraction

The minimum void ratio in the case of the pyramidal arrangement of the same particle size material was 26%, the void ratio in the case of the determinant arrangement was 47.64%, and the maximum void ratio in the case of the inverse determinant rib lattice structure arrangement was 52.36% to 53% (white part of the bead lattice structure, void ratio visible when the crushed stone is in the form of a large number of chips).

The minimum void ratio of the cement gel in the most compact structure is 26%, and the maximum void ratio of the cement gel in the rib-shaped grid structure is 52.36%.

The minimum void fraction of the thin-walled structure is 33%. When one of the length, the width and the height is not more than 10 times of the aggregate size, the minimum void ratio is 34 percent.

Obviously, when the volume of the small primary aggregates filling the gaps is less than or equal to 34%, no balls are left between the aggregates in the thin-wall structure and no sliding plates are left no matter what the size proportion of particles between the large aggregates and the small aggregates, so that the relative displacement between the aggregates is not possible. The concrete without relative displacement among aggregates is dry hard or semi-dry hard concrete; when the volume value of the small-grade aggregate filling the gap is more than or equal to 47.64 percent, certain balls and sliding plates exist among the aggregates, relative rolling displacement and sliding displacement exist among the aggregates, the prepared concrete is flowable concrete, the flowability is increased along with the increase of the balls and the sliding plates, and the concrete is high-flowability concrete.

4 digital concrete filling rule, intermittent grading, continuous grading compaction and filling

4.1. Digital concrete filling rule

The arrangement mode among concrete materials is related to the grain diameter ratio (including volume ratio and grain diameter ratio) of the materials used by people, the surface state and the construction mode. To ensure complete filling of the primary material with a small particle size, we specify: the particle size of the large primary material is more than 1.366 times of the particle size of the small primary material, which means that the ratio of the particle sizes of the two adjacent stages of materials is more than 1.366; i.e. phi_n/Φ_n+1Is more than 1.366, and n is any positive integer.

The invention is proved to be in the invention patent 'digitized asphalt mixture preparation method and digitized asphalt mixture mixing proportion' unit 'invention principle' 4 in the specification.

Digital concrete aggregate filling rules: the communicating gap formed by the same arrangement order can be filled with aggregates with two different particle size proportions according to the specific volume proportion and the structural characteristics of the aggregates with set proportions, and the arrangement order and the volume of the large aggregates can not be changed.

In the digital concrete, the range of the stacking void ratio of the aggregates with the same particle size is 26-53 percent (the range of the void ratio of the thin-wall structure is 34-53 percent), and the small-grade aggregates can be completely filled into the voids formed by the large-grade aggregates only when the large-grade aggregates are 1.366 times or more of the particle size of the small-grade aggregates and the small-grade aggregates are below a specific volume proportion; the filling can not change the arrangement order and the volume of the large aggregates. The digital concrete aggregate filling rule can be embodied as one of the following three rules (a large-particle-diameter-ratio aggregate filling rule, a small-particle-diameter-ratio aggregate filling rule and a one-gap two-ratio aggregate filling rule) according to the particle diameter ratio:

aggregate filling rule with large particle diameter ratio: in concrete filled with aggregates with large particle size ratio, the void ratio of the aggregates with the same particle size ranges from 34 percent to 44 percent; and only when the size of the large-grade aggregate is more than 4.45 times of that of the small-grade aggregate, the small-grade aggregate can be filled into a gap formed by the large-grade aggregate, and the arrangement order and the volume among the large aggregates can not be changed.

Because of the segregation among aggregates can be generated in the construction process of the concrete (including cement concrete, asphalt mixture and cement stable base course) adopting the filling rule of the aggregates with large particle size ratio, the filling rule of the aggregates with large proportion is more used in the weight preparation of the minimum first-grade aggregates, and the value is between 34 and 44 percent.

Small grain diameter ratio aggregate filling rule: in the concrete filled with the aggregate with small grain diameter ratio, the void ratio of the aggregate with the same grain size ranges from 43 percent to 53 percent; and only when the size of the large-grade aggregate particles is more than 1.366 times of that of the small-grade aggregate particles, the small-grade aggregate particles can be filled into the gaps formed by the large-grade aggregate particles, and the arrangement order and the volume among the large aggregate particles can not be changed.

In the gaps formed by the aggregates arranged in a determinant manner, at most 20.54 percent of the gaps can be filled with the aggregates with the grain diameter ratio of more than or equal to 2.4142 and more than or equal to 1.366, so that a certain compaction effect is achieved; in addition, 27.1 percent of the gaps need to be filled with aggregates with the grain diameter ratio of more than or equal to 2.4143, and the filling can achieve (relatively) complete compaction without changing the original arrangement order and volume of the coarse aggregates. The inventor refers to the rule of filling one-gap two-aggregate filling, namely filling the gaps of large aggregates by two aggregates with different particle diameter ratios according to a specific volume ratio under a determinant arrangement order.

The voids of the coarse aggregate particles in the 26% of the voids formed by the pyramidal arrangement of the spherical aggregate particles can be filled with the fine aggregate particles having a grain size ratio of not less than 4.45 and not less than 6.46 at a predetermined ratio without increasing the volume of the coarse aggregate particles. The two-aggregate filling rule with large grain diameter ratio and one gap is easy to separate in the application process and is rarely used.

In the case of one-void two-aggregate fill, large aggregates are arranged in a determinant, with a particle size ratio of 1.366-2.4142 aggregates that can fill up to 20.54% of the voids (fill void fraction 43.115%); the particle diameter ratio of the aggregate is 2.4143-3.298(1.366 × 2.4143), and the residual 27.1-32% of gaps can be filled. When the aggregate with the particle diameter ratio of 2.4143-3.298 is arranged in a row in the residual gaps, the maximum void ratio after filling is as follows: (27.1-32%). 0.4764 ═ 12.91-15.24%; when the aggregate with the particle diameter ratio of 2.4143-3.298 is arranged in a pyramid shape in the residual gaps, the minimum void ratio after filling is only: (27.1-32%) 0.35 ═ 9.48-11.2%. The first gap and the second gap are filled to form a compact structure which saves energy most and has the minimum void ratio.

The ideal particle size ratio between two adjacent concrete grades is more than or equal to 1.366. The high-strength cement mortar has the effects of 'reinforcement', 'hoop', 'network' and 'eggshell' in concrete, and the strength of the concrete coarse aggregate can be lower than the compressive strength of the concrete under certain conditions.

4.2. There is a problem in defining discontinuous gradation and continuous gradation

Historically, continuous particle packing was proposed by Fullerton and Thomson in 1907 and discontinuous particle packing theory was proposed by Fumas 1929. Both the continuous grading theory and the discontinuous grading theory are easy to prove by applying space geometry, and the two theories have larger problems.

The existing standard pair gradation in China is defined as follows: the particles in each level in the aggregate pass through the sieve pores (unit: mm) of the standard sieves in each level: the distribution of 75, 63, 53, 37.5, 31.5, 26.5, 19, 16, 13.2, 9.5, 4.75, 2.36, 1.18, 0.6, 0.3, 0.15, 0.075 is the gradation. There is little standard, authoritative definition of the continuous grading. Literally we can basically understand the succession gradation as: when the sieve pores of each level of standard sieve after the maximum nominal particle size have surplus, the aggregate is the continuous gradation.

The inventors do not agree with the definition of all the specifications now concerning aggregates, the so-called "gap grading" or "continuous grading". The international standard organization regulates the sizes of the sieve pores of all levels, and does not accord with or cannot naturally accord with the objective law of nature. From the mathematical calculation of 2.2 we know: both 53mm aggregates and 63mm aggregates can be considered as aggregates of a particle size, and the definition and conclusion are unscientific and imprecise, both in terms of particle filling and in the literal sense of "continuous gradation" and "discontinuous gradation" — the distance between two numbers on a rational number axis is shorter and smaller, and they can still be subdivided numerous times, and the number axis is discontinuous; the natural numbers 0, 1, 2, 3, 4, 5, … … are continuous between two adjacent numbers. Therefore, the definition of "continuous gradation" and "discontinuous gradation" without limitation is not scientific and rigorous. If a so-called sequential grading is not to be defined, it is defined to meet at least 2 conditions: firstly, when the particle size is single, the ratio of the large particle size phi max to the small particle size phi min is more than 1.366; second, the mass of the smaller primary particles is a proportion of the mass of the larger primary particles (say up to 47.64%, 26% of these limits) or less; with regard to gap grading, it must be defined that the primary aggregate particle size that is larger is a multiple of the primary aggregate particle size that is smaller. Without the limitation of particle size and mass ratio, the definition of "continuous gradation" and "discontinuous gradation" of the aggregate material should not be established. One of the simplest examples is: aggregates with reasonable weight-to-particle diameter ratio of more than 1.366 or 2.4142 are filled in large aggregate gaps arranged in a determinant mode, and the void ratio can be easily reduced to be less than 30%; whereas "continuous graded" dry sand, despite particle sizes as broad as 0-5mm (particle size ratio can be > 60 times, theoretically + ∞) has a loose-packing porosity that is rarely below 44% (i.e. loose-packing rarely exceeds 56% apparent density); historically, the discontinuous particle packing theory and the continuous particle packing theory, which lack the limitations of particle size ratio and volume ratio, have been significantly wrong.

According to the statistics of the inventor on the so-called continuous graded asphalt mixture, the so-called continuous graded mixing ratio is in accordance with the aggregate filling rule in the dark. Except that the filling between the continuous graded concrete aggregates is the filling of the interval grade. When the asphalt mixture is prepared by four-stage continuous grades of S3, S4, S5 and S6, S3 gaps are filled by S5, and S4 gaps are filled by S6. Such filling virtually increases the aggregate void fraction.

4.3. Relating to compacting and filling

From the aggregate filling perspective, the aggregate cannot be completely compacted by pressing, squeezing, smashing and smashing alone regardless of the particle size proportion and the filling volume proportion. In order to make the aggregate completely compact, the aggregate can only be filled according to the corresponding particle diameter ratio and volume ratio, and the vibration and compaction are combined to do work.

The compaction index seems to be a problem for concrete, but the compaction is really related to concrete design and formulation. The compaction degree in soil engineering is also called compaction degree, and refers to the ratio of the dry density of soil or other road building materials after compaction to the maximum dry density of a standard compaction test, and is expressed by percentage.

Most of the mineral raw materials are known to have an apparent density of about 2.7g/cm 3. It is known from chapter i, section iii that the minimum void fraction of thin-walled structures is 33%, while the maximum dry density of our standard compaction test does not exceed 1.81. Is it a coincidence? This indicates that the optimum water content is only one kind of lubricating carrier, and the maximum density of the single-stage particle grade aggregate is 0.67 times of the apparent density. The minimum porosity of the thin-wall structure of the raw material with the same particle size is 33%, and the objective rule cannot be broken through. The packing material is filled in a vibration environment instead of pressing, smashing and ramming to ensure that the packing density of the material is high. Assuming that the 25mm crushed stones are arranged in a row, 20 percent of gaps are filled with only crushed stones with the grain diameter ratio of more than or equal to 1.366 and less than or equal to 2.4142, and in addition, 27.64 percent of gaps are filled with aggregates with the grain diameter ratio of more than or equal to 2.4143 and less than or equal to 3.298, the gap ratio among the aggregates is already as low as 13.2 percent, the whole filling only needs to be vibrated, and no pressing is needed at all. The inventor means that mineral granules with high strength are crushed only on the surface by huge pressure, the surface density is improved (the inventor refers to the surface light), the particle diameter ratio is good, the volume ratio is reasonable, and perfect compaction among the granules is easily achieved in a vibration state. Only the first order void fill, the aggregate density can already reach that of the aggregate apparent density: 0.5236+0.20+ 0.144-0.868 times, has exceeded the bottleneck of the overstrike test at 0.67 times the "maximum" compacted "density of the apparent density" single fraction. To make concrete easily compactible, both the particle size ratio and the volume ratio must be considered. The thrown particle size proportion and the volume filling proportion are close to the aggregate, and the throwing is not easy to realize as the blowing net is full.

The volume ratio and the particle size ratio of the aggregate intermediate determine the filling mode of the aggregate and the porosity after filling. Therefore, the invention provides a digital sieve which accords with a natural filling rule, can be effectively filled and has the lowest void ratio after filling. The aperture ratio between the meshes of the digital sieve is related to the aggregate aperture ratio of 1.366, 2.4142, 4.45 and 6.46.

5 apparent density of the same material and the ratio of specific surface area to particle size is inversely proportional

The proof is shown in the invention patent 'digital concrete preparation method and digital concrete mixing proportion' specification 'inventive principle' 5.

When the aggregate material quality is the same, the specific surface area of the aggregate and the particle size of the aggregate are in inverse proportion.

The reason why the relation between the specific surface area of the aggregate and the particle size of the aggregate is deduced is that no better method for characterizing the size of the aggregate with the particle size less than 75um is found at present, and the 'average' particle size of the aggregate can be deduced only according to the measured specific surface area. The relation between the specific surface area of aggregate and the size of aggregate particles is promoted, and the particle sizes are compared through the medium of equivalent volume between aggregates with different apparent densities.

The apparent density of the portland cement is 3000-3200kg/m³The apparent density of this example was 3100kg/m³Metering, specific surface area 300-²Kg, in this case the specific surface area is 350m²Metering in/kg; in the high-strength concrete, the apparent density is 2000-2400kg/m³Specific surface area of 15000-²Why is the most optimum cohesion and the highest strength when the amount of silicon powder is 10% or less for the silicon powder/kg? Taking 2200kg/m of median apparent density of silicon powder³Specific surface area median 18000m²And/kg, deducing the maximum using amount of silica powder in the high-strength concrete:

1m³specific surface area of silicon powder: 2200 × 18000 ═ 4 × 10⁷m²/m³1m³Specific surface area of cement: 3100 × 350 ═ 1.1 × 10⁶m²/m³

1m³Specific surface area of silicon powder/1 m³Cement specific surface area (cement average particle size/silica fume average particle size) 4 x 10⁷/1.1*10⁶36 times of

In the cement gaps arranged in rows, 2.4143⁴＝34≈36 2.4143⁵81 > 36, the silicon powder can be filled with four levels of gaps.

1m³In the cement gaps arranged in a row, the volume of equivalent silicon powder can be contained at most: 0.47³-0.52³＝0.104-0.14m³

Actually, the weight of the silicon powder accounts for the maximum percentage of the weight of the cement: 0.104 × 2.2/3.1 ═ 7.4%, 0.14 × 2.2/3.1%

1m³In the cement gaps arranged in a row, the minimum equivalent silicon powder volume can be contained: 0.47⁴-0.52⁴＝0.05-0.07m³

Actually, the weight of the silicon powder in the minimum percentage of the cement can be used: 0.05 x 2.2/3.1 ═ 3.5%, 0.07 x 2.2/3.1%

6. Digital sieve based on maximum bulk density principle and pocket theory

6.1 principle of maximum bulk Density and pocket theory

From the same-arrangement equal-void rule, the maximum and minimum void fraction rule, the digital concrete filling rule, the relation between the specific surface area and the particle size, we further deduce: under the conditions of reasonable volume proportion and reasonable particle size proportion, the first-grade aggregate with the smaller concrete particle size is completely filled into the gap formed by the first-grade aggregate with the larger concrete particle size, and the arrangement order and the volume of the first-grade aggregate are not changed, so that the concrete has the minimum void ratio and the maximum stacking density, which is called as the maximum stacking density principle by the inventor.

The theory of pockets: the pocket has no compressive strength, and dry grains have no compressive strength, but the grain is filled into the pocket and is compacted, the grain containing pocket has good compressive capacity, and the more compacted the grain containing pocket has, the higher the compressive strength; when grains with different grain sizes, namely soybeans, millets and flour, are uniformly mixed according to a certain volume ratio and are put into the pockets, the compression resistance of the pockets for holding the grains is the highest.

When the multi-stage aggregates are respectively filled in gaps formed by the larger one-stage aggregates according to a certain volume proportion, the maximum stacking density principle is expanded to a pocket theory, namely a multi-stage aggregate filling theory. The formula expression multilevel aggregate filling theory is as follows:

D₁＝ρ₁(1-e_D1)……………………………………………………………………1

D₂＝e_D1ρ₂(1-e_D2)………………………………………………………………………2

D₃＝e_D1e_D2ρ₃(1-e_D3)……………………………………………………………………3

……

D_m＝e_D1e_D2e_D3……e_Dm-1ρ_n(1-e_Dm)………………………………………………………4

formula 1-formula 4: d₁，D₂，D₃，……，D_mConcrete aggregate with a particle size from coarse to fine and any particle size phi_m-1/Φ_m≥1.366；ρ_mThe apparent density of the mth grade aggregate; e.g. of the type_DmThe m-th grade aggregate void fraction; m is any positive integer 1, 2, 3, … ….

A void secondary aggregate filling rule, in terms of particle size ratio: 2.4142 is not less than phi_m/Φ_(m+1)1≥1.366，3.298≥Φ_m/Φ_m+1The maximum packing density theoretical formula of the obtained multilevel aggregate filling is more than or equal to 2.4143 and is expressed as follows:

D₁＝ρ₁(1-e_D1)…………………………………………………………………………5

D₂₁＝0.43115e_D1ρ₂₁……………………………………………………………………6

or: d₁∶D₂₁＝72∶28＝0.5236∶0.2054＝1.39∶0.39……………………………6-1

D₂＝(1-0.43115)e_D1ρ₂(1-e_D2)……………………………………………………7

D₃₁＝0.43115(1-0.43115)e_D1e_D2ρ₃₁…………………………………………………8

Or: d₂∶D₃₁＝72∶28………………………………………………………………8-1

D₃＝(1-0.43115)²e_D1e_D2ρ₃(1-e_D3)…………………………………………………9

……

D_m1＝0.43115(1-0.43115)^m-2e_D1e_D2e_D3……e_Dm-1ρ_m1(1-e_Dm)………………………10

Or: d_(m-1)∶D_m1＝72∶28…………………………………………………………10-1

D_m＝(1-0.43115)^m-1e_D1e_D2e_D3……e_Dm-1ρ_m(1-e_Dm)……………………………………11

In formula 5-formula 11, D_m1Indicates that the filled particle diameter ratio of 2.4142 is more than or equal to phi in the gaps formed by the (m-1) grade aggregate_(m-1)/Φ_m1Aggregate of not less than 1.366, D_mIndicates that the filled particle diameter ratio of 3.298 is more than or equal to phi in the gaps formed by the (m-1) grade aggregate_(m-1)/Φ_mThe maximum bulk density is larger than or equal to 2.4143.

The fluidity concrete with the framework suspension structure has the advantages that the use amount of fine aggregates and powder is increased, the air content of the concrete is increased, and the risk of initial cracking of the concrete is increased.

6.2 digital screen

Assuming we use 1.366, 2.4142, 4.45, 6.46 as the origin respectively, the origin floats upwards by 0-18.5% as close to the origin, the origin floats upwards by 18.6% -36.6% as close to the origin, and the sieve holes larger than the origin by 36.6% are away from the origin, then: values 1.366, 2.4142, 4.45, 6.46 close to, or away from the origin, respectively, are: 1.185 × 1.366 ═ 1.62, 1.366 × 1.366 ═ 1.87; 1.185 × 2.4142 ═ 2.86, 1.366 × 2.4142 ═ 3.30; 1.185 × 4.45 ═ 5.27, 1.366 × 4.45 ═ 6.08,; 1.185 × 6.46 ═ 7.66, 1.366 × 6.46 ═ 8.82.

6.2.1 Sieve opening ratios for current Standard sieves and combinations thereof

6.2.2.1 Chinese standard sieve and sieve mesh ratio capable of being combined

The current standard sieve pore sizes of the sieves at all levels used in China are (unit: mm): 75.0, 63.0, 53.0, 37.5, 31.5, 26.5, 19.0, 16.0, 13.2, 9.50,4.75,2.36,1.18,0.60,0.30,0.15,0.075. Wherein, the screen hole diameters are 75, 37.5, 19.0, 9.50, 4.75, 2.36, 1.18, 0.60, 0.30, 0.15, 0.075, 63, 31.5, 16.0, 53, 26.5, 13.2, and the sizes of the large stage screen hole and the small stage screen hole are in 2-time proportional relation; the total number of 10 sieves with the mesh size of 9.5mm or more is 45. Wherein:

sieve ratio: the combined aperture ratio of 75/63-63/53-37.5-31.5-19/16-16/13-1.19, 6 is less than 1.366, and the small first-order aperture aggregate can not fill the gap formed by the determinant arrangement of the large first-order aggregate, thus not conforming to the filling rule among aggregates.

Sieve ratio: 75/53, 53, 37, 5, 26, 5, 19, 13, 2, 9, 5, 1, 41, 1, 62, 1, 366, 6 screens with screen holes close to the original point of 1, 366 can be combined; since the mesh size below 9.5mm is 4.75mm, 13.2/4.75 is 2.78 > 1.87, only 5.5 meshes can be calculated by combining the meshes close to the origin 1.366.

Sieve ratio: 63/37.5: 53/31.5: 31.5/19: 26/16: 16/9.5: 1.68 > 1.62, < 1.87 sieve opening ratio, 5 sieves close to the origin 1.366 can be combined; since the mesh size below 9.5mm is 4.75mm, 16/4.75 is 3.37 > 1.87, only 4.5 meshes can be calculated by combining the meshes close to the origin 1.366.

Sieve ratio: the 75/37.5 ═ 63/31.5 ═ 53/26.5 ═ 37.5/19 ═ 31.5/16 ═ 26.5/13.2 ═ 19/9.5 ═ 2 > 1.87, and 7 screens can be combined in a screen mesh ratio of 1.366 away from the origin.

Sieve ratio: 75/31.5-63/26.5-37.5/16-31.5/13.2-2.38 > 1.87, < 2.4142, and can not be filled into the minimum gap formed by the determinant arranged aggregate, and can be used for filling the maximum gap of the determinant arranged aggregate, and the aggregate size is too small. And 4 screen hole combinations which are smaller than the origin point 2.4142 and far away from the origin point 1.366 are provided.

Sieve ratio: 75/26.5-53/19-37/13.2-26.5/9.5-2.83-2.4142-2.86-4 groups close to the origin 2.4142, and since the mesh size of 9.5mm or less is 4.75mm and the mesh size of 26.5/4.75-5.58-3.30-3.25, only 3.5 meshes can be calculated by combining the meshes close to the origin 2.4142.

Sieve ratio: combination 3 set of 3 from origin 2.4142 with 63/19 ═ 53/16 ═ 31.5/9.5 ═ 3.32 > 3.30.

Sieve ratio: combination 4 with 75/19 ═ 63/16 ═ 53/13.2 ═ 37.5/9.5 ═ 4.0 > 3.30, < 4.45, and away from origin 2.4142.

Sieve ratio: combination 2 set with 75/16 ═ 63/13.2 ═ 4.75 > 4.45, < 5.27, and closest origin 4.45.

Sieve ratio: the combination 2 group with 75/13.2: 53/9.5: 5.68 > 5.27, < 6.08 and 4.45 near the origin can only count 1.5 sieves because the sieve holes with the diameter of less than 9.5mm are 4.75mm, the sieve holes with the diameter of 53/4.75: 11.12 > 6.08 and the combination of sieves with the diameter of 4.45 near the origin.

Sieve ratio: combination 1 set of 63/9.5 ═ 6.63, > 6.46, < 7.66, immediately adjacent to origin 6.46; since the mesh size of the mesh opening with the diameter of less than 9.5mm is 4.75mm, and the mesh size of 63/4.75 is 13.26 > 8.82, the mesh size close to the origin 4.45 can only calculate 0.5 mesh.

Sieve ratio: combination 1 group with 75/9.5 > 7.66, < 8.82, near origin 6.46; since the mesh size below 9.5mm is 4.75mm, and the 75/4.75 is 15.79 > 8.82, only 0.5 mesh can be calculated by combining the meshes close to the origin 6.46.

The screen mesh ratio below 9.5mm is 2 times of the ratio.

The method conforms to the aggregate filling rule, and 18 groups of sieves tightly attached and close to the original point of the filling proportion can be calculated, and account for 40 percent of 45 groups of 10 sieve groups; if the grade is not metered because the bottom screen is too far from the origin, only 15 sets of screens are close to the origin of the fill ratio, accounting for one third of the screen combination.

6.2.1.2 EU Standard Sieve

The current standard sieve mesh sizes of all levels used by countries of European Union are (unit: mm): 80.0, 63.0, 40.0, 32.0, 20.0, 16.0, 10.0, 8.0, 4.0, 2.0, 1.0, 0.500, 0.250, 0.125; the sieve holes are 80.0, 40.0, 20.0, 10.0, 63.0, 32.0, 16.0, 8.0, 4.0, 2.0, 1.0, 0.500, 0.250 and 0.125, the sizes of the large-grade sieve holes and the small-grade sieve holes are also in a 2-time proportion relation, the pore diameter proportion of the sieve holes smaller than 8mm is 2, 8mm and more sieve holes are 8, and 28 combination forms are provided. Wherein:

sieve ratio: 80/63-40/32-20/16-10/8-1.25-1.366, the gaps formed by the determinant arrangement of the primary aggregates cannot be filled by the aggregates with small primary apertures, the filling rule among the aggregates is not met, and 4 sieve apertures are combined.

Sieve ratio: 63/40-32/20-16/10-1.6-1.366, < 1.62, and there are 3 screens close to the origin 1.366.

Sieve ratio: 80/40 ═ 63/32 ═ 40/20 ═ 32/16 ═ 20/10 ═ 16/8 ═ 2 > 1.87, and 6 sieves can be combined compared with sieves which are 1.366 away from the origin.

Sieve ratio: 80/32-40/16-20/8-2.5-2.4142-2.86, 3 screens can be combined close to the origin 2.4142.

Sieve ratio: 63/20-32/10-3.2 > 2.86, < 3.3, 2 screens can be combined with a screen aperture ratio close to the origin 2.4142.

Sieve ratio: 80/20-63/16-40/10-32/8-4 > 3.3, < 4.45, and 4 screens can be combined compared with the screen away from origin 2.4142.

Sieve ratio: 80/16-40/8-5 > 4.45, < 5.27, 2 screens can be combined close to the origin 4.45.

Sieve ratio: 63/10 > 6.3 > 6.08, < origin 6.46, and 1 screen 4.45 away from origin can be combined.

Sieve ratio: 80/10-63/8-8 > 7.66, < 8.82, 2 screens can be combined near the origin 6.46.

Sieve ratio: 80/8 ═ 10 > 8.82, 1 sieve from origin 6.46 can be combined.

The method conforms to the aggregate filling rule, and the sieves tightly attached and close to the original point of the filling proportion can be calculated to 12 groups, which account for 28 groups of 8 sieve groups with a proportion of 28.6%.

6.2.1.3 U.S. Standard Sieve

ASTM sieves currently used in the United states, with mesh sizes in (units: mm): 76.0, 50.8, 38.1, 25.4, 19.1, 12.7, 9.520, 4.760, 2.380, 1.190, 0.595, 0.297, 0.149, 0.075; the sieve holes 76.0, 38.1, 19.1, 9.520, 4.760, 2.380, 1.190, 0.595, 0.297, 0.149, 0.075, 50.8, 25.4 and 12.7 are in 2-time proportion relation, wherein the proportion between the sieve holes below 9.52mm is in 2-time proportion relation, 7 sieves with the sieve holes being more than 9.52mm are combined in two groups of 21 groups.

Sieve ratio: 50.8/38.1-25.4/19.1-12.7/9.52-1.33-1.366, the gaps formed by the determinant arrangement of the large-grade aggregates cannot be filled by the aggregates with the small-grade apertures, and the filling rule among the aggregates is not met; the number of sieve sets was 3.

Sieve ratio: the 76/50.8 ═ 38.1/25.4 ═ 19.1/12.7 ═ 1.5 > 1.366, < 1.62, and there are 3 screens close to the origin 1.366.

Sieve ratio: the screen mesh ratio of 76/38.1 ═ 50.8/25.4 ═ 38.1/19.1 ═ 25.4/12.7 ═ 19.1/9.52 ═ 2 > 1.87, and 5 screens can be combined compared with the screen mesh ratio which is 1.366 away from the origin.

Sieve ratio: 50.8/19.1-25.4/9.52-2.66 > 2.4142, < 2.86, 2 sieves close to the origin 2.4142 can be combined.

Sieve ratio: 76/25.4 ═ 38.1/12.7 ═ 3 > 2.86, < 3.3, and 2 screens can be combined with a screen opening ratio close to the origin 2.4142.

Sieve ratio: combination 3 with 76/19.1 ═ 50.8/12.7 ═ 38.1/9.52 ═ 4 > 3.30, < 4.45, and away from origin 2.4142.

Sieve ratio: combination 1 set of 50.8/9.52 ═ 5.34 > 5.27, < 6.08, near origin 4.45.

Sieve ratio: combination 1 set of 76/12.7 > 6.27, < 6.08, near origin 4.45.

Sieve ratio: 76/9.52 > 8.66, < 8.82, screens near origin 6.46 can be combined in 1 set.

The screen mesh ratio of 9.52mm or less is 2 times the ratio.

The method conforms to the aggregate filling rule, and the sieves tightly attached and close to the original point of the filling proportion can be calculated to 10 groups, which account for 47.6 percent of 21 groups of 7 sieve groups. The number of sieves conforming to the filling rule of the American standard sieve is the largest and is not half of the total combination number.

6.2.2 Sieve in accordance with aggregate filling rule-digitalized Sieve-Wang Song's Sieve

Theoretical basis of 6.2.2.1 digital sieve

Through the mathematical calculations of inventive principle 1, inventive principle 2 and inventive principle 4, we have demonstrated mathematically: as long as the maximum particle diameter phi of the same material_maxWith the minimum particle diameter phi_minThe ratio of the two is less than 1.366, i.e. + -_max/φ_minBelow 1.366, the aggregate space cannot be effectively filled and effectively compacted, and the material can be considered to be a single-particle-size material. Whether of the United states, European Union, or China currentlyThe standard sieve can sieve the large-grade aggregate with the diameter 2 times that of the small-grade aggregate or 1.20-1.333 times that of the small-grade aggregate. 2 times size proportion relation between aggregate particle sizes, the aggregate passing through the small-level sieve pore can not be filled into the gap generated by the aggregate passing through the large-level sieve pore. The screening result of the current 2-time proportional relation standard sieve in the United states, Europe and China cannot achieve the purpose that the small-grade aggregate is filled into the large-grade aggregate gap, so that the gap of the stacked material is minimum. That is, the screening results of the current standard screens do not naturally meet the expectations: the small-grade aggregate can be filled into the large-grade aggregate gap, and the void ratio among the aggregates can be the minimum after filling. The design of the standard sieve with 2 times proportion relation has great disadvantages for the digital design and construction of cement concrete, asphalt concrete and pavement base course. The invention aims to overcome the defects of the existing standard sieve.

Based on mathematical calculations of chapter 1 of this unit with equal-arrangement space rules and chapter 2 with single aggregate particle size rules, we know, in combination with chapter 4 of this unit with the digital concrete filling rules, chapter 6 of the maximum bulk density principle and the pocket theory: when large aggregates are arranged in a determinant way, the small aggregates with specific volume proportion have the lowest void ratio and the most compact after being filled only when the particle diameter of the large primary aggregates is 1.366-2.4142 times and 2.4143-3.30 times of that of the small primary aggregates; after filling, the arrangement order and the volume of the large-grade aggregate can not be changed. When the large aggregates are arranged in a pyramid, the specific volume proportion of the small aggregates filled with the large aggregates has the lowest void ratio and the most compact structure only when the particle diameter of the large aggregates is 4.45-6.46 times and more than 6.46 times of that of the small aggregates; after filling, the arrangement order and the volume of the large-grade aggregate can not be changed. The most reasonable distribution of standard sieve mesh sizes should be: the large stage screen size is 1.366 times, 2.4142 times, 4.45 times, 6.46 times and more than the small stage screen size. Because:

1.366²1.866, close to the origin 1.366.

1.366³2.5489 ═ 1.056 ≈ 2.4143 and 2.5489 > 2.4142, < 2.86, close to the origin 2.4142.

1.366⁴The device is characterized in that the device is formed by (3.4818) ═ 1.056 ≈ 1.366 ≈ 2.4142 ≈ 2.4142 ≈ 1.366 ≈ 3.2978 and 3.4818 > 3.2978, and is close to a 1.366 origin and an 2.4142 origin.

1.366⁵＝4.756＝1.056*1.366²*2.4142≈1.366²2.4142 ≈ 4.505 ≈ 4.45 and 4.756 > 4.505 > 4.45, proximate the 4.45 origin.

1.366⁶6.4969 ═ 1.006 ≈ 6.46 and 6.4969 > 6.46, close to the 6.46 origin.

And 1.366ⁿBy comparison, using a 1.366 times ratio of mesh size, the mesh size should meet 1.366^m*2.4142ⁿ*4.45^r*6.46^zTimes and above (m, n, r, z are-6, -5, -4, -3, -2, -1, 0, 1, 2, 3, 4, 5, 6, 7, … …) standard screen design rules and are very close to the mathematically determined scale size, with the maximum scale size being only 5.6% larger and the minimum being only 0.6% larger, almost equivalent. Therefore, the mesh size should meet 1.366^m*2.4142ⁿ*4.45^r*6.46^zThe size of the sieve can be 1.366ⁿThe ratio of the hole diameters between the sieve holes still meets 1.366 when the standard sieves are multiplied by more than two times (n is-6, -5, -4, -3, -2, -1, 0, 1, 2, 3, 4, 5, 6, 7, … …)^m*2.4142ⁿ*4.45^r*6.46^zDouble and above (m, n, r, z are-6, -5, -4, -3, -2, -1, 0, 1, 2, 3, 4, 5, 6, 7, … …). The aggregate that the small-level sieve mesh of standard sieve passed through can fill in big one-level sieve mesh passes through the specific arrangement order space of gathering to can not change the arrangement order and the volume that big one-level was gathered materials. The proportional relation among the aggregate particle diameters screened out like this all accords with the filling rule among the aggregates, and during specific volume, the space among the aggregates all can obtain effective filling, and the void fraction is minimum. The porosity of the asphalt mixture, the cement concrete, the high-density digital base layer, the digital cement and the digital powder can be minimized only by controlling the volume ratio of the aggregate and the intermediate.

Referring to the 14-class classification criteria of bituminous mixes for coarse aggregates, the inventors propose: aggregates of more than 2.0mm, all falling into the coarse aggregate series, are seemingly more reasonable.

6.2.2.2 digitalized sieve-Wang Song's sieve

Based on the reason of 6.2.2.1, the coarse aggregate sieve invented by the inventor is a sieve with square and round sieve pores, and the ratio of the size of the large-grade sieve pore to the size of the small-grade sieve pore is more than or equal to 1.366ⁿDouble or slightly larger (n is-5, -4, -3, -2, -1, 0, 1, 2, 3, 4, 5, 6, 7, … …) and round out as much as possible. The small-level sieve pore aggregate can be filled into the gap formed by the large-level sieve pore aggregate, and the arrangement order and the volume of the large-level aggregate can not be increased or changed. According to the requirement, the digital standard sieve can be designed with different base numbers to carry out standard sieve pore size design. Needless to say, the digitalized sieve having an inter-sieve pore size ratio of 1.366 or more, which is invented based on the same-arrangement equal-space rule, the aggregate single-particle size rule, and the digitalized concrete filling rule, is a derivative of the king's concrete model, which is developed for filling the aggregates with the maximum density. Like the wang density bottles, they were all invented to serve concrete mix design. According to the international naming convention, the inventor also called the coarse aggregate digital sieve as the king sons ' sieve, and the king sons ' sieve is dedicated to the sons ' peace ladies who accompany the inventor to have gone through many decades of weather.

Assuming that the base m is an arbitrary positive number, f is greater than or equal to 1.366 and close to 1.366 (the inventor considers that f is 1.366-1.50 and 1.5/1.366 is 1.098, and f is within 1.50 and is already very close to the origin 1.366. the inventor considers that the standard inter-screen ratio f is most optimal when the standard inter-screen size is 1.366-1.50, and also fully considers the non-spherical form of the aggregate), the pore size ratio between the mesh sizes of the johnson screen is: m fⁿ(m is a positive number, e.g. 10 mm; f ═ 1.366 to 1.50; n is an integer, n is-5, -4, -3, -2, -1, 0, 1, 2, 3, 4, 5, 6, 7, … …, respectively). The inventor considers that the sieve mesh size proportion designed in this way is reasonable, and accords with the natural law that the small-grade aggregate can be filled into the gap of the large-grade aggregate, the arrangement order of the large-grade aggregate can not be changed, and the volume of the large-grade aggregate can not be increased. The inventor recommends using a 1.366-1.500 times ratio relation and taking integers nearbyThe proportion of the pore diameters of the sieve pores of the Wang Song sieve is designed in principle, so that the small first-grade aggregates can be filled into the gaps formed by loose and piled large first-grade aggregates, the aggregate non-spherical shape is also considered, and excessive gaps can not be formed after the aggregates are filled in a reasonable proportion. Considering the use habit of asphalt mixture, cement concrete and cement stabilizing aggregate and the connection between the size of the new standard sieve mesh and the existing international standard, national standard and industrial standard, the inventor suggests that the diameter of the sieve mesh is less than 2mm and the original 2 times proportion is kept unchanged, the diameter of the sieve mesh is more than 2mm, the diameter or the side length of the sieve mesh is increased according to 1.366-1.50 times proportion and the integral value is taken nearby. The screening holes and the screening numbers of the Wangshang screen recommended by the inventor are respectively as follows:

1) the proposed mesh size of the digitizing screen based on 10.00 mm: 0.075,0.15,0.30,0.60,1.25,2.50,3.50,5.00,7.00, 10.00, 14.00, 20.00, 28.00, 40.00, 48.00, 70.00. The sieve 16.

2) The proposed mesh size of the digitizing screen based on 1.00 mm: 0.063,0.125,0.25,0.50,1.00,1.40,2.00,2.80,4.00, 5.50,8.00, 12.00, 18.00, 27.00, 40.00, 55.00, 80.00. Sieve 17, maximum sieve opening 80.mm, minimum sieve opening 0.063mm, sieve 16 when 0.063 sieve is not used.

3) The proposed mesh size of the digitizing screen based on 9.50 mm: 0.063,0.125,0.25,0.50,1.00,2, 00,3.00,4.50,6.50, 9.50, 13.00, 18.00, 25.00, 35.00, 48.00, 70.00. 16 sieves, 70.mm for the largest sieve opening and 0.063mm for the smallest sieve opening, and 15 sieves without 0.063 sieve.

……

In view of the current Chinese regulations, aggregate particles below 75um are defined as mud and powder, and when a second sieve and a third sieve are used, the concepts of mud and powder are suggested to be adjusted correspondingly.

The mesh size of the King and Song sieve can be properly selected according to the requirement, the screening results in any combination accord with the aggregate filling rule, and the volume ratio of aggregate intermediates is only required to be controlled when preparing asphalt mixture, cement concrete and resin concrete.

The shape of the sieve pores can be square or round. For smaller mesh sizes, square mesh screens are easier to produce.

The size ratio between the screen holes of the Wang Song's sieve invented by the inventor is greater than or equal to 1.366 and is close to the multiple ratio relation of 1.366 times, and the sieve is preferably rounded up nearby. Through the small-level sieve mesh aggregate of the standard sieve, in a certain volume proportion range, the large-level sieve mesh aggregate can be filled in the gap formed by loose accumulation, the arrangement order and the volume of the large aggregate can not be changed, and the large-level sieve mesh aggregate has the maximum density. The inventor believes that when the mesh size ratio is 1.366 times or more and is close to 1.366, the screening result meets the natural rule of aggregate filling, and in a proper volume ratio range, the aggregates can have the minimum void ratio and the maximum bulk density, and cement concrete, resin concrete and asphalt mixture can have the maximum preparation strength and the maximum service life. The proportion relation between the standard sieve holes is changed, and actually, the proportion of the particle diameters among aggregates is changed. The change of the particle diameter proportion among aggregates is a step of further digital design and digital construction of cement concrete, asphalt mixture, pavement base (cement stabilized aggregate) and resin concrete, further expands the application range of the cement concrete, the resin concrete and the asphalt mixture, and has important promotion significance for the development of materials science.

7. Adhesive cement ratio distribution rule

Cement ash aggregate C for producing compressive strength in concrete_{Ash of}And a cement gel C giving a flexural tensile strength_GlueThe concrete has a distribution ratio of about 1: 1, and the ratio fluctuates to a ratio which is slightly larger than cement ash aggregate along with the increase of concrete slump; as the amount of cement in the concrete increases, the flexural tensile strength of the concrete decreases as the air voids in the concrete increase. The inventor calls this rule as the glue-cement ratio distribution rule. Expressed by the formula:

C_{ash of}≥C_Glue……………………………………………………………………………12

C＝C_{Ash of}+C_Glue……………………………………………………………………………13

The bottom right hand Chinese character indicates that the cement weight is cement ash aggregate or cement.

In the concrete of unit volume, a certain amount of cement is used as ash aggregate C_{Ash of}Producing a compressive strength as cement gel C_GlueWhen in use, 0.06-0.2 bending tensile strength is generated; amount of cement ash aggregate C as concrete void filler_{Ash of}Not less than the weight C of cement gel_Glue(ii) a Cement gel C_GlueThe bag plays a role of a grain containing pocket, so that the grain containing pocket is firmer; cement ash aggregate C_{Ash of}The bag plays a role of flour in the grains filled with the filler in the bag, so that the compression strength of the bag for containing the grains is higher.

The glue-cement ratio distribution rule is derived from the theory of dialectical relationship between compression resistance and bending resistance and comprehensive value in the paper on journal of trial run, published by Mr. Yang Wen in No. 8 (166) of 2003 (concrete), and is not discussed here because of the copyright involved. The inventor shows the gratitude and thank you to the ancestors of the Poplar family.

Completely hydrated apparent density of 3200kg/m³The aluminate cement is defined by taking the filling sequence of the coarse aggregate, the fine aggregate and the cement gel and each communicated gap as first-level filling, and the third-level aggregate in the concrete is the cement. When the water-cement ratio of the concrete is less than 0.574, the gaps among the cement aggregates, the cement flocculent gels among the cement aggregates and the cement particles are filled with water, and the void ratio among the cement gels is 26%. Apparent density state unhydrated cement V_CFully hydrated comment V in pyramid arrangement_cementThe medium volume ratio is: v_C/V_cement＝1/3.2/(0.574+1/3.2)*100％＝35.251％

According to the presumption of the minimum porosity of the thin-wall structure in chapter 3 and the deduction in the chapter, the dosage of the concrete cement gel is as follows: c_Glue＝0.35²*0.35251*3200＝138kg/m³

Because: hard dry concrete C_{Ash max}Plastic concrete C_{Lime min}Plastic concrete C_{Ash max}Fluid concrete C_{Lime min}Free flowing coagulationSoil C_{Ash max}Self-compacting concrete C_{Lime min}(ii) a Therefore: hard concrete: c_{Lime min}＝0.33²*0.35251*3200＝122kg/m³

Hard concrete: c_{Ash max}＝0.38²*0.35251*3200＝163kg/m³Plastic concrete: c_max＝0.43²*0.35251**3200＝209kg/m³

And (3) fluid concrete: c_{Ash max}＝0.48²*0.35251**3200＝260kg/m³Self-compacting concrete: c_{Ash max}＝0.53²*0.35251**3200＝317kg/m³

Easy to push out: at the critical point of the dosage of the dry hard concrete and the plastic concrete cement of 300kg/m³The concrete has the maximum bending tensile strength.

The above calculation deduces: equivalent cement (equivalent to apparent density of 3200 kg/m) which is most optimized by concrete prepared from tertiary aggregate (coarse aggregate, fine aggregate and cement ash aggregate)³Volume conversion) is as follows: hard concrete: 240-320kg/m³(ii) a Plastic concrete: 270-350kg/m³(ii) a And (3) fluid concrete: 320-400kg/m³(ii) a Self-compacting concrete: 370-460kg/m³。

The mortar is particularly optimized, and the equivalent cement consumption is 800kg/m³About, the steel sheet has the maximum compressive and flexural tensile strength (═ 0.2 compressive strength).

Concept of cement strength ratio: the concrete has certain water consumption and certain equivalent water-cement ratio, and the standard curing has certain cement consumption for generating 1MPa compressive strength and 0.07-0.2MPa bending tensile strength. The inventor refers the cement dosage which can generate 1MPa compressive strength and 0.07-0.2MPa bending tensile strength by standard curing, and the expression is C/R and the unit is kg/MPa.

Calculation of water consumption of 8-durability concrete maximum equivalent water-cement ratio concrete

Water is the smallest ball and filler in cement concrete mixtures. During the hardening of cement concrete, water is the hydraulic cement hardening accelerator and the smallest diameter void filler. After complete hydration, the excess water affects the strength and durability of the concrete.

In concrete, water for cement hydration (chemical water) and water for filling cement gel voids (physical water) coexist and are in a concurrent relationship.

8.1 chemically bound Water of Cement gels

The water for hydration reaction and hydrolysis reaction of the cement slurry is collectively referred to as chemically bound water of cement. The cement particles are hydrated to generate cement gel, and the cement gel becomes cement stone after being solidified, which is called as microcrystalline concrete by the inventor.

In fact, we have limited knowledge of the hydration mechanism of cement, and only the products of cement hydration are known to be approximately calcium silicate and calcium aluminate hydrates. The three peaks of cement hydration indicate that the hydration rate of cement is gradually reduced. This may be because the smaller cement particles are already largely or fully hydrated and water can only be further hydrated around the larger particles whose surfaces are already partially hydrated. In order to discuss the chemical binding of water to cement gel and to obtain the chemical water demand of cement gel, we need to know the chemical composition of cement first.

8.1.1 Cement chemical composition

Cement is not a pure compound, but a solid solution containing small amounts of other compounds. These small amounts of other compounds have a significant effect on the atomic arrangement, crystalline form and water chemistry of the cement. The trace components in the cement are as follows: MgO, TiO, Mn₂O₃，K₂O，Na₂O, etc., which are present in the cement in a total amount of several percent of the total mass of the cement, but have a significant effect on the properties of the microcrystalline concrete structure formed after the cement is fully hydrated. The inventors considered that the adaptability of the admixture is related to these small amounts of other compounds in the cement, the activated carbon (C) and light substances with adsorption property contained in the fine aggregate, and the acidity and alkalinity of the fine aggregate have a great influence on the use of the concrete admixture.

The cement is divided into silicate cement and aluminate cement according to chemical components; they are classified into cement for civil engineering and construction and cement for amorphous refractory according to their main uses. When the silicate cement does not contain low-temperature expansive materials such as limestone powder and quartz, the silicate cement can be used as heat-resistant concrete cement.

The aluminate cement is made up by using limestone, barium carbonate (barium sulfate) and bauxite through the processes of grinding and firing according to a certain proportion. The aluminate cement comprises calcium aluminate, barium aluminate and barium zirconate compound cement. The aluminate cement is the most main amorphous refractory material cementing material and is formed by grinding aluminate cement clinker. The main mineral components of the calcium aluminate cement are as follows: monocalcium aluminate CA (cao. ai)₂O₃) Calcium dialuminate CA₂(CaO.2AI₂O₃) Dodecacalcium heptaluminate C₁₂A₇(12CaO.7AI₂O₃) Calcium-aluminium yellow feldspar C₂AS (2CaO.AI₂O₃.SiO₂) And a small amount of CT (CaO. TiO)₂)、MA(MgO.AI₂O₃) Trace amount of C₂S and the like. "pure" aluminate cements contain certain alumina constituents. Barium aluminate (barium zirconate) cement: BaO.Al₂O₃Melting point temperature of cement 1815 ℃, BaO₂Melting point temperature of cement is 2600 ℃, and BaO.Al in different proportions₂O₃And BaO. ZrO₂The prepared concrete has different refractoriness; with BaO₂The proportion is increased, and the refractoriness of the concrete is improved.

The silicate cement clinker is prepared by grinding and firing silica sand limestone according to a certain proportion. The silicate cement is mainly composed of silicate clinker and a certain amount of gypsum powder, with or without a certain proportion of ground filler aggregates (called active mixed material and inactive mixed material in the specification). The portland cement clinker is mainly composed of dicalcium silicate (C)₂S), tricalcium silicate (C)₃S) and a small amount of aluminate and iron aluminate, and the chemical components mainly comprise CaO and SiO₂And a small amount of AI₂O₃、Fe₂O₃And the like.

8.1.2 chemically bound water of silicate cement

The hydration water of the silicate cement is 24 percent of the weight of the silicate cement.

8.1.2.1 C₃S、C₂S hydration bound water

C₃S、C₂S whether the same hydration product C is generated at last₃S₂H₃There is no current theory. Physical observations indicate that several calcium silicates hydrates may be present. The possible chemical reaction formula is: to C₃S：2C₃S+6H＝＝C₃S₂H₃+3Ca(OH)₂

The corresponding mass ratio is as follows: 456.6+108.1 ═ 342.4+ 222.3100 +23.7 ═ 75+48.7

100g C₃S chemically bound water was 23.7 g. The water-to-gel ratio of chemically bound water of tricalcium silicate is 0.237.

To C₂S：2C₂S+4H＝＝＝＝C₃S₂H₃+ Ca (OH)2 in the corresponding mass ratios: 344.5+72.1 ═ 342.5+74.1

100+20.9＝＝98.4+21.5 100g C₂S chemically bound water was 20.9 g.

The water-to-gel ratio of the chemical bound water of dicalcium silicate is 0.209.

The mass ratio of chemically bound water of the silicate (comprising C3S and C2S) is not more than 0.237 of the mass thereof.

The inventors even suspect (there is the possibility of): in alkaline water, SiO₂Silicic acid H can be generated₂SiO₃Metasilicic acid H₄SiO₄Disilicic acid H₆SiO₅In the presence of alkaline water, they are reacted with C₃S₂H₃Finally, more stable calcium silicate gel CaSiO is generated₃And water is reduced.

8.1.2.2 hydration water of tricalcium aluminate and calcium aluminoferrite in silicate cement

Pure C₃A has strong reaction when meeting water, so that the cement paste generates so-called 'flash coagulation'; in order to avoid flash set of silicate cement slurry, no more than 5% of gypsum (CaSO) is added in the grinding process of cement clinker₄*2H₂O). The gypsum reacts violently with the aluminate within 5 minutes after the water addition, and stable tricalcium aluminate hexahydrate hydrate may eventually form.

The chemical reaction formula of calcium aluminate may be: c₃A+6H＝＝＝＝C₃AH₆The corresponding mass ratio is as follows: 270.2+ 108.1-378.3100 + 40-140 ═ 140

The chemical bonding water-gel ratio of tricalcium aluminate is 0.4.

As aluminate finally reacts with dihydrate gypsum, the monosulfur hydrated calcium sulphoaluminate 3CaO. Al is finally generated₂O₃.CaSO₄.12H₂And O. The 12 water contains 2 gypsum bound water, and the final mass ratio of the bound water is as follows: 442.3+ 180.2-622.5, 100+ 40.7-140.7

Therefore: 100g C₃A has 40.7g of chemically bound water, i.e. C₃The water-gel ratio of the chemical bonding of A is 0.407.

Gypsum and C₄AF reacts to generate calcium sulfate ferrite and calcium sulfate aluminate. Calcium thioferrite accelerates the hydration of the silicate.

Possible chemical reaction formulas of calcium aluminoferrite are: c₄AF+2Ca(OH)₂+10H＝＝C₃AH₆+C₃FH₆

The corresponding mass ratio is as follows: 486+126, 378.3, 233.8100, 26, 77.8, 48.2, i.e. C₄The water-gel ratio of AF chemical binding is 0.26.

The chemical reaction equation is as follows: tricalcium silicate chemically bound water accounts for 23.7% of the mass of the calcium silicate, dicalcium silicate chemically bound water accounts for 20.9% of the mass of the calcium silicate, calcium aluminoferrite chemically bound water accounts for 26% of the mass of the calcium aluminosilicate, and aluminate chemically bound water accounts for 40.7% of the mass of the calcium aluminosilicate. The silicate cement contains aluminate 9%, ferroaluminate 11%, tricalcium silicate 55-60% and dicalcium silicate 20-25%. The water demand of the chemically bound water is large, a large value is taken, the chemically bound water is weighted, and the following results are obtained: 0.60 × 0.237+0.20 × 0.209+0.09 × 0.407+0.11 × 0.26 ═ 0.24923 ═ 0.25 ═ 0.237

Considering the partially unhydrated cement particles, we have found that: the maximum chemical water consumption for complete hydration of the portland cement should not exceed 25% by mass of the portland cement.

This conclusion is very close to the power model that the water consumption for cement hydration is 23% of the cement mass. Considering that there is some unhydrated cement present in the concrete, the "average" water usage for complete hydration of the silicate cement, we take the power model average, measured as 0.23.

Therefore: the water for completely hydrating the silicate cement accounts for 23 percent of the weight of the cement.

8.1.3 chemically bound water of aluminate cement and chemical dehydration reaction

The main components of the aluminate cement are CA and CA₂、C₁₂A₇And a small amount of C₂AS, CT, MA, trace impurities.

8.1.3.1 hydration of Calcium Aluminate (CA) in aluminate cement at different temp. to bind water

Because the hydration of the cement is an exothermic reaction, the early strength of the middle-low purity aluminate cement concrete construction is increased quickly, the heat of hydration is high, and unstable CAH is not easy to generate₁₀This is the reason for the decrease of the 110 ℃ strength of the medium-low purity aluminate concrete. The high-purity aluminate cement CA-60/70/80 concrete has low hydration heat in the early construction stage and is easy to generate more CAH₁₀And when the material is dried at 110 ℃, more dehydration reaction can be carried out, more dehydration channels are generated, and more strength is reduced.

Below 21 ℃ (also below 35 ℃, which is not really understood by the cement chemistry): CA +10H ═ CAH₁₀

The corresponding mass ratio: 158+ 180-338100 + 114-214

This is why the "flash set" phenomenon occurs when no or an insufficient amount of gypsum is used in the portland cement. At low temperature, the weight of aluminate bonded water is more than that of aluminate, and is 1.14 times of that of aluminate.

CAH₁₀The aluminate concrete is relatively unstable and easy to dehydrate after drying, so that the strength of the aluminate concrete is reduced after dehydration.

21 ℃ -36 ℃ (also 36 ℃ -64 ℃): 2CA +11H ═ C₂AH₈+AH₃

The corresponding mass ratio: 316+198 ═ 358+ 156100 +62.7 ═ 113+50

Above 35 ℃ (also above 64 ℃, in short, a temperature which is easily reached in the aluminate concrete construction process):

3CA+12H＝＝C₃AH₆+2AH₃the corresponding mass ratio: 378+ 312100 +45.6 ═ 79.8+65.8

The chemical bound water content of 100g CA is 45.6g, i.e. the water-to-gel ratio of the chemical bound water is 0.456.

C₂AH₈Or C₃AH₆Still not very stable and will dehydrate at high temperature or pressure to form CAH and C₃AH₆Hybrid, corresponding chemical reaction equation: c₂AH₈(358) Or C₃AH₆(378)——CAH(176)+C(56)+H(18)

8.1.3.2 chemical dehydration reaction of aluminate cement at different temp

The aluminate cement is dehydrated at high temperature to produce a stable refractory material. For example, calcium aluminate cement is dehydrated at a certain temperature after hydration:

CAH₁₀——C₂AH₈or C₃AH₆——400℃-CAH——550℃-C₁₂A₇——900℃-CA₃——1000℃-CA

AH₃——300℃-AH₇-500 ℃ -a is greater than 1300 ℃ to form: CA + 5A-CA 6 CA₂+4A——CA6

From the viewpoint of refractory castable, we do not particularly intend what the final chemically bound water of refractory cement is. The concrete has the advantages that the concrete can have a good working state in the initial stage (the ready-mixed concrete stage), the concrete has high strength after being solidified in a mold (sprayed), and the concrete has high stability and strength after being baked at high temperature. Therefore, the minimum water consumption is needed under the condition of ensuring the construction performance. The low water consumption can ensure that the unshaped refractory material has the lowest dehydration channel in the dehydration process, and ensure that the aluminate concrete has lower void ratio after drying and high-temperature baking, including lower dominant void ratio and lower recessive void ratio, which also means that the refractory concrete has higher high-temperature strength and refractoriness.

8.2 Cement gel volume Cement gel size

The chemical combination of water with hydraulic cementing materials is a long-term development process (the hydration time is as long as hours, days, tens of days and years, decades or even hundreds of years), which is called hydration reaction; the cement hydration reaction is most severe in the first day after construction, and is gradually followed: the first day hydration reaction is about 40% of the total cement, about 60% on day 3, about 70% on day 7, and about 90% or more on day 28. The water for hydration reaction is called chemical bound water or chemical water. In the stage of concrete mixture, the concrete using amount of water affects the construction performance of the concrete; in the concrete strength increasing stage, after hydration is completed, physical water in the concrete is represented by filling cement gel gaps and air gaps and free water possibly existing outside the gaps. In the concrete preparation, mixing and construction processes (the stage that concrete exists in a mixture state), the concrete water mainly exists in a physical water state and is supplemented by chemical bound water; in the concrete strength increasing stage, the concrete water exists in the mode that hydration reaction water (chemical water) and gap filling water (physical water) coexist, and the free water possibly exists.

8.2.1 estimation of volume physical water reduction coefficient of fully hydrated cement gel

Assuming that the apparent density of the portland cement is 3200kg/m³(other apparent density cements proved similar, slightly), the non-hydrated portland cement paste has different void ratios and when the voids are completely filled with water, the water-cement ratio is W/B, the cement stone volume V after complete hydration (the cement paste volume after hydration), and the apparent volume V of the non-hydrated cement_CThen, after complete hydration, the apparent volume ratio V/V of the cement stone to the unhydrated cement is generated_C：

8.2.1.1 in the unhydrated cement paste in unit volume, the cement particles are arranged into a most compact pyramid structure, the apparent volume of the unhydrated cement accounts for 74%, the void ratio is 26% and is filled with physical water, and the cement paste is prepared by mixing the cement particles with water; water: 260kg/m³Cement: 3200 x 0.74 ═ 2368kg/m³The water-gel ratio W/B: W/B²⁶＝260/2368＝0.1097972973

Water-to-gel ratio 0.1097972973 the ratio of cement volume to apparent volume of unhydrated cement produced after complete hydration of the cement paste:

V/V_C(1/3.2+0.1097972973)/(1/3.2) ═ 1.3513513514 (times) ═ 1.35 times

0.1097972973 < 0.24 cement is completely hydrated to the water-to-gel ratio of cement gel cement, 1.35 times of cement stone is not possible.

8.2.1.2 in the unhydrated cement paste in unit volume, the cement particles are arranged in a determinant mode, the apparent volume of the unhydrated cement accounts for 52.36%, and the void ratio is 47.64% and is filled with physical water: water: 476.4kg/m³Cement: 3200 x 0.5236 ═ 1676kg/m³The water-gel ratio W/B: W/B⁴⁸＝476.4/1676＝0.28424821

And (3) after the cement paste with the water-cement ratio of 0.28424821 is completely hydrated, the ratio of the volume of the generated set cement to the apparent volume of the unhydrated cement is as follows:

V/V_C(1/3.2+0.28424821)/(1/3.2) ═ 1.909594272 (times) ═ 1.91 times

After the cement paste with the water-cement ratio of 0.28424821 is completely hydrated, the volume of the generated cement gel is 1.91 times of the apparent volume of the unhydrated cement.

8.2.1.3 in the unhydrated cement paste in unit volume, cement particles are arranged in an inverse line way and are in a rib-shaped grid structure, the apparent volume of the unhydrated cement accounts for 47.64%, and the void ratio is 52.36% and is filled with physical water: water: 523.6kg/m³Cement: 3200 x 0.4764-1524.5 kg/m³The water-gel ratio W/B:

W/B⁵²＝523.6/1524.5＝0.3434568711

and (3) after the cement paste with the water-cement ratio of 0.3434568711 is completely hydrated, the ratio of the volume of the generated set cement to the apparent volume of the unhydrated cement is as follows:

V/V_C(1/3.2+0.3434568711)/(1/3.2) ═ 2.0990619875 (times) ═ 2.1 times

After the cement paste with the water-gel ratio of 0.3434568711 is completely hydrated, the volume of the generated cement gel is 2.1 times of the apparent volume of the unhydrated cement.

By the same token, we can easily deduce: when the apparent volume of the fully hydrated cement gel is 2.1 times that of the unhydrated cement, the apparent density is 3100kg/m³The water-cement ratio of the mixture is 0.3545; apparent density 3000kg/m³The cement and mixture water-cement ratio is 0.3664.

The apparent density of silicate cement is 3000kg/m³On the left and right sides, in order to calculate the physical water reduction of concrete, the physical water reduction coefficient of the fine primary cementing material is measured according to 0.35.

The concrete physical water reducing volume sigma V is combined with the medium-small particle diameter ratio aggregate filling rule of the digital concrete filling rule_W-Comprises the following steps:

∑V_W-＝0.35S₁+2.41¹*0.35S₂+2.41²*0.35S₃+……+2.41^n-1*0.35S_n………………………………………14

in the formula, S_n-1The equivalent particle size is S_nThe equivalent particle size is 1.366 to 5.8 times (i.e., S)_nThe equivalent specific surface area is S_n-1Equivalent specific surface area of 1.366 to 5.8 times), S₁、S₂、S₃、……、S_nWeight is equivalent cement weight.

The use of the grinding powder means that the concrete has better water retention, more balls and sliding plates, better workability such as easier pouring, easier vibration, less easy segregation and the like, and a water vapor escape channel is narrower.

8.2.1.4 in the unhydrated cement paste in unit volume, the cement particles are arranged in an inverse pyramid-shaped rib-shaped grid structure, the apparent volume of the unhydrated cement accounts for 26%, and the void ratio is 74% of the physical water filling: water: 740kg/m³Cement: 3200 x 0.26 ═ 832kg/m³The water-gel ratio W/B:

W/B⁷⁴＝740/832＝0.88942307692

the bar-shaped reverse pyramid cement gel structure with lower strength and interconnected gaps is formed, and the porosity of the cement gel reaches 76%. This is also the reason that some concrete structures can still be normally used after being elaborately constructed and maintained before the additive is used (for example, before the 50 s in the 20 th century) (and is also the reason that the concrete structures have low creep strength, high resistance to freezing and thawing, poor conductivity and poor durability). In the period of using the high-efficiency admixture, the water-cement ratio of 0.89 cannot occur, and only theoretical discussion is made. The apparent volume ratio of the set cement to the unhydrated cement at this time is as follows:

V/V_C(1/3.2+0.88942307692)/(1/3.2) ═ 3.8461538462 (fold).

Under the action of constant load, water in the set cement escapes (loses water under pressure), the volume of the set cement is reduced, and concrete creep and aluminate concrete strength attenuation are formed. The cement formed by the high water cement ratio concrete has the characteristics of low strength and high creep.

8.2.2 Cement fragment size Cement fragment group molecular formula

The cement gel is set to be in a six-body state in the most compact state (the cement gel in the three-dimensional space can only be in the six-body state). According to the void ratio rule, under the extremely dense condition, the gel molecules account for 74% of the volume of the gel, the water molecules account for 26% of the volume of the gel, and the water molecules are uniformly distributed in eight corners of a regular hexahedron by taking the center of cement gel as the center. Let the gelled molecule have a diameter of phi₁Water molecule diameter of phi₂Gel volume V, then: phi when V is equal to phi₁ ³……………………………………(1)

Since 26/8 is 13/4 is not equal to an integer, the number of water molecules at each corner of the regular hexahedron is at least 13, the minimum number of center cement gel molecules combined with water molecules is 13 n-8-104 n (n is more than or equal to 1) water molecules, and the volume of each water molecule in the cement gel is assumed to be phi₂ ³And then: 104n x phi₂ ³＝0.26V…………(2)

Obviously, the water molecules contained in the eight corners of the cube are identical-i.e., the gel is multi-directionally symmetric about its center. From the principle of symmetry, it is clear that the water molecules at each corner of the gel are at least a multiple of 2. Obviously, when n is 2, solving the equations (1) and (2) yields: phi is a₁/φ₂＝9.283177667

Since the diameter of the water molecule is

cement gel molecular size:4*9.283177667×10^-10m＝3.7132710668nm

i.e., the cement fraction has a molecular diameter at least 9.28 times the diameter of a water molecule. The ment cement gel molecule diameter or side length was 3.7132710668nm, which is consistent with the results observed with a photoelectron microscope.

Since the bound water of a cement gel is 208 water molecules at a minimum, it is clear that the cement gel "molecules" are present in the form of "clusters". A cement gel "molecule" may contain n C3S, m C2S, p C3A, q C4AF, and 208 water molecules a times (n, m, p, q, and a are all natural numbers). The chemical formula of a "molecule" of a cement gel cluster is: n (C3S). m (C2S). p (C3A). q (C4AF). a208H

Since the size of the cement gel is only 3.7132710668nm, which is 9.283177667 times of the size of water molecules, the volume ratio is 9.283177667 of the water molecules³800 times, the volume ratio of chemically bound water in cement gel molecules is as follows: 208/800 × 100% ═ 26%, the internal pore diameter of the cement gel is only one water molecule. The cement gel cement has the chemical formula: n (C3S), m (C2S), p (C3A), q (C4AF), a208H, a ═ 1 chemical equation holds.

Therefore, the cement gel fragment group molecular formula: n (C3S). m (C2S). p (C3A). q (C4AF). 208H.

Because the chemical bonding water in the cement gel cement is 26 percent of the volume of the cement gel cement, the coarsest part of the hinge after the cement gel cement is hydrated is

The hinge is divided into

In this cement gel fragment, no voids larger than water molecules exist. A single, "pure" cement gel, which is fully hydrated with only 0.23 water to water-gel ratio, is a pyramidally arranged, heterogeneous structure of flocculent molecular clusters.

8.2.3 volume of cement after hydration

The volume of the cement after hydration is now said to be world wide 32429and the first mode is considered to be unimportant. The inventors have demonstrated with a mathematical method: the water-to-gel ratio of 0.3435 or above, the "maximum volume of cement gel after hydration of cement is 2.1 times the unhydrated volume of cement" proves.

The cement gel is arranged in a reverse-row rib-shaped grid structure, the maximum void ratio is 52.36 percent, and the volume ratio of the cementing material of the rib-shaped grid structure is 47.64 percent. In cement stone (only water and cement), the volume of cement with a rib-shaped grid structure accounts for 47.64%, the volume of hydrated water accounts for 52.36%, the volume of cement gel is V1, the cement gel has the maximum hydrated volume, the total quantity of unhydrated cement is used least, and Vc is 0.4764, wherein the volume of the cement gel is the apparent volume of unhydrated cement: V/Vc 1/0.4764 2.099076406 (times) 2.1 (times)

The above calculations are surprisingly consistent with actual measurements. Specifically, refer to the publication of 2011 april of architecture industry, entitled "concrete properties" of mr. a.m. neville in uk, 18-22 pages "volumes of hydration products" of liu county, xuan cold luminescence, etc. The difference between the two is that one is the actual measurement and the multi-party demonstration result with length of 4 pages, and the other is the mathematical calculation result only using 115 words.

We have found that: the maximum volume of fully hydrated cement gel with a stable structure is 2.1 times the apparent volume of unhydrated cement.

8.3 maximum water-to-gel ratio of durable concrete in hinge force cement gel structure form

Before discussing the maximum water-gel ratio of durable concrete, we need to introduce the definition of hinge force and discuss the possible structural form of cement gel after hydration.

8.3.1 definition of hinge force

After the cement is hydrated, cement with different water-cement ratios can form cement gels with different volumes. In the case where the cement is completely hydrated into a cement gel at a water-to-cement ratio of greater than 0.3434, a cement gel having an apparent volume 2.1 times that of the unhydrated cement is formed. In the whole hydration process of cement particles, the cement particles are expanded by 2.1 times to form cement gel floccules. The cement gel floccules and the aggregate surface layer are mutually overlapped in a three-dimensional space to form a hinge. The hinge joint formed by the cement gel in the space structure can form a statically determinate structure and a statically indeterminate structure in structural mechanics, so that the concrete has strength. The inventor refers to the hinge force, which is the force for resisting the damage of the concrete member and is generated between the cement gel and the aggregate surface layer due to the statically determinate and hyperstatic structure formed by the floccule.

8.3.2 possible structural forms between Cement gels

In concrete with a certain water consumption, the possible structural form among the molecules of the completely hydrated cement gel is as follows: a compact regular pyramid structure; or b a positive row-column bead arrangement structure; or c, reverse row type rib-shaped arrangement structures; or d, an inverse pyramid rib structure; or e-suspension type structure (because of water suspension, the concrete is in a state of unable to generate strength at this moment); or f a mixture of two or more. The mixed structure can be expressed as 10 mixed two combinations, 6 mixed three combinations and 2 mixed four combinations in 23 expression forms in theory.

It is known that whether the admixture is used, the forced mixer is used, the vibration construction machine is used, and the post-curing is carried out, the concrete can be an ideal (generalized) homogeneous structure, and the hydrated cement gel is probably not the best. Therefore, the structural form of the cement gel mixed with the four combinations is only the structural form which exists in theory. The condition of a positive pyramid structure, an inverse pyramid structure or a suspended structure between cement gels, or the condition of a positive-line bead-shaped arrangement structure or a negative-line rib-shaped arrangement structure between cement gels cannot occur in well-designed, prepared, constructed and maintained concrete. The four cement gel combinations are not discussed.

The use of high-performance additives reduces the total water consumption of the premixed concrete, and ensures that the equivalent water-cement ratio of the concrete cannot be more than 0.6.

8.3.3 fully hydrated Cement gels having various order of Water to gel ratios

1) Fully hydrated low apparent density cement, water-to-cement ratio when the cement gels are arranged in pyramids and the voids are filled with water:

we assume the cement to be apparentDensity 2600kg/m³And (3) compounding cement. The cement is completely hydrated to generate set cement under the long-term excitation of alkali, and the volume of the set cement is 2.1V_ρC2.6, the pyramid structure arrangement between cement gels, 26% void fraction is completely filled with water, when the void filling water is assumed to be X, then:

x/(2.1/2.6+ X) ═ 0.26 solves the equation: 0.28378378378

Namely the completely hydrated composite cement, when the cement gels are arranged in a pyramid shape, the weight of water for filling the gaps is 0.284 of that of the unhydrated cement.

The cement gels of the set cement are closely arranged in a pyramid structure, and the water-gel ratio is as follows when the gaps are filled with water: 0.284+ 0.24-0.524

Apparent density 2600kg/m³The composite cement is completely hydrated into cement gel, the cement gel is arranged in a pyramid structure, and the maximum water-gel ratio is not more than 0.524 when the cement gel gaps are filled with water.

2) Fully hydrated apparent density 2600kg/m³Cement, water-to-gel ratio when cement, inter-cement gel pyramid arrangement and water filling in the gaps:

apparent density 3200kg/m³The portland cement is completely hydrated to generate cement gel, the volume of the cement gel is 2.1 times of the apparent volume of the unhydrated cement, namely the volume of the cement gel is 2.1V_ρC/3.2. The cement gel is arranged in a pyramid shape, 26% of gaps among the cement gels are completely filled with water, and if the water filled in the gaps is X: x/(2.1/3.2+ X) ═ 0.26 solves the equation: 0.23057432432

Namely: completely hydrated apparent density of 3200kg/m³When cement and cement gel are arranged in a pyramid shape, the water consumption for filling the gaps is 0.23057432432 times of the weight of unhydrated cement.

As the maximum hydration volume of the cement is 2.1 times of the apparent volume of the unhydrated cement, the chemical bound water of the portland cement is 0.24, the chemical bound water of the aluminate cement is 0.456, and the porosity among cement gels is 26 percent, the water for filling the cement gel gaps is as follows: 0.23057432432 ═ 0.231

We have found that: the silicate cement gel is closely arranged in a pyramid structure, and when the gaps are filled with water, the equivalent maximum water-gel ratio is 0.574. The aluminate cement gels are closely arranged in a pyramid structure, and when the gaps are filled with water, the equivalent maximum water-gel ratio is 0.687.

3) The fully hydrated cement gels are arranged in a matrix and the voids are filled with water at a water-to-gel ratio

In the cement stone formed by completely hydrating the cement gel after hydration, the water penetration is possible only when the porosity between the cement gels is 47.64 percent at the lowest. Assuming that the cement gels are arranged in a bead-shaped determinant and are filled with water X, assuming that the volume of the cement gel which is completely hydrated is 2.1 times of the apparent volume of the unhydrated cement and the volume of the cement gel which generates set cement is 2.1/3.2, then: x/(2.1/3.2+ X) ═ 0.4764 solves the equation: 0.59709224598

The water-cement ratio of silicate concrete is up to above 0.84, the water-cement ratio of aluminate concrete is up to above 1.05, and a statically determinate structure in structural mechanics can be formed between cement gels. Such high water-to-gel ratios are not currently possible and will not be discussed.

8.3.4 equivalent water-gel ratio below 0.574

When the water-cement ratio of the concrete is reduced to 0.574, the porosity e → 26% of the completely hydrated cement gel (cement stone), and the pores are filled with water; when the water-cement ratio of concrete is reduced to below 0.574, the volume V of fully hydrated cement gel_Gelling→ 74%, strong volume stability between fully hydrated cement gels (minimal chemical shrinkage); the porosity between cement gel e → 26%, the pores are filled with part of water and part of gas (vacuum). Due to hydration and heat release in the cement gel generation process, when the water-cement ratio of the concrete is less than 0.574, the air volume in the concrete is expanded rapidly by heat (the air expansion coefficient is 1+ T/273), the air volume is increased by 10-20% (water also absorbs heat, and the volume is increased), and at the moment, the cement stone void ratio e → 26%. After the cement is completely hydrated, the temperature of the concrete is reduced, and negative pressure (tensile stress) is formed between cement gels. This is brittleThe material has low bending tensile strength.

This means that the equivalent water-to-gel ratio is not more than 0.574 cement gel structure, the void ratio between cement gels e → 26%, and the possible structural form between cement gels is: a compact regular pyramid structure; or: b, a compact pyramid structure and a determinant structure mixed structure (a concrete upper layer slightly floating on water); or: c, a compact pyramid structure, a determinant structure and an inverse determinant rib structure mixed structure (under the condition that cement slurry in concrete partially floats upwards, the inverse determinant rib structure appears on the uppermost layer of the concrete-the structure is good medicine for controlling floor concrete cracks); or: d, a compact pyramid structure, an individual column structure, an inverse column rib structure and an inverse pyramid structure are arranged to form a mixed structure (when cement slurry in concrete floats upwards in a large amount, the uppermost layer of the concrete has the inverse pyramid structure, the concrete bleeds water in a large amount, and the concrete is difficult to construct). The fifth structural form cannot occur among cement gels. It also means that the cement gel volume is stable and the concrete is cost effective.

8.3.5 cement gel molecular hinge size

Since the cement gel molecule diameter or side length is 3.713271nm, the volume of the cement gel after hydration is 2.1 times of the apparent volume of the unhydrated cement, assuming that the cement gel molecules and the unhydrated cement molecules are all regular hexahedrons (assuming that all are spheres, the same result is obtained), the cement molecule size §: then:

2.1*§³＝3.7132710668³solving the equation: 2.8996809946 §

Cement gel (increase) hinge size:

the length of the cement gel molecular hinge is only longer than one water molecule diameter (the water molecule diameter is

) Slightly longer. Under the condition of more free water, the cement gel molecules are easily separated by water moleculesAnd the cement gel hinges can not be hinged with each other, and the single cement gel is in a structure static structure. Therefore, if the cement gel molecules in the concrete are fully cemented together to form the maximum strength (including compressive strength and bending tensile strength), and the concrete has stable volume and high durability, the equivalent water-cement ratio of the concrete needs to be strictly controlled to be less than 0.574, the complete and hyperstatic articulation among the cement gels is ensured, and the maximum equivalent water-cement ratio of the concrete is certainly less than or equal to 0.574.

If the aluminate concrete is used in a freeze-thaw environment, the concrete with a water-to-cement ratio of 0.55 or less is durable. When the aluminate cement refractory cement is used as a refractory cementing material, the water-cement ratio is less than or equal to 0.574, and the highest cost performance is achieved only by aluminate cement in refractory concrete.

8.4 Total Water for premixed concrete

The inventor divides the water used for the ready-mixed concrete into two parts: w is the amount of water only for filling all aggregate gaps of the ready-mixed concrete (at the moment, the concrete does not flow, all the concrete except water comprises sand, stone, cement, mineral powder, fly ash, silica fume and ground powder, the surfaces of the concrete are wet, and the gaps are filled with water)₀(ii) a And the water consumption W with slump of h is that the gap is completely filled and the premixed concrete flows_h. Water consumption W for filling gap₀And the amount of flowing water W_hWater consumption W for pre-mixed concrete mixture_L. The water requirement of concrete is related to the shape of raw material particles, and the water consumption can be reduced by using the bead-shaped particle material such as fly ash because of the ball effect slide plate effect and the same slump expansion degree.

8.4.1 Total Water consumption for filling voids in concrete mixture materials without Admixture

8.4.1.1 We know that: the concrete consists of three-level materials of coarse aggregate, fine aggregate and cement mineral powder fly ash, and when no additive is used:

1) assuming that the particles of the three-stage aggregates are completely round (the condition does not exist), the determinant arrangement among the three-stage aggregates leads to 47.64 percent of gaps among the materials when a beaded grid structure is formed, and the water consumption for filling all the gaps is as follows:W₀＝eg*es*ec*1000＝1000*0.4764³＝110kg

2) supposing that aggregate particles have multiple edges and corners and are in a needle-like shape (fine aggregates are mechanism corundum aggregates or contain more needle-like alumina powder), the inverted bead-shaped structures of the tertiary aggregates are arranged into a rib-like grid structure, the void ratio among materials is 52.36 percent, and the void ratio can float up and down by 0.5 percent, and the water consumption for filling the whole gap is as follows:

W₀＝eg*es*ec*1000＝1000*(0.5236±0.005)³＝145±5kg

3) because absolutely mellow and full aggregate does not exist almost, and river sand is the semicircle moist state, and the half muscle form grid structure of tertiary aggregate is arranged, and half pearl-shaped structure determinant is arranged, and the void fraction is two median 50% between the aggregate to the void fraction can have 0.5% fluctuation, the water of filling the space this moment: w₀＝1000*(0.5±0.005)³＝125±5kg

8.4.1.2 Cement mortar is composed of fine aggregate, cement powder and fly ash two-stage aggregate, when the 'pure' mortar does not use admixture (air entraining agent + regulator):

1) aggregate for half a half moist state, and half a reverse pearl-shaped structure determinant of whole two-stage aggregate is arranged, and half a pearl-shaped structure determinant is arranged, and the porosity median is 50% between the aggregates, fills whole space water consumption this moment: w ═ e_S*e_C*1000＝1000*0.5236*0.5＝260kg

2) Supposing that the aggregate particles have multi-edge angles and are in a needle sheet shape, all two-stage aggregate inverted bead-shaped structures are arranged to form a rib-shaped grid structure, the gap between materials is 52.36 percent, and the water consumption for filling all gaps is as follows: w ═ e_S*e_C*1000＝1000*0.5236²＝275kg

The above calculations are easily supported by the test results. In the test, it is noted that the mortar is pure mortar without any air-entraining component and in a sufficient amount.

Therefore: when no additive is used, the water requirement W of the three-level aggregate concrete mixture is that the theoretical slump is 0₀Aluminate concrete W₀145 plus or minus 5 kg; two-stage aggregate mortar mixture with water requirement W when theoretical slump is 0₀Water requirement W₀275. + -.5 kg.

8.4.2 Water flow in concrete without Admixture

As the water consumption of the concrete is 230 plus or minus 5kg when the slump is 210 plus or minus 10mm in the water reducing rate test (at the moment, the sand is specified as river sand with fineness modulus of 2.6-2.9 by the specification); when the river sand in the concrete water reducing rate test is replaced by the machine-made sand, the water consumption for the slump 210 +/-10 mm is 250 +/-5 kg. Easy to push out: without admixture, "pure water" gave a slump of 10mm, the mortar gave a consistency of 10mm and the water was 5 kg.

8.4.3 concrete without Admixture, Total Water used when slump (consistency) is h

Water for concrete (mortar), apparently, water W for filling the gap when slump is 0₀And water W is used to give slump (consistency) of the concrete_hAnd (4) forming. It is derived from this section that we know: water consumption W when concrete slump (mortar consistency) is h (unit mm) without using additive_h(unit kg/m)³)：

W_h＝W₀+0.5h…………………………………………………………………………15

8.4.4 when the water reducing rate of the admixture is constant and the slump (consistency) of the concrete is h, the total water is used

When the admixture with a certain mixing amount and the water reducing rate of the concrete (mortar) of β is used, the water consumption W is when the concrete slump (mortar consistency) is h_βh(slump error. + -. 20 mm): w_βh＝W_h(1-β)…………………………………………16

Wherein (road, pavement and dam) roller compacted concrete or (highway, railway and pavement) cement stabilized macadam foundation, and h is 0. The mortar needs to fully consider the air entraining function of the regulator. The inventor knows that: the air-entraining amount of the mortar is usually large, the air-entraining amount is more than 10 percent, the individual air-entraining amount is close to 30 percent, and the volume weight of the wet-mixed mortar is usually 1800-³And the mortar has a certain distance from the mortar volume weight without the air entraining agent regulator. The mortar water reducing regulator sold in the market is mainly delayed coagulation and foaming, and is dare not to maintain as to the water reducing rate.

The water reducing rate β is different according to different raw materials when the admixture is added, the admixture addition is constant for the same raw material concrete, the water reducing rate of the concrete is constant, the variety, type, addition and adaptability to the raw materials of the admixture determine the water consumption of the concrete, mortar or pervious concrete in a certain state, and to a certain extent, the volume stability of the concrete mixture and the water absorption of the dry aggregate determine the concrete slump loss with time.

Because the maximum concrete water reducing rate of the saturated polycarboxylic acid admixture can reach 39 percent, the water consumption of the concrete can be reduced to 0 when the slump of the concrete is 0, and the water requirement W for filling aggregate gaps is high₀(ii) a The low-grade concrete using the admixture rarely has the total water consumption exceeding 175 kg.

The above proves that the (less strict) water consumption determination rule in the concrete science is indirectly proved: in the single-component concrete mixture, the water consumption is certain, and the slump is also certain; when the water consumption is fixed, the concrete slump does not change along with the change of the mixing proportion.

8.5 influence of raw materials on the amount of additive and saturation point of additive

Factors such as the particle shape, the particle size, the surface structure, the acid-base property of raw materials, the carbon content and the like of the concrete raw materials have great influence on the water reducing rate and the using amount of the additive. Particularly, the pH value of the raw materials has great influence on the water reducing rate and the collapse protecting time of the admixture concrete. The inventor tests that the limestone powder in the machine-made sand, the acidic polycarboxylic acid additive and the powder containing more powder ground by using the alkaline limestone can react to remove 2-4kg/m in 3 hours³The concrete phenomenon of the polycarboxylic acid admixture is that the concrete slump loss is caused by time (2 to 4kg/m is added more³The polycarboxylic acid admixture of (1) disappears in the loss phenomenon with time, and the inventors believe that the admixture is in a saturated state). After the admixture is adjusted to be neutral, the polycarboxylic acid admixture is less used by 2-4kg/m³The concrete loss phenomenon disappears with time. Judging the acid-base reaction of the limestone alkaline stone powder and the polycarboxylic acid additive. The comparative test that the coarse aggregate is limestone and volcanic rock shows that the acidity and alkalinity of the coarse aggregate basically have no influence on the loss of the polycarboxylic acid admixture with time, which indicates that the acid-base reaction and the acid-base reactionTheir contact area is relevant. The water reducing rate of the concrete admixture is greatly influenced by the size of raw material particles and the acidity and alkalinity of the raw materials. The shape, the grain composition and the surface structure of the raw material sand grains have great influence on the water reducing rate of the concrete; the inventor has observed that the multi-edge flaky graded sand needs 8.5kg of additive to achieve the same water reducing rate. The influence of the carbon content in the fly ash and the sand on the dosage and the use effect of the additive is mainly the increment of carbon adsorption.

Saturation point: the concrete water reducing rate reaches a certain peak value, the slump of the concrete can be ensured not to be greatly changed within a period of time, the dosage of the additive is increased, the concrete water reducing rate cannot be improved, but the phenomenon of slurry segregation is generated, a plurality of technicians visually call the yellow soup, and the dosage of the additive is called the saturation point of the concrete water reducing rate.

We in this chapter conclude that: the durability of concrete is related to the durability of raw materials, the apparent density and the maximum water-cement ratio of the used cement, and the homogeneity of concrete. Reasonable materials (including particle size ratio and weight ratio) of the concrete have the maximum durability.

9 equation of concrete strength

9.1. Volume of concrete mixture and porosity of concrete

Theoretically, the volume of concrete mixture is the sum of the apparent volume of all concrete composition aggregates and the volume of gas-forming voids: v_{Concrete and its production method}＝∑V。

Concrete gas-forming gap V_GThe grinding and compacting device is related to the construction level, the construction elaboration degree, the surface state of raw materials, the particle size, the particle shape (mainly needle-shaped and curved surface-shaped contents), the performance of the raw materials (mainly additive air entraining), the work done by vibration equipment, the grinding and compacting times and the grinding and compacting time of constructors, and floats up and down in a certain range. Fine construction, good aggregate property (proper surface regular particle size), no air entraining of admixture, advanced equipment, air voidage of 0-1% in laboratory, and air voidage e in construction site_G1% -3% (laboratory only); using air-entraining admixture, normal operation and concrete air void ratio e_GIn (3-7)) % range floating; self-compacting concrete, finely ground fly ash concrete gas void fraction e_GThe float range was (5-10)% (occasionally 3-4% voids with gas are visible); the gas-formed gap of the leakage vibration concrete can reach more than 12 percent. The air gaps of the air-entraining mortar are more than 10 percent in common.

To simplify the calculation, we specify a sum of the apparent density volumes of the concrete components of 970-990 liters. When the gas-forming gap of the concrete is more than 3%, the gas content is directly added to estimate the strength of the concrete.

The concrete gap is an aqueous gap V_WGas (gas) forming a gap V_GAnd (4) summing. The formula is expressed as:

e_{concrete and its production method}＝e_W+e_G＝V_W/V_{Concrete and its production method}×100％+e_G………………………………………………………17

9.2. Equation of strength of concrete

When the cement consumption is more than or equal to 263kg/m³When w/B is less than or equal to 0.574, for silicate cement concrete and aluminate concrete, the concrete strength is a function of the concrete void ratio and the cement strength; the strength equations of the light aggregate concrete, the common aggregate concrete and the protective concrete are as follows:

δ＝log_f100e_{concrete and its production method}………………………………………………………………………18

Formula 1-formula 19: c, cement and weight thereof; c_GlueCement, acting as a cementitious material and its weight; c_{Ash of}As filler cement ash aggregate and its weight; d_m、e_Dm、ρ_mThe weight, the void ratio and the apparent density of the m-grade aggregate are respectively; m is any positive integer; volume V; f: test piece constants related to the shape of the concrete test piece: for a cubic test piece of 150 × 150 × 150mm, f is 1.9; for a test piece with the diameter of 150mm and the height-diameter ratio of 2 cylinders, f is 1.7; f is 1.6 for a prism test piece with the edge length of 150mm and the height ratio of 2; r: concrete compressive strength of 28 days under standard curing conditions; theta, the dosage coefficient of the concrete cementing material with the value not more than 1, and the actual dosage C of the cementing material_{Fruit of Chinese wolfberry}And the minimum amount of C_minThe ratio of: theta ═ C_{Fruit of Chinese wolfberry}/C_min，θ＝C_{Fruit of Chinese wolfberry}/C_minWhen the value is more than or equal to 1, taking 1; hard dry concrete C_min＝240kg/m³(ii) a Plastic concrete C_min＝270kg/m³(ii) a Fluid concrete C_min＝320kg/m³(ii) a Self-compacting concrete C_min＝370kg/m³(ii) a b: strength constant related to apparent density of cement: for aluminate cements using eu test standards: apparent density 3250kg/m³The time intensity constant b is 4.30; apparent density 3200kg/m³The time intensity constant b is 4.29; apparent density 3100kg/m³The time intensity constant b is 4.27; apparent density 3000kg/m³The time intensity constant b is 4.25; apparent density 2950kg/m³Time intensity constant: b is 4.24; for aluminate cement tested by the Chinese method, the strength constant is only used as reference: CA50 with intensity constant b of 3.92; the reference values of the strength constants of CA60, CA70 and CA80 are as follows: b is 3.67-3.72; for silicate cement using ISO679-2009 standard test method: rho_C＝3200kg/m³When b is 4.31; rho_C＝3100kg/m³，b＝4.29；ρ_C＝3000kg/m³When b is 4.27; rho_C＝2900kg/m³When b is 4.25; the strength constant becomes smaller as the apparent density of the cement becomes smaller; sigma_IThe 28-day compressive strength of the silicate cement by an ISO679-2009 method; 3-day strength of aluminate cement under standard curing conditions; e.g. of the type_{Concrete and its production method}: and (5) preparing the void ratio of the concrete.

9.3 aluminate series cement strength constant

The aluminate cement mainly uses calcium aluminate cement and barium aluminate cement. Mainly composed of monocalcium (barium) aluminate Ga (Ba) OAI₂O₃Dicalcium aluminate (barium) Ga (Ba) O2AI₂O₃Dodecacalcium heptaluminate (barium) 12Ga (Ba) O7AI₂O₃And the like.

9.3.1 compressive strength constant of aluminate cement in European Union, USA and Japan

As the French, American and Japanese aluminate cement mortar uses European Union standard, the cement mortar compression strength test uses the following mixture ratio: standard Al, aluminate cement and water (4: 1: 0.5), standard alumina apparent density 3600kg/m³Apparent density of aluminate cement 2950-3250kg/m³Apparent density of water meter is 1000kg/m³. Under standard laboratory test conditions, we assume an air void of 0% (although visible, this visible void is assumed to be part of the concrete, and the void is 0), and the concrete void fraction is the cement mortar water void fraction. From the concrete equation set:

1) aluminate cement apparent density 3250kg/m³：e_{Concrete and its production method}＝e＝0.5/(4/3.6+1/3.25+0.5)*100％＝26.06％

Cement strength constant: b ═ R⁰/R²⁶＝4.2993866935＝4.30

2) Aluminate cement apparent density 3200kg/m³：e_{Concrete and its production method}＝e＝0.5/(4/3.6+1/3.2+0.5)*100％＝25.99％

Cement strength constant: b ═ R⁰/R²⁶＝4.2887987401＝4.29

3) The apparent density of the aluminate cement is 3100kg/m³：e_{Concrete and its production method}＝e＝0.5/(4/3.6+1/3.1+0.5)*100％＝25.86％

Cement strength constant: b ═ R⁰/R²⁶＝4.2691728947＝4.27

4) Aluminate cement apparent density 3000kg/m³：e_{Concrete and its production method}＝e＝0.5/(4/3.6+1/3+0.5)*100％＝25.71％

Cement strength constant: b ═ R⁰/R²⁶＝4.2465878048＝4.25

5) Aluminate cement apparent density 2950kg/m³：e_{Concrete and its production method}＝e＝0.5/(4/3.6+1/2.95+0.5)*100％＝25.64％

Cement strength constant: b ═ R⁰/R²⁶＝4.2360699747＝4.24

The cement strength constant becomes smaller as the apparent density of the cement becomes smaller. The aluminate strength test EU standard is close to the ISO strength constant of portland cement.

9.3.2 compression strength constant of aluminate cement mortar:

in the national standard GB/T201-2015 aluminate cement of the people's republic of China, 7.4 strength 8.4.2 strength molding water cement ratio, cement experts have large open brain holes and are specified: when the CA50 cement is formed, the water cement ratio is determined according to 0.44 and the mortar fluidity reaches 145-165 mm. When the fluidity of the mortar exceeds the flowing range, the water-cement ratio is increased or decreased by integral times of 0.1 on the basis of 0.44 so that the fluidity of the mortar reaches 145-155mm or is decreased to 165-155mm, and the mortar is prepared by the water-cement ratio which obtains the required fluidity when the test piece is formed. "

When the cement of CA60 CA70 CA80 is formed, the water cement ratio is determined according to 0.40 and the fluidity of mortar reaches 145-165 mm. When the flow rate of the mortar exceeds the flow range, the adjustment is carried out according to a CA50 forming method. "

The water consumption of the cement mortar is equivalent to that of the aluminate cement strength test in China, and is not fixed in fact. That is to say, the porosity of the strength test piece can be fluctuated, and the strength ratio of the cement mortar strength and the non-porosity cement mortar strength after standard curing for 3 days is not a fixed value, namely, the fact that the strength constant of the deduced concrete is also changed is supposed to be deduced. And (4) deducing the concrete strength constant according to the specification, wherein the deduction result is only used for reference.

9.3.2.1 for the aluminate cement CA50, assuming that the water cement ratio is 0.44 (the standard water cement ratio is not quantitative, 0.44 plus or minus 0.01n, n is a natural number), the standard sand, the aluminate cement and the water are 3: 1: 0.44, and the apparent density of the standard sand is 2700kg/m³The apparent density of aluminate cement is 3200kg/m³Apparent density of 1000kg/m on water meter³We still assume an air void of 0% under standard laboratory test conditions. Therefore, cement mortar water void ratio, i.e., concrete void ratio:

e＝e_{concrete and its production method}＝0.44/(3/2.73+1/3.0+0.44)*100％＝23.5％

Cement strength constant: b ═ R⁰/R²³＝3.9209016221＝3.92

Namely, CA50 has a strength constant of 3.92 on continental land, and this constant is a reference value because the amount of water used for the preparation of the test piece is variable.

9.3.2.2 for CA60 CA70 CA80, assuming that the water cement ratio of the prepared test piece is 0.40 +/-0.01 n (n is a natural number), the mixing ratio is as follows: standard sand, aluminate cement and water (n is natural number) 3: 1: 0.40 +/-0.01 n, and standard sand apparent density 2730kg/m³The apparent density of aluminate cement is 2950-3200kg/m³Apparent density of 1000kg/m on water meter³Therefore, cement mortar water voidage:

1) aluminate cement apparent density 3200kg/m³：e＝0.40/(3/2.73+1/3.2+0.40)*100％＝22.08％

Cement strength constant: b ═ R⁰/R²²＝bσI/0.268959551bσI＝3.718031192＝3.72

2) The apparent density of the aluminate cement is 3100kg/m³: e 0.40/(3/2.73+1/3.1+0.40) × 100% ═ 21.91%, cement strength constant: b ═ R⁰/R²²＝3.69

3) Aluminate cement apparent density 3000kg/m³: e 0.40/(3/2.73+1/3.0+0.40) × 100% — 21.83%, cement strength constant: b ═ R⁰/R²²＝3.68

4) Aluminate cement apparent density 2950kg/m³: e 0.40/(3/2.73+1/2.95+0.40) × 100% — 21.76%, cement strength constant: b is 3.67

Namely: CA60 CA70 CA80 has a reference value of 3.67-3.72 in the continental China.

9.4 general Portland series cement strength constant

The detailed derivation is shown in the invention's patent specification ' invention principle ' of ' digital concrete preparation method and digital concrete mixing proportion '.

The apparent density of the portland cement is 3200kg/m³When the cement strength constant b is 4.31; the apparent density is 3100kg/m³The strength constant b of the ordinary portland cement is 4.29; apparent density of 3000kg/m³The strength constant b of the ordinary portland cement is 4.27; the apparent density is 2900kg/m³The strength constant b of the ordinary portland cement is 4.25; watch (A)Apparent density of 2800kg/m³The strength constant b of ordinary portland cement is 4.22.

10 aluminate concrete strength attenuation:

for aluminate concrete, after the concrete strength reaches a peak value, the strength gradually attenuates along with the increase of maintenance time.

CAH₁₀、C₂AH₈、C₃AH₆Relatively unstable, easy to slowly dehydrate under high temperature or pressure or dry environment, small cement gel volume, and finally dehydrated CAH and C₃AH₆Mixing the above materials. Namely: CAH₁₀And (3) cement gel dehydration reaction: CAH₁₀——C₂AH₈——C₃AH₆-CAH and C₃AH₆Mixing body

CAH₁₀The bonding water-gel ratio is 1.14, and CAH is formed₁₀The cement gel volume is the apparent volume of the unhydrated cement: (1/3.2+ 1.14)/1/3.2-4.648 times

C₂AH₈The water-to-gel ratio of the combined water is 0.627, thus forming C₂AH₈The cement gel volume is the apparent volume of the unhydrated cement: (1/3.2+ 0.627)/1/3.2-3.0064 times

C₃AH₆The gel-bound water-to-gel ratio is 0.456, and the volume is the apparent volume of the unhydrated cement: (1/3.2+ 0.456)/1/3.2-2.4592 times.

At equivalent water-to-gel ratio of 0.574 or below, the aluminate cement is completely hydrated to generate CAH and C₃AH₆The cement gel has a water-cement ratio of 0.3434, a water-cement ratio of the gaps between the cement gels is 0.23, and the cement gel has a water-cement ratio of CAH and C₃AH₆The volume of the mixture is 2.1 times of the volume of the unhydrated cement.

10.1 CAH₁₀By gradual dehydration of

10.1.1 due to CAH₁₀First dehydrated to form C₂AH₈Its volume ratio is 3.0064/4.68 ═ 0.6424, C₂AH₈Reduced in volume to CAH₁₀The volume was 64.24%, i.e. the void increased 35.76%. Assuming that the strength is 1 when the original cement gel volume is 100 percent, namely R ═ theta b sigma_I(ii) a Void fractionIs e_{Concrete and its production method}35.76 percent, and applying the concrete strength equation set delta log_f100e_{Concrete and its production method}

We have found that: r0.1685 θ b σ_I

The cement gel has the strength of only 16.85 percent of the original strength after the volume is reduced by 35.76 percent.

10.1.2 CAH₁₀After further dehydration, C is formed₃AH₆Gel with volume ratio 2.4592/4.68 ═ 0.5255, C₂AH₈Further dehydration to form C₃AH₆Reduced in volume to CAH₁₀52.55% of the volume and 47.45% of the volume reduction.

Assuming that the cement gel volume is 100%, the strength R is theta b sigma_I(ii) a The volume is reduced to 52.55 percent of the original volume, namely, the void ratio is e_{Concrete and its production method}Using the concrete strength equation set at 47.45%, we can easily find: r0.1163 θ b σ_I

CAH₁₀Dehydration to form C₃AH₆The volume of the cement gel is reduced by 47.55%, and the strength is only 11.63% of the original strength.

10.1.3 CAH₁₀Generation of C₃AH₆The gel remains unstable and eventually stable CAH and C are formed₃AH₆Mixing the mixture of stable cement gel in 2.1 times of the apparent volume of unhydrated cement in 2.1/4.68 (0.4487) with CAH₁₀Compared with the volume, the void ratio is increased by 55.13 percent, and the R is 0.0909 theta b sigma calculated by applying a concrete strength equation system_ITherefore: CAH₁₀Final generation of CAH and C₃AH₆Volume of mixture is CAH₁₀44.87% by volume, strength CAH₁₀Strength 9.1%.

And (3) cement gel dehydration reaction: CAH₁₀——C₂AH₈——C₃AH₆——C₃AH₆And CAH mixture

Gel volume change: 100% V-64.24% V-52.55% V-44.87% V

Change of gel strength: r-16.85% R-11.63% R-Stable at 9.09% R

10.2 C₂AH₈By gradual dehydration of

C₂AH₈The gel volume was 3.0064 times the apparent volume of the unhydrated cement. C₂AH₈Easy dehydration under high temperature and high pressure to form C₃AH₆2.4592 times the apparent volume of unhydrated cement, 2.4592/3.0064 is 0.818, C₂AH₈Dehydration to form C₃AH₆After that, the volume was reduced by 18.2%. By using concrete strength formula, we can obtain the cement gel C₂AH₈Dehydration to form C₃AH₆The porosity of 18.2% is only 31.4% of the original strength.

In fact, C₃AH₆And is not very stable, the concrete can reach a relatively stable state only when the volume of the concrete is reduced to 2.1 times of the apparent volume of the unhydrated cement. This time corresponds to C₂AH₈Volume reduction: 1-2.1/3.0064 ═ 30.15%, using the concrete strength formula, we found that the cement gel was derived from C₂AH₈After dehydration to a mixture, the strength was only 19.7% of its original strength.

And (3) cement gel dehydration reaction: c₂AH₈——C₃AH₆——C₃AH₆And a CAH mixture.

Gel volume change: 100% V-81.8% V-69.85% V, gel strength change: r-31.4% R-is stable at 19.7% R.

10.3 C₃AH₆Is partially dehydrated

C₃AH₆The gel volume is 2.4592 times of the apparent volume of the unhydrated cement, and under the condition of proper temperature and pressure, the gel volume is C₃AH₆Partial dehydration of the gel to form C₃AH₆And a CAH mixture, wherein the mixture is 2.1 times of the apparent volume of unhydrated cement, and flocculent hyperstatic stable structures are arranged among cement gels and among the cement gels and aggregates; continuously heating to ultra-high temperature state, and completely dehydrating the chemically combined water to generate flocculent and completely dehydrated waterDehydrated hyperstatic CA, CA₂、C₁₂A₇The molecular group structure and the volume are still 2.1 times of the volume of the unhydrated cement. 2.1/2.4592 ═ 0.854, C₃AH₆Dehydration of the gel to form C₃AH₆After mixing with CAH, the volume is reduced by 14.6%. By applying a concrete strength formula, when the porosity is 14.6%, the strength of the cement-gel mixture is obtained: r is 0.369 θ b σ_I。

Gel volume change: 100% V-85.4% V, gel strength change: r-stable at 36.9% R.

This is the whole process of strength decay of aluminate concrete under natural and high temperature heating conditions.

C₃AH₆And (3) dewatering strength attenuation: c₃AH₆If the dehydration is continued: c₃AH₆-CAH and C₃AH₆The cement gel is dehydrated, the volume of the gel is reduced to 2.1 times of the volume of the unhydrated cement, and because the water reducing agent with high water reducing rate is popularized, the generation of calcium aluminate dihydrate can be controlled by using a small water-gel ratio, so that the purpose of controlling the strength attenuation of aluminate concrete is achieved. This is one reason why the present invention can formulate higher strength aluminate concrete.

11. With respect to aggregate apparent density

Without an accurate apparent density measurement device, concrete digitization is also a nearly impossible task. In order to solve the problem of the accuracy of aggregate apparent density measurement, the inventor invents a density measurement device- — king density bottle, which is only related to the balance sensing error (observation error and scale error are eliminated, and operation error is reduced). It is introduced briefly here (it seems suspected that the use of the inventor proves that the measurement accuracy is indeed improved to 1kg/m error³Below).

The invention principle is as follows: the wooden barrel short plate principle: the wooden barrel is in a horizontal static position, and the liquid containing amount of the wooden barrel is determined by the shortest wooden plate. The height of the vertical short wood board of the wooden barrel is fixed, and the volume and the quantity of water contained in the wooden barrel are also fixed. The barrel is now a constant volume gauge without any graduation marks.

The Wang's density bottle is an optimized constant volume measuring device, which comprises a volume part and a conduit, wherein a) the appearance of the volume part is similar to a volumetric bottle with a small funnel-shaped top end, a straight pipe part with any diameter, a height which is preferably more than 30mm and less than 300mm and is provided with a hole with the diameter phi of 3mm to 8mm, b) an ∩ type inner hollow siphon with the diameter phi of 3mm to 8mm, the elevation of the top of the ∩ type siphon which is hermetically communicated with the opening of the straight pipe of the volume part is smaller than the maximum elevation of the small funnel of the volume part, and the volume part is hermetically communicated with a ∩ type inner hollow siphon to form the Wang's density bottle.

The density measurement method comprises the following steps:

the test instrument: 1, calibrating one balance; the balance sensing quantity is configured according to the precision required by the measured density; 2, a plurality of beakers are used for connecting liquid flowing out of the guide pipe or supplementing liquid into the constant volume measuring device; 3, numbering 2 or more Wang's density bottles (or Wang's constant volume measuring devices) for parallel test; 4, one liquid transfer device is used for replenishing liquid in the last stage; 5, several litres of liquid r immiscible with the measured material for which the density pr is known at a particular temperature.

Test procedure (exemplified only in the king density bottle):

1) numbering: according to the frequency of parallel tests (1-n.n is a natural number 1, 2, 3, 4), the numbered Wang Density bottles are placed on a horizontal test bed in a relatively fixed horizontal position for parallel tests.

2) Liquid adding and weighing: pouring liquid along the opening of a funnel of the King density bottle until liquid is discharged from a liquid discharge port at the end part of a guide pipe, taking up the King density bottle, slightly shaking to fully discharge air in the liquid in the density bottle, standing until the liquid level is static, carefully moving a constant volume measuring device to a balance, placing a beaker at the liquid discharge port, filling a liquid pipette with the liquid when the liquid level of the liquid in the King density bottle is completely static (the liquid is measured in minutes after a short time), extending the pipette to the upper part of a hole communicated with the volume part along a straight pipe of the volume part, keeping a distance of about one water drop from the liquid level, slowly and carefully replenishing the liquid into the King density bottle by using the pipette until the liquid flows out from the liquid discharge port (the liquid discharged from the King density bottle with a siphon pipe is a string, and the liquid is lower than the lowest end of the hole of the volume part by a few millimeters-a siphon principle, Newton's first law), the liquid was allowed to flow down sufficiently, weighed, and the balance reading A was recorded. More than two thirds of the liquid is poured out for standby.

3) A certain amount of a measured object m is weighed for standby (mass unit g, generally m loose volume is not more than two thirds of the capacity of a volume part; the raw material to be measured must be pre-screened and the maximum diameter should be less than the minimum internal diameter of the funnel of the king density bottle).

4) The measurement m was filled into a king density flask: carefully adding the measured object m into a King density bottle in a way of deviating from the direction of the guide pipe by the bottle-shaped volume part, supplementing a proper amount of liquid along the direction of deviating from the guide pipe, completely flushing the measured object adhered and hung on the wall of the straight pipe into the bottom of the volume part of the King density bottle, taking up the King density bottle, slightly shaking, discharging gas brought by the volume surface of the measured object and gas on the wall of the density bottle, placing the measured object on a horizontal position, standing to enable the measured raw material to fully sink, slowly pouring the liquid along the mouth part of the King density bottle until the liquid in the liquid discharge port flows out of an aligned beaker, and standing until the liquid level is static.

5) Replenishing liquid and weighing: carefully moving the Wang Density bottle to a balance, aligning a beaker with a liquid discharge port, keeping the liquid level of the liquid in the Wang Density bottle completely static, filling the liquid in a liquid transfer device with the liquid, extending the liquid to the upper part of a hole communicated with a closed conduit and a volume part along a straight tube of the bottle-shaped volume part, keeping a distance of about one water drop from the liquid level, gradually and slowly replenishing the liquid into the Wang Density bottle by the liquid transfer device until the liquid flows out from the liquid discharge port (due to the siphon principle and Newton's first law, the liquid discharged from the Wang Density bottle provided with a siphon pipe is a string, and the liquid is lower than the lowest end of the hole of the volume part by a few millimeters), fully flowing the liquid downwards, weighing, and.

6) Calculating the density of the measured object: measured object volume V ═ (a + m-B)/ρ r measured object density ρ ═ m/V

7) Repeating the steps 2) to 6) according to the specified frequency, and performing parallel tests.

8) According to the parallel test frequency n, taking the average: calculating density average rho ═ sigma rho/n

9) The measurement density was corrected according to the laboratory temperature (liquid temperature).

Tests prove that when the liquid is water (or other homogeneous liquid), the same constant volume measuring device with constant temperature is weighed by a balance with sensing quantity of 0.001g for multiple times, and the maximum error is 0.005 g; weighing the same constant volume measuring device at constant temperature for multiple times by using a balance with sensing quantity of 0.01g, wherein the maximum error is 0.01 g; apparent density 3000kg/m³The raw materials are measured left and right, the sensing quantity is 0.01g, and the error of the apparent density of the multiple measurements is less than 0.6kg/m³. Compared with the traditional density measuring device, the measuring precision is at least one order of magnitude higher, and the measuring error can be almost ignored.

The apparent density of the material is accurately measured, and the primary material with small particle size can be filled into the gap formed by the primary material with large particle size, so that the method is a more key step for converting the test science into the calculation science in the civil engineering. The Wang's density bottle solves the problem that how much small aggregate is used to fill the large aggregate gap.

12. Digital concrete model-Wangshi concrete model

From chapter 1-12, we derive a digital concrete structure model-king's concrete model:

the digital concrete model is a multi-combination digital concrete structure model which is established on the basis of the aggregate same-arrangement equal-gap rule, the aggregate single-particle-size rule and the aggregate maximum and minimum void ratio and at least meets one or more than one of the following eight characteristics of A, B, C, D, E, F, J, H: A. digital concrete filling rules; B. the principle of maximum bulk density; C. concrete pocket theory; D. concrete king's rheological characteristics; E. the workability law of premixed concrete; c. hinge law; J. regulating the strength of concrete; H. the concrete durability law; the digital model is a multi-dimensional (time axis of three-dimensional space) universal digital concrete structure model; based on the modern concrete preparation method (patent No. ZL200710111796.8), the concrete is further developed through the recongnition of filling, flowing, strength forming, strength increasing rule and durability rule among concrete aggregates and the further discovery and development of interaction rule among the aggregates and Cement, and the universal and multi-combination digital concrete model is suitable for concrete preparation of all cementing types (hydraulic property, air hardness and thermal sensitivity), all concrete initial states (dry hardness, plasticity and flow state) and all structure types (porous framework compact structure, framework compact structure and suspension compact structure). The digital concrete model can be suitable for preparing aluminate (refractory) concrete, portland cement concrete, road base (airport pavement base) and asphalt mixture, namely resin concrete, and is a universal digital concrete combined model.

The gap of the same communicating space formed by the aggregates in the same arrangement order can be filled by raw materials with particle sizes of one or more than one grade according to a certain volume proportion without increasing and changing the original arrangement order and volume of the aggregates. From chapter 2 of this unit we know: in 47.64 percent of gaps formed by the ball-shaped aggregates arranged in a determinant way, at most 20.4 percent of the gaps can be completely filled into the gaps formed by the thicker aggregates by the aggregates with the particle diameter ratio of 1, 366, without increasing or changing the original arrangement order and volume of the aggregates, thereby playing a certain role in compacting; in addition, 27.64% of the voids require that the aggregate having a grain diameter ratio of no less than 2.4142 be filled in a certain volume range, and complete densification is achieved without increasing the order and volume of the aggregate. The voids of the coarse aggregate particles in the 26% of the voids formed by the pyramidal arrangement of the spherical aggregate particles can be filled with the fine aggregate particles having a grain size ratio of not less than 4.45 and not less than 6.46 at a predetermined ratio without increasing the volume of the coarse aggregate particles. Namely: the same connected gaps formed by a certain specific arrangement order can be filled with a particle size ratio according to a specific volume ratio; the gap of the aggregate can be filled by 2 kinds of fine aggregates with the particle size proportion according to the specific volume proportion, and the arrangement order among the coarse aggregates and the volume of the coarse aggregates can be not changed, so that the gap of the aggregate reaches a compact state.

The particle size ratio of the large-grade aggregate to the small-grade aggregate is more than 1.366, and in order to ensure that the small-grade aggregate and the large-grade aggregate form a gap:

a) the small aggregate is completely free from filling in the gaps of the large aggregate (mainly used for preparing permeable cement concrete and open-graded drainage type asphalt macadam bases), and the arrangement order and the volume among the large-grade aggregate particles are not changed. Or: b) the small aggregate forms incomplete filling for the large aggregate gap (mainly used for pervious concrete, refractory dry blend, preparation of semi-open graded asphalt macadam and preparation of skeleton dense asphalt mixture), and the arrangement order and the volume among the large-grade aggregate particles are not changed. Or: c) the small aggregate is completely filled in the large aggregate gap, has no surplus or deficiency (can be used for preparing roller compacted concrete, sprayed concrete, road pavement concrete, airport pavement concrete, hydraulic concrete, marine concrete and skeleton dense asphalt mixture, and has the structural form with the minimum void ratio), and does not change the arrangement order and the volume among the large-grade aggregate particles. Or: d) the small aggregates have a certain margin after forming and completely filling the large aggregate gaps (the n-grade surplus part of the aggregates is used as balls and sliding plates when the aggregate with the larger particle size is displaced by one grade or more than one grade, and is used for preparing dry-hard, plastic, flowable, self-compacting concrete and suspension compacting asphalt mixture, and can be widely used for designing and preparing concrete mix proportion of maritime work, water work, industrial and civil construction and highway and railway foundation construction), and the arrangement order among the large-grade aggregates can be unchanged in theory but has increased volume.

The concrete is formed between the small-grade aggregate and the large-grade aggregate: a) no filling at all; or b) incomplete filling; or c) completely filling without surplus, or d) completely filling with a certain surplus; the filling factor A of the first-grade aggregate is completely ensured to be valued in a certain range. Through the change of the filling coefficient A of the small-grade aggregate, the aggregate can form the set filling: a is 0, the grade of aggregate is not used, and the porous framework is of a compact structure (the frameworks are not filled with the aggregate, the porosity is 25% -45%, and the thin-wall structure can reach a large value of the porosity). A is more than 0 and less than 1, the large aggregate forms a gap which is not completely filled, and the porous framework is a dense structure (the large aggregate forms a gap which is partially filled but not completely filled; when the two-stage aggregate is adopted, the void ratio is adjustable and controllable between 8% and 44%, and the thin-wall structure gap can reach a large value). A is 1, the large aggregate forms a gap to be completely filled and has no surplus or deficiency, the structure between two-stage aggregates is a skeleton compact structure, (the large aggregate forms a gap to be completely filled and is a completely compact structure, and when the first gap and the second gap are filled, the void ratio can be less than or equal to 14 percent and can be adjusted between 7 percent and 14 percent). A is more than 1, the suspension is compact (after the large aggregates form gaps and are completely filled, the small aggregates have surplus, the surplus small first-stage aggregates are used as balls and sliding plates for moving large-particle aggregates, the relative displacement among the aggregates is rolling displacement with the minimum friction coefficient and sliding displacement with small friction coefficient, all or part of the large-particle aggregates are suspended on the small-particle aggregates, and when the aggregates are in two stages, the void ratio is less than or equal to 30 percent). The structural characteristics among aggregates are controlled by the filling factor a and the grain size ratio among aggregates.

In the dense structure of suspension that multistage aggregate was filled, little one-level was gathered materials and is acted as big one-level and big more than one-level ball and the slide of gathering materials, relies on little one-level or little n level to gather materials and act as gliding ball and slide between gathering materials, leans on the gravity of gathering materials to produce relative slip displacement and roll displacement. The flow modification of the blend due to the sliding and rolling displacements between the aggregates was named Wang rheology by the inventor. For the second grade aggregate, the m grade aggregate, which generates the Wang's rheology and forms the concrete suspension compact structure, the filling coefficient A₂——A_m(simplified representation is

) The value range is set as follows:

for the maximum first-grade aggregate filling coefficient A₁(palliatively for first grade aggregates A)₁Also called fill factor! ): 1 is more than or equal to A₁＞0.4，A₁May be 0.

The inventor refers to a concrete strength rule that the strength of concrete changes along with the increase of time-a silicate concrete strength increase rule along with time, an aluminate concrete strength increase first and then a water loss decay rule, and an asphalt mixture strength increase negative along with time after cooling.

12.1 theoretical expression of digital concrete model

Theoretically, the digital concrete model multilevel aggregate filling relation expansion expression is as follows:

D₁＝A₁ρ₁(1-e_D1)…………………………………………………20

D₂＝A₁A₂e_D1ρ₂(1-e_D2)……………………………………………………21

D₃＝A₁A₂A₃e_D1e_D2ρ₃(1-e_D3)…………………………………………………22

D₄＝A₁A₂A₃A₄e_D1e_D2e_D3ρ₄(1-e_D4)……………………………………………23

……

D_(m-1)＝A₁A₂A₃……A_(n-1)e_D1e_D2e_D3……e_(m-2)ρ_(m-1)(1-e_D(m-1))………………24

D_m＝A₁A₂A₃……A_(n-1)A_ne_D1e_D2e_D3……e_(m-1)ρ_m(1-e_Dm)……………………25

in the particle size ratio: 2.4142 is not less than phi_m/Φ_(m+1)1≥1.366，3.298≥Φ_m/Φ_m+1When the particle size is more than or equal to 2.4143, the theory of the maximum bulk density of the multi-stage aggregate (multi-stage powder) expressed by the one-void two-aggregate filling theory is as follows: d₁＝A₁ρ₁(1-e_D1)…………26

D₂₁＝0.43115A₁A₂₁e_D1ρ₂₁……………………………………………………………27

Or: d₁∶(D₂₁/A₂₁)＝72∶28………………………………………………………27-1

D₂＝(1-0.43115)A₁A₂₁A₂e_D1ρ₂(1-e_D2)………………………………………28

D₃₁＝0.43115(1-0.43115)A₁A₂₁A₂A₃₁e_D1e_D2ρ₃₁…………………………………29

Or: d₂∶(D₃₁/A₃₁)＝72∶28………………………………………………………29-1

D₃＝(1-0.43115)²A₁A₂₁A₂A₃₁A₃e_D1e_D2ρ₃(1-e_D3)……………………………………30

……

D_m1＝0.43115(1-0.43115)^m-2A₁A₂₁A₂A₃₁A₃……A_m1e_D1e_D2e_D3……e_Dm-1ρ_m1(1-e_Dm)………31

Or: d_(m-1)∶(D_m1/A_m1)＝72∶28……………………………………………………31-1

D_m＝(1-0.43115)^m-1A₁A₂₁A₂A₃₁A₃……A_m1A_me_D1e_D2e_D3……e_Dm-1ρ_m(1-e_Dm)……………32

Formula 26-formula 32 wherein D_m1Indicates that the filled particle diameter ratio of 2.4142 is more than or equal to phi in the gaps formed by the (m-1) grade aggregate_(m-1)/Φ_m1Aggregate of not less than 1.366, D_mIndicates that the filled particle diameter ratio of 3.298 is more than or equal to phi in the gaps formed by the (m-1) grade aggregate_(m-1)/Φ_mNot less than 2.4143 of aggregate.

M grade aggregate volume V_m：V_m＝D_m/ρ_m………………………………………………………33

Aggregate total volume: sigma V_D＝V_D1+V_D2+V_D3+……+V_Dm…………………………………………34

The powder material dosage which is one or more than one grade larger than the cement particle size is m-1 grade theoretically, and the m grade aggregate D_(m-1)、D_m。

Cementing material and aggregate: c_{Ash of}＝A₁A₂A₃……A_ne_D1e_D2e_D3……e_nρ_C(1-e_C)…………………………35

Gelling: c_Glue＝103-160kg/m³…………………………………………………………36

Total cement usage: c ═ C_{Ash of}+C_Glue…………………………………………………37

Cement comment volume V_C：V_C＝C/ρ_C………………………………………………………38

The amount of aggregate S which is equivalent to the grain size of the cement cementing material is used, the amount is determined according to the strength of the prepared concrete, the amount is not limited, and the S is classified into the cement and calculated according to the composite portland cement.

The use of a suitable amount of aggregate finer than cement (whether artificial or natural aggregate finer than cement is generally referred to as fines) is a cause of the cement concrete being able to maintain its slump constant or having an increased slump without increasing the amount of water used. The amount of powder finer than cement:

S₁＝A₁A₂A₃……A_mA_S1e_D1e_D2e_D3……e_Dm(e_C+0.26)*ρ_S1(1-e_S1)………………………39

S₂＝A₁A₂A₃……A_mA_S1A_S2e_D1e_D2e_D3……e_Dme_S1(e_C+0.26)ρ_S2(1-e_S2)…………………40

……

S_n＝A₁A₂…A_mA_S1…A_S(n-1)e_D1e_D2…e_Dme_S1e_S2…e_S(n-1)(e_C+0.26)ρ_Sn(1-e_Sn)………………41

volume V of fine powder of grade n_Sn：V_Sn＝S_n/ρ_Sn……………………………………………………42

Total volume of powder ∑ V_S：∑V_S＝V_S1+V_S2+V_S3+……+V_Sn……………………………………43

Powder equivalent weight S_d：S_d＝S*ρ_C/ρ_S………………………………………………………44

The water consumption is the product of the total consumption of the cementing material and the water-cement ratio of the concrete: w ═ C + ∑ S ═ W/B … … … … … … … … … … … 45

The maximum equivalent water-gel ratio of the high-cost performance concrete and the durable concrete in the non-freeze-thaw area is as follows: W/B is less than or equal to 0.574 … … … … … … … … 46

The maximum equivalent water-gel ratio of the durable concrete in the freeze-thaw area is as follows: W/B is less than or equal to 0.55 … … … … … … … … … … 46-1

The dosage of the additive is measured according to the recommended comment cementing material percentage: j ═ C + ∑ S) J … … … … … … … … … 47

Volume of the main material of the near-unit concrete: v ═ Σ V_D+V_C+∑V_S+V_W+V_J………………………………48

Volume V of concrete_{Concrete and its production method}The apparent volume and gas (gas) volume sigma V of all the components of the concrete_GAnd (3) the sum:

V_{concrete and its production method}＝∑V_D+V_C+∑V_S+V_W+V_J+V_G…………………………………………………………49

When sigma V_DLRepresenting the sum of theoretical apparent volumes of aggregates, V_CLRepresenting the ment theoretical volume, ∑ V_SLRepresenting the sum of theoretical apparent volumes of powders, V_WVolume of total water consumption, V_JWhen the volume of the additive is the theoretical volume V of the concrete main composition material expressed by a formula_LComprises the following steps:

V_L＝∑V_DL+V_CL+∑V_SL+V_WL+V_JL980 l … … … … … … … … … … … … … … … … … … 50

Because the proportion of the volume of the additive in the concrete is extremely small, the dosage of the additive close to unit volume is equal to the dosage of the theoretical additive, so that V is_JL＝V_JThe theoretical mixing ratio formula expression is as follows: d_mL＝D_mV_L/V＝980D_m/V……………………………………………………51

C_L＝CV_L/V＝980C/V…………………………………………………………………52

S_nL＝S_nV_L/V＝980S_n/V………………………………………………………………53

WL＝WV_L/V＝980S_n/V…………………………………………………………………54

The concrete water void ratio is the ratio of the difference between the actual water volume and the physical water reduction volume to the concrete volume:

e_W＝(V_W-∑V_W-)/V_{concrete and its production method}…………………………………………………………………55

S_nEquivalent specific surface areaIs S_n-1Equivalent specific surface area of 1.366 to 3.298 times, S₁-S_nPowder physics when equivalent weight of cement

Physical water reduction volume ∑ V_W-：

∑V_W-＝0.35S₁+2.41¹*0.35S₂+2.41²*0.35S₃+……+2.41^n-1*0.35S_n…………………………………56

Void fraction e of concrete_{Concrete and its production method}Is a void fraction e of water_WGas (gas) to void ratio e_GAnd (4) summing. e.g. of the type_{Concrete and its production method}＝e_W+e_G…………………57

The standard cured concrete compressive strength equation set is as follows: δ log_f100e_{Concrete and its production method}…………………………………………58

12.2 another expression that the digitized concrete model can also be used for

The dosage of the additive (which can be 0): j ═ C + ∑ S) J … … … … … … … … … … … … … … … … … … 60

Water requirement W when additive slump is 0₀: for the concrete mixture of the third-grade aggregate, W when the fine aggregate is river sand₀125 ± 5 kg; w when the fine aggregate is machine-made sand₀145 ± 5 kg; for two-stage aggregate mortar mixtures, W when river sand is used₀260 plus or minus 5 kg; w when using machine-made sand₀275 plus or minus 5 kg; the water consumption of the pervious concrete is controlled by the maximum water-cement ratio of 0.24 when cement is completely hydrated into cement gel.

Total water consumption W at concrete slump h_h：W_h＝W₀+W_Z+0.5h……………………………………61

When the admixture with a certain mixing amount (Jkg admixture) and the concrete water-reducing rate of β is used, the water consumption W is W when the concrete slump is h_βhSlump error ± 20mm was also fixed: w_βh＝W_h(1-β)……………………………………62

The use of water and admixtures is minimized while meeting the workability requirements of concrete mixtures.

We firstly determine the water consumption of the single concrete and then determine the consumption of other raw materials. The aggregate dosage of each level of the approximate unit volume is as follows:

D₁＝A₁ρ₁(1-e_D1)………………………………………………………………………63

D₂＝A₁A₂e_D1ρ₂(1-e_D2)…………………………………………………………………64

D₃＝A₁A₂A₃e_D1e_D2ρ₃(1-e_D3)……………………………………………………………65

……

D_m＝A₁A₂A₃…A_me_D1e_D2e_D3……e_(m-1)ρ_m(1-e_Dm)………………………………………66

in the particle size ratio: 2.4142 is not less than phi_m/Φ_(m+1)1≥1.366，3.298≥Φ_m/Φ_m+1When the particle size is more than or equal to 2.4143, the theory of the maximum bulk density of the multi-stage aggregate (multi-stage powder) expressed by the one-void two-aggregate filling theory is as follows: d₁＝A₁ρ₁(1-e_D1)………………………67

D₂₁＝0.43115A₁A₂₁e_D1ρ₂₁……………………………………………………………68

Or: d₁∶(D₂₁/A₂₁)＝72∶28………………………………………………………68-1

D₂＝(1-0.43115)A₁A₂₁A₂e_D1ρ₂(1-e_D2)……………………………………………69

D₃₁＝0.43115(1-0.43115)A₁A₂₁A₂A₃₁e_D1e_D2ρ₃₁………………………………………70

Or: d₂∶(D₃₁/A₃₁)＝72∶28………………………………………………………70-1

D₃＝(1-0.43115)²A₁A₂₁A₂A₃₁A₃e_D1e_D2ρ₃(1-e_D3)…………………………………71

……

D_m1＝0.43115(1-0.43115)^m-2A₁A₂₁A₂A₃₁A₃……A_m1e_D1e_D2e_D3……e_Dm-1ρ_m1(1-e_Dm)………72

Or: d_(m-1)∶(D_m1/A_m1)＝72∶28……………………………………………………72-1

D_m＝(1-0.43115)^m-1A₁A₂₁A₂A₃₁A₃……A_m1A_me_D1e_D2e_D3……e_Dm-1ρ_m(1-e_Dm)……………73

Formula 67-formula 73 wherein D_m1Indicates that the filled particle diameter ratio of 2.4142 is more than or equal to phi in the gaps formed by the (m-1) grade aggregate_(m-1)/Φ_m1Aggregate of not less than 1.366, D_mIndicates that the filled particle diameter ratio of 3.298 is more than or equal to phi in the gaps formed by the (m-1) grade aggregate_(m-1)/Φ_mNot less than 2.4143 of aggregate.

M grade aggregate volume V_m：V_m＝D_m/ρ_m………………………………………………………74

Aggregate total volume ∑ V_D＝V_D1+V_D2+V_D3+……+V_Dm……………………………………………75

Cementing material and aggregate: c_{Ash of}＝A₁A₂A₃…A_me_D1e_D2e_D3……e_mρ_C(1-e_C)…………………………………76

Gelling: c_Glue＝103-160kg/m³＝136kg/m³……………………………………………77

Total cement C usage: c ═ C_{Ash of}+C_Glue……………………………………………………………78

Volume of cement: v_C＝C/ρ_C…………………………………………………………………79

The dosage of fine powder at each level: s₁＝A₁A₂A₃…A_mA_S1e_D1e_D2e_D3……e_m(e_C+0.26)ρ_s1(1-e_S1)……………80

S₂＝A₁A₂A₃…A_mA_S1A_S2e_D1e_D2e_D3…e_me_S1(e_C+0.26)ρ_s2(1-e_S2)…………………………81

……

S_n＝A₁A₂A₃…A_mA_S1A_S2…A_Sne_D1e_D2e_D3…e_me_S1e_S2…e_S(n-1)(e_C+0.26)ρ_sn(1-e_Sn)……………82

Volume V of nth grade fine powder_Sn：V_Sn＝S_n/ρ_Sn…………………………………………………83

Total volume of powder ∑ V_S：∑V_S＝V_S1+V_S2+V_S3+……+V_Sn……………………………………………84

Powder equivalent weight S_d：S_d＝S*ρ_C/ρ_S………………………………………………………85

The volume of the material composition of the near-unit concrete aggregate powder material is as follows: v_DCS＝∑V_D+V_C+∑V_S……………………………86

Theoretical volume V of aggregate and rubber powder_LComprises the following steps: v_DCSL＝∑V_DL+V_CL+∑V_SL＝980-V_W-V_J………………………87

Volume V of concrete_{Concrete and its production method}The apparent volume and gas (gas) volume sigma V of all the components of the concrete_GAnd (3) the sum:

V_{concrete and its production method}＝∑V_D+V_C+∑V_S+V_W+V_G……………………………………………………………88

Theoretical volume V of main composition material of concrete_LComprises the following steps: v_L＝∑V_DL+V_CL+∑V_SL＝980-V_WL-V_J……………………89

The calculated additive amount and the calculated water amount are theoretical amount of concrete mixture, namely W_βh＝V_WL，V_J＝V_JLThe theoretical mixing ratio is as follows:

D_mL＝D_mV_DCSL/V＝D_m(980-V_W-V_J)/V…………………………………………………90

C_L＝CV_DCSL/V＝C(980-V_W-V_J)/V……………………………………………………91

S_nL＝S_nV_DCSL/V＝S_n(980-V_W-V_J)/V…………………………………………………92

the concrete water void ratio is the ratio of the difference between the actual water volume and the physical water reduction volume to the concrete volume:

e_W＝(V_W-∑V_W-)/V_{concrete and its production method}…………………………………………………………………93

Void fraction e of concrete_{Concrete and its production method}Is a void fraction e of water_WGas (gas) to void ratio e_GAnd (4) summing. e.g. of the type_{Concrete and its production method}＝e_W+e_G…………………94

Theoretical metered volume of water: v_WL＝V_W-∑V_W-…………………………………………………95

S_nThe equivalent specific surface area is S_n-1Equivalent specific surface area of 1.366 to 3.298 times, S₁-S_nThe volume sigma V of the physically reduced water of the powder is equal to the weight of the cement_W-：

∑V_W-＝0.35S₁+2.41¹*0.35S₂+2.41²*0.35S₃+……+2.41^n-1*0.35S_n………………………………96

The maximum equivalent water-gel ratio of the high-cost performance concrete and the durable concrete in the non-freeze-thaw area is as follows: W/B is less than or equal to 0.574 … … … … … … … … … … 97

The maximum equivalent water-gel ratio of the durable concrete in the freeze-thaw area is as follows: W/B is less than or equal to 0.55 … … … … … … … … … … 97-1

The void ratio of the concrete is the sum of the water void ratio and the gas void ratio of the concrete: e.g. of the type_{Concrete and its production method}＝∑V_WL/V_{Concrete and its production method}×100％+e_G……………98

The concrete strength equation set is as follows: δ log_f100e_{Concrete and its production method}……………………………………………………………………99

The formula 20-formula 100 are two mathematical expressions of a digital concrete model. Only using coarse and fine aggregates (without using cement), the prepared concrete is high-density broken stone; the coarse aggregate is not used, and the prepared concrete is mortar; no aggregate is used, and the prepared concrete is high-density cement paste; the prepared concrete is the high-density cement only by using the cement and the ultrafine powder. When heavy concrete is prepared, slump is not suitable to be large, and cement and water are not suitable to be much.

Formula 20-formula 100, wherein R: standard curing compressive strength of silicate cement concrete for 28 days, and standard curing compressive strength of aluminate cement concrete for 3 days, unit MPa; c, comment abbreviation, sometimes also denoted B cement and quantity thereof; theta, the dosage coefficient of the concrete cement cementing material with the value not more than 1: the ratio of the actual dosage of the rubber material to the minimum dosage required: theta ═ C_{Fruit of Chinese wolfberry}/C_minWhen theta is more than or equal to 1, taking 1; hard dry concrete C_min＝240kg/m³(ii) a Plastic concrete C_min＝270kg/m³(ii) a Fluid concrete C_min＝320kg/m³(ii) a Self-compacting concrete C_min＝370 kg/m³(ii) a b: cement strength constant related to apparent density of cement: apparent density of cement rho for ISO679-2009 test_C＝3200kg/m³， b＝4.31；ρ_C＝3100kg/m³，b＝4.29；ρ_C＝3000kg/m³，b＝4.27；ρ_C＝2900kg/m³B is 4.25; the strength constant becomes smaller as the apparent density of the cement becomes smaller; sigma_IThe compression strength is actually measured by an ISO679-2009 method (the strength constant of France, America and Japanese aluminate cement is basically equal to that of the ISO679-2009 method); for aluminate cement tested by the Chinese method, the strength constant is only used as reference: CA50 with intensity constant b of 3.92; the reference values of the strength constants of CA60, CA70 and CA80 are as follows: b is 3.67-3.72; e, void fraction; e.g. of the type_{Concrete and its production method}: the void fraction of the concrete; f: test piece constants: for a cubic test piece of 150 × 150 × 150mm, f is 1.9; for a test piece with the diameter of 150mm and the height-diameter ratio of 2 cylinders, f is 1.7; f is 1.6 for a prism test piece with the edge length of 150mm and the height ratio of 2; r_2h、R_hThe time is 2 hours,Strength at h; d₁(S₁)，D₂(S₂)，D₃(S₃)，……，D_m(S_n) Concrete aggregate with coarse-to-fine particle size, weight and particle diameter ratio phi_(m-1)/φ_m≥1.366，φ_(n-1)/φ_nMore than or equal to 1.366, wherein m and n are any natural numbers 1, 2, 3, 4 and … … in kg; rho_mM-grade aggregate apparent density; rho_nN-grade powder apparent density; rho_CCement apparent density; apparent density unit kg/m³；e_Dm、e_Sn、e_CThe void ratio of the mth grade aggregate, the nth grade powder and the cement; a. the_m，A_SnThe value ranges of the filling coefficients corresponding to the m-grade aggregate and the n-grade powder are generally set to be rational numbers of 0-2; v, volume; l, theoretical; j, an additive; sigma, summing; W/B, water-to-glue ratio.

The digital concrete model is based on a modern concrete preparation method, and is a multidimensional (time axis of three-dimensional space) and universal digital concrete model which is established by further discovering through a concrete law (for example, one-gap two-aggregate filling rule, Wang's rheology, concrete aggregate and cement articulated, cement flexural strength calculation, concrete durability water-cement ratio control and concrete workability control). The digital concrete model can explain a plurality of concrete undeveloped phenomena including portland cement concrete, asphalt mixture, high-density digital cement stable base layer, digital aluminate (refractory) concrete and resin concrete. The application of the digital concrete model in the concrete design and construction process greatly improves the compressive strength and the bending tensile strength of Portland cement concrete, aluminate (refractory) concrete and asphalt mixture, so that the durability of the concrete is predictable, and the void ratio and the groove depth of the asphalt mixture are controllable. The application of the digital concrete model in Portland cement concrete enables concrete performance concrete mixture slump, water retention, pumpability and easy construction of easy pouring, easy vibration and no segregation in the construction process to be easy, and the digital concrete model can be designed in place at one time, thereby reducing the frequency of concrete tests; the durability characteristics of the concrete after construction and maintenance are finished, such as volume stability, strength, permeability, porosity, freeze-thaw resistance, conductivity, chemical erosion resistance, carbonization resistance and the like, can be known and predicted in advance; the concrete is easy to construct, easy to vibrate and free from segregation. The silicate concrete is converted from experimental science to digital science.

12.3 digital aluminate concrete mixing proportion characteristics prepared by digital concrete model

Because the apparent volume proportion of the raw materials can be converted into the proportion between weights through the medium of apparent density: the digital concrete mixing proportion characteristic prepared according to the digital concrete model is composed of four parts, namely a particle size proportion characteristic, an aggregate structure characteristic, a gap filling characteristic and an apparent volume proportion characteristic, wherein the four characteristics are independent and complementary and are mutually related:

the material particle size ratio is characterized in that: the primary larger aggregate particle size is at least 1.366 times and greater than the primary smaller aggregate particle size.

The structural characteristics of the aggregate chamber are as follows: in a certain particle size proportion and a certain volume proportion range, according to the difference of the value range of the filling coefficient A of the small-grade aggregate, after the small-grade aggregate fills the gap of the large-grade aggregate, one of the following four structural characteristics of a, b, c and d is formed between the two-grade aggregates and is a unique structural characteristic: a, porous skeleton compact structure: when A is 0, the small first-grade aggregate forms a gap for the large first-grade aggregate without filling completely, and the large aggregate is a porous framework compact structure; or: b. porous skeleton compact structure: when A is more than 0 and less than 1, the small first-grade aggregate forms incomplete filling of gaps to the large first-grade aggregate, and a porous framework compact structure is formed among the aggregates; or: c. the framework has a compact structure: when A is 1, the small first-grade aggregate forms a gap for the large first-grade aggregate to be completely filled, the gap is the minimum, and a completely compact structure is formed among the aggregates; or: d. suspension compact structure: when A > 1. The small-grade aggregate forms a gap for the large-grade aggregate and has a certain margin after being completely filled, the surplus small-grade aggregate particles serve as large-particle aggregate displacement balls and sliding plates, and all or part of the large aggregate is suspended on the small-particle aggregate.

The gap filling characteristics are as follows: the same communicated gap formed by the same arrangement order can be filled by one or more than one small-grade aggregates according to a certain apparent volume proportion (namely, the weight proportion is determined) according to the structural characteristics of the aggregates.

Apparent volume ratio characteristic (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0.001-0.8 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0-0.8 times of that of the third-stage aggregate D₃Is its apparent density ρ₃0-0.8 times of that of the fourth-stage aggregate D₄Is its apparent density ρ₄… …, m-th grade aggregate D of 0 to 0.8 times of_mIs its apparent density ρ_m0-0.8 times of the cement C, the apparent density rho of the cement C_C0-0.8 times of the total weight of the cement, the powder S having a particle size corresponding to that of the cement being the apparent density rho_S0-0.8 times of the cement particle size, and the first-grade powder S is finer than the cement particle size₁Is its apparent density ρ_S10-0.7 times of the amount of the cement powder S, which is two stages finer than the size of the cement particles₂Is its apparent density ρ_S20-0.7 times of the amount of the cement powder S, which is a third grade powder material finer than the size of the cement particles₃Is its apparent density ρ_S30-0.6 times of the cement particle size, and four-stage powder S finer than the cement particle size₄Is its apparent density ρ_S4… …, is finer than the cement grain size by a factor of 0-0.6, and is n-grade powder S_nIs its apparent density ρ_Sn0-0.5 times of; m and n are natural numbers 1, 2, 3, 4, 5, 6, 7 and … …. Water which may be 0; an admixture which may be 0.

When the coarse aggregate is not used, the digital concrete mixing proportion is the mortar material. When the aggregate and the water are not used, the digital concrete is the low water cement of the digital concrete. When cement is not used, the digital concrete mixing proportion is a digital high-density dry mixture. When only the powder is used, the mixing proportion of the digital concrete is high-grade high-durability powder. When the equivalent water-cement ratio of the concrete is less than or equal to 0.574, the concrete has the maximum cost performance.

Assuming we use a maximum aggregate particle size of 31mm in concrete (the maximum aggregate is sufficiently large for portland cement concrete, refractory concrete or asphalt mix), an inter-aggregate determinant arrangement (aggregate to aggregate particle diameter ratio is minimal), even though we carefully choose the raw materials, the second stage aggregate maximum size that can be effectively filled and has the highest inter-aggregate density is: 31/3.298-9.40 mm; the maximum size of the tertiary aggregate is: 9.40/3.298-2.85 mm, S16 fine aggregate with maximum particle size of 2.36mm in asphalt mix (fine aggregate larger than 2.36mm is sieved out); the fourth grade aggregate can only be filled with fly ash and S75 ore powder.

By the same token, the specific surface area of the silicon powder is assumed to be 15000m²/kg-20000m²Kg, apparent density 2300kg/m³Volume specific surface area of silicon powder (3-4.5) × 10⁷m²/m³；(3-4.5)*10⁷/3.298³＝(0.9-1.5)10⁶m²/m³Has a specific surface area (1-1.2). times.10 with cement volume⁶m²/m³And (4) the equivalent. Therefore: if the primary aggregates are formed under the specific arrangement order and filled with gaps (although the primary aggregates can be respectively filled with specific gaps for two raw materials with different particle sizes, the primary aggregates are considered as the primary aggregates, i.e. the inventor notes), no matter how carefully selecting the particle sizes of the raw materials, the raw materials which are larger than the particle sizes of cement and asphalt can be selected, and the maximum particle size order is three stages; or the maximum number of particle size stages of the raw material smaller than the size of cement is two. That is to say, the bin positions of the cement concrete aggregate bin are six at most under the existing screening system, and the hydraulic concrete is eight at most.

12.4 digital sieve-Wang Song's sieve

Mathematical methods readily demonstrate that: the proportion of the mesh size is 1.366 times and above, and the natural filling rule is met only when the proportion of the mesh size is as close to 1.366 times as possible. The proportion relation between the standard sieve holes is changed, and actually, the proportion of the particle diameters among aggregates is changed. The change of the particle diameter proportion among aggregates is one step of adding up to the digital design and digital construction of cement-based silicate and aluminate concrete, asphalt mixture, pavement base (cement stabilized aggregates) and epoxy resin concrete, so that the aggregates of the concrete (including the pavement base) and the asphalt mixture are easier to fill, the concrete and the asphalt mixture have higher density, larger volume weight, larger void ratio, lower gas content, longer durability and higher strength.

The queenso sieve is a sieve having a size ratio of mesh to mesh of 1.366 or more and approximately 1.366 times.

Example 1 design and test study of Low Water consumption self-compacting concrete mix proportion of Zhou Huo Master published in No. 1-20-23 pages 2005 of concrete journal, C60 self-compacting concrete mix proportion (Unit: kg/m)³): cement, flyash, water, sand, broken stone and additive (350: 260: 158: 730: 810: 1.1).

The used raw materials are as follows: drawing method based P.O42.5 cement, 28-day ISO strength 56.9Mpa, apparent density 3.1 kg/L; the grade I (original state) fly ash of Yuanbao mountain of inner Mongolia needs 93 percent of water, 9.2 percent of screen residue and 2.3kg/L of apparent density; coarse sand in a Beijing fineness modulus of 3.2I area, and apparent density of 2.6 kg/L; the maximum grain diameter is 20mm, and the apparent density is 2.7 kg/L; a polycarboxylic acid admixture. 30 groups of test pieces, 19 groups of test pieces, 8 groups of test pieces, 3 groups of test pieces, 70MPa and 93.6MPa are tested, wherein the compressive strength of the test pieces is 70-80MPa, the compressive strength of the test pieces is 80-90MPa, and the compressive strength of the test pieces is 90-100 MPa.

Solution: the 350kg cement can contain fly ash F with the particle diameter ratio of 1.366 equivalent: 350: F F-136 kg for 72: 28

Note that F136 kg is the equivalent fly ash weight and not the actual cement void-filling fly ash weight; actual filling 136 x 2.3/3.1 ═ 101 kg.

Concrete metering water: v_WL＝V_W0.36 ∑ S ═ 158-: e.g. of the type_{Concrete min}Limit high value void fraction of 13.9% with 100% + 3% ═ 109/1000 ═ 100%: e.g. of the type_{Concrete max}10.9% + 9.5% + 20.4% median porosity: e.g. of the type_{Concrete and its production method}＝18％，δ＝log_1.913.9＝4.1004485551，δ＝log_1.920.4＝4.698164124，δ＝log_1.918＝4.5031615764

(minimum air gap is actually 2.9%)

(maximum air gap 9.5-9.6%)

The calculation result is highly consistent with the actual experiment result.

Example 2 the concrete strength equation was used to verify 5 test results of the book 173 in the book of "production and use of Chinese aluminate cement", page table 11-4-1, table 11-4-2 and table 11-4-3, which were authored by Mr. Zhang Yu Sha, Mr. 1 month first edition 2014, Chinese building materials industry Press.

TABLE 11-4-1, TABLE 11-4-2, TABLE 11-4-3 CA-50 Cement mix proportion, Standard curing Strength, and porosity

Solution: because the apparent density of the high-alumina powder, the high-alumina aggregate and the aluminate cement comprises the loss of the cement strength, some data including construction modes and vibration modes can only be assumed. We assume that the apparent density of high-alumina powder and high-alumina aggregate is 4000kg/m³Apparent density of CA-50 cement 3200kg/m³And the standard curing strength is 50MPa (possibly higher or slightly lower) in 3 days, the aggregate is manually vibrated, and the aggregate particles with the mixing ratio of 4 are not graded, and are calculated according to the primary aggregate. Therefore:

1) the mixing proportion is 1, 5 weight percent: CA50, high-alumina powder and high-alumina aggregate 15: 70, and water is doped with 10% (5 to 11%).

Then, dry mix bulk density per unit volume: 1000/(0.15/3.2+0.15/4+0.7/4) ═ 3855kg/m³

The water for external mixing is 10 percent, the water consumption is 3855 x 0.1 ═ 385kg (the water for external mixing is 11 percent in No. 5 proportion, and the water for external mixing is 424kg)

Water voidage No. 1: e.g. of the type_wNo. 5 water gap e of 385/(1000+385) ═ 27.8%_w＝424/(1000+424)＝29.8％

Preparing concrete single-stage aggregate, manually vibrating, constructing at air void ratio of 3-7%, selecting air void middle number of 5.2%

Concrete porosity No. 1: e.g. of the type_{Concrete and its production method}＝5.2％+27.8％＝33％，δ＝log_1.933＝5.4475132687

Concrete 5 porosity: e.g. of the type_{Concrete and its production method}＝5.2％+29.8％＝35％，δ＝log_1.935＝5.5391860018

R₅＝33.85Mpa

The estimated result is 0MPa and 0.25MPa higher than the actual results of standard curing tests for 3 days, namely 36MPa and 33.6MPa, respectively. Indicating concrete air voids of 5.2-5.3%.

Dominant void fraction after baking: water voidage sin40 ° + air voidage/2 ═ 27.8% sin40 ° + 5.3%/2 ═ 20.5%

The absolute error is 0.5% compared to statistically observed dominant voidage of 20% (21%).

2) The mixing ratio of 2 to 3 is as follows: CA50, high-alumina powder and high-alumina aggregate (14: 72), adding 8% of water, and introducing more gas by using the admixture.

Dry mixed material volume weight per unit volume: 1000/(0.14/3.2+0.14/4+0.72/4) ═ 3865kg/m³

8% of external water, 3865 × 0.08 ═ 309kg of water consumption, water porosity: e.g. of the type_w309/1309-23.6%, air void ratio 3-10%, introduced voids above the median value below 10%, air void ratio 8.4%, concrete void ratio: e.g. of the type_{Concrete and its production method}＝8.4％+23.6％＝32％

δ＝log_1.932＝5.3799571425

The difference of No. 2 standard culture 37MPa is 0.3MPa, the error is less than 1 percent, and the real air gap is about 8.5 percent; no. 3 standard culture 39MPa has a difference of 1.7MPa, the error is less than 5%, and the real air gap is 7%.

Dominant voids after 1400 ℃ bake: water void sin40 ° + air void/2 ═ 23.6% sin40 ° + 8.6%/2 ═ 19.5%. Compared with the results of the dominant gap measurement of 19% and 17%, the absolute values of the errors are 0.5% and 2.5%, respectively.

3) The mixing proportion is 4, the cement material is 12 percent, the externally-doped water is 8 percent, and the specific surface area of the powder is 1.366 times and 2.4142 times of the specific surface area of the cement. Neglecting the admixture doped outside, then: concrete dry material volume weight: 1000/(0.12/3.2+0.88/4) ═ 3883kg/m³

Water for external doping: 0.98 × 3883 × 0.08 ═ 305kg/m³e_w＝305/1305*100％＝23.4％

Single cement dosage: 0.98 × 3883/1.311 × 0.12 ═ 348kg/m³

The equivalent weight of powder with the particle diameter larger than 1.366 can be accommodated: 348: X72: 28X 135kg/m³

Can contain powder with the particle diameter ratio of 2.4142 and above: 135 × 27/20 × 0.50 ═ 91kg/m³

Theoretical void space of water is reduced by 0.36 × (135+91)/1000 ═ 8.1%

Mechanical construction, wherein the gas-forming gap is 3-7%, the selection is 4.7%, and the theoretical porosity of the concrete is as follows: e.g. of the type_{Concrete and its production method}＝23.4％-8.1％+4.5％＝18.8％

δ＝log_1.918.8＝4.5709108148

The measured strength is 60MPa, and the calculation and the test are both error-free.

Dominant voids were calculated after baking at 1400 ℃: water void sin43 ° + air void/2 ═ 23.4% sin43 ° + 4.5%/2 ═ 18.2%. Error was 0.2% compared to 18% observed for dominant porosity.

Example 3 tests on 3 test results of "production and application of Chinese aluminate cement", 179 page table 11-4-8 CA-80 "mixing ratio of cement refractory castable", first edition of Zhang Yuzhu Shu, first edition of 2014, 1 month, by Chinese building materials industry Press, were verified by applying a concrete strength equation.

TABLE 11-4-8 CA-80 performance of refractory castable in mixing ratio

Solution: because the apparent density of alumina micropowder, fused corundum aggregate and aluminate cement comprises the loss of cement strength, certain data including construction modes and vibration modes can only be assumed. We assume that the apparent density of corundum aggregate and alumina micropowder is 4000kg/m³The specific surface area of the powder is more than 600m²Per kg; the apparent density of the super-grade sintered alumina is 3900kg/m³(ii) a CA-80 cement apparent density 3200kg/m³Specific surface area of 360-²Per kg; the minimum strength of the standard curing strength for 3 days is 30MPa, and the standard curing strength is uniformly measured according to 35 MPa. Since the binder is CA80, we conclude that mechanical vibration, elaborate construction, and air voids are measured at around 5%. The mix ratio was verified as follows.

1) And (3) mixing ratio 1: CA80, alumina micropowder, fused corundum aggregate 15: 70, and water 11%. No external additives were used. Dry mixed material volume weight per unit volume: 1000/(0.15/3.2+0.15/4+0.7/4) ═ 3855kg/m³The water consumption is 11 percent, and 3855 x 0.11 ═ 424kg

The particle diameter ratio of the powder cement is as follows: 600 × 4/(400 × 3.2) ═ 1.875 > 1.366

The cement dosage in the unit volume indeterminate refractory material is as follows: 0.98 × 0.15 × 0.94 +417)/1.417 ═ 437

Equivalent weight of cement powder which can be contained in 437kg of cement: 437: X72: 28X 170V_w-0.36 × 170-61 l

Concrete void ratio: e.g. of the type_{Concrete and its production method}＝3％+(424/1.424-61)*100％＝26.7％ δ＝log_1.926.7＝5.1174630803

The estimated result is compared with the actual test result of 29.4MPa, and the error is 0.2 MPa. The setting is the same as the actual case.

The apparent porosity was calculated by baking at 1400 ℃ to be 23.7% sin45 ° +3/2 of 18.3%, 1.7% different from the apparent porosity 20% published by Zhang Mr.

Void ratio of concrete at 1400 ℃: 18.3% + 3%/2 ═ 19.8%, calculated concrete compressive strength:

the difference between the actual strength and the actual strength is 37.3MPa, and the actual porosity is about 20 percent, namely 0.9 MPa. The air voids should be 3.3%.

The flexural strength after baking at 1300 ℃ is 0.2 times of the initial compressive strength of the concrete: 29.6 x 0.2 ═ 5.9MPa, and the calculated flexural strength and the measured flexural strength were compared without error.

2) And (3) mixing ratio 2: CA80, corundum micropowder and fused corundum aggregate in the weight ratio of 13 to 15 to 73, and water is doped by 10 percent. No external additives were used. Dry mixed material volume weight per unit volume: 1000/(0.13/3.2+0.15/4+0.72/4) ═ 3874kg/m³The water consumption is 10 percent, and 3874 x 0.1 ═ 387kg

The cement dosage of the single concrete is as follows: 0.13 × 0.98% (3874+387)/1.387 ═ 391kg/m³

The specific surface area of the powder is more than 600m²/kg, cement specific surface area 360-²The powder cement grain diameter ratio is more than 1.875 and more than 1.366 per kg

Equivalent weight of cement powder which can be contained in 391kg of cement: 391: X72: 28X 152V_w-0.36 × 152-55 liters

The concrete single-stage aggregate is prepared, mechanically vibrated, and has the construction air void ratio of 3-7% and the median of 5.6%.

Concrete void ratio: e.g. of the type_{Concrete and its production method}＝3.6％+(387/1.387-55)*100％＝26％ δ＝log_1.926＝5.0760719974

Compared with the actual test result of 30MPa, the estimation result has an error as small as 0.3MPa which can be ignored. The actual void fraction should be 26.1%. Dominant voidage was calculated by baking at 1400 ℃: 22.4% sin45 ° + 3.6%/2 is 17.6%, 1.4% different from the apparent porosity 19% disclosed by Zhang Mr.

Void ratio of concrete at 1400 ℃: 17.6% + 1.8% + 19.4%, δ ═ log_1.919.4＝4.6198568396

Calculated value of concrete compressive strength:

the difference between the actual strength and the actual strength is 37.3MPa and is 1.6MPa, and the actual porosity is more than 19.4 percent and about 20.5 percent.

The flexural strength after baking at 1300 ℃ is 0.2 times of the initial compressive strength of the concrete: 30 x 0.2-6 MPa, and calculating and actually measuring the flexural strength without error.

3) And (3) mixing ratio: CA80, corundum micropowder and super-sintered alumina aggregate in a ratio of 13: 17: 70, and water is added by 12 percent. No external additives were used. Dry mixed material volume weight per unit volume: 1000/(0.13/3.2+0.17/4+0.72/3.9) ═ 3808kg/m³And 12% of externally-mixed water:

water consumption 3808 ═ 0.12 ═ 457kg concrete cement usage: 0.13 × 0.98 × (3808+457)/1.457 ═ 373kg/m³

The specific surface area of the powder is more than 600m²/kg, cement specific surface area 360-²Per kg, powder cement particle diameter ratio is more than 1.366

Equivalent weight of cement powder which can be contained in 373kg of cement: 373: X72: 28X 145V_w-52 liters (0.36 × 140 ═ 52 ═ l)

The concrete single-stage aggregate is prepared and mechanically vibrated, the construction air void ratio is 3-7%, and the air void median is 5.3%.

Concrete void ratio: e.g. of the type_{Concrete and its production method}＝3.3％+(457/1.457-52)*100％＝29.5％ δ＝log_1.929.5＝5.2728359776

Calculated value of concrete compressive strength:

the estimated result is compared with the actual test result of 26.5MPa, and the error is 0.4 MPa. The actual void fraction should be around 30%. The air gap introduced by the construction should be 3.6%.

Dominant voidage was calculated by baking at 1400 ℃: 26.2% sin40 ° + 3.6%/2 is 18.6%, which differs by only 0.4% from 19% apparent porosity published by Zhang Mr.

Void ratio of concrete at 1400 ℃: 18.6% + 1.8% + 20.4% δ log_1.920.4＝4.698164124

Calculated value of concrete compressive strength:

the difference of the measured strength and the measured strength is 30.4MPa and 7MPa, and the error of the only calculated value and the tested value is close to 20 percent.

The test results are consistent with the calculation results by using a concrete strength equation of Chinese aluminate cement production and application, page 177, table 11-4-6, CA-70 cement refractory castable mixture ratio, page 176, table 11-4-5, CA-60 cement refractory castable mixture ratio and main properties. The calculation result has a certain deviation from the strength of the test piece, and has an absolute relation with the water consumption and the gas content of the test piece.

Example 4 according to the first edition of Zhang Yuzhang Mr. China aluminate Cement production and application, 173 page tables 11-4-1, 174 page tables 11-4-3, after baking at 1200 ℃, the mix proportion 1, mix proportion 5 all had 14MPa of compressive strength, mix proportion 2 all had 21MPa of compressive strength, mix proportion 3 was excluded by using sintering agent, mix proportion 4 all had 30MPa of compressive strength, what is the void ratio of aluminate (refractory) concrete at the time of reverse thrust? What is the relationship between the maximum void fraction after baking at 1200 ℃ and the normal temperature void fraction of concrete?

Solution: from the concrete equation set:

δ＝log_1.9100e_{concrete and its production method}We derive:

1) 1 part and 5 part:

after baking at 1200 deg.C e_{Concrete and its production method}＝62.29％

From example 1, it is known that the void ratio of concrete water is 27.8% and the void ratio of concrete gas is 5.2% when the strength is 37.7MPa in 3 days. 5.2% + 27.8%. 2 ═ 60.8%

2) And (3) mixing ratio 2:

after baking at 1200 deg.C e_{Concrete and its production method}50.3%, air gap 8.4%, water gap 23.6%, 8.4% + 23.4%. 2 ═ 55.2%

3) And (4) mixing ratio:

after baking at 1200 deg.C e_{Concrete and its production method}39.1%, gas void 4.8%, water void 23.4%, finer powder void 8.1%: 4.8% + 23.4% + 2-8.1% ═ 42.2%

We have found that: the gas gap is used as a water vapor escape channel, and the volume is not changed or is slightly changed after baking; after being baked at 1200 ℃, the porosity of the concrete is the highest, and the aluminate (refractory) concrete has the lowest compressive strength. The porosity of the concrete after being baked at 1200 ℃ is approximately the sum of the gas porosity and the porosity formed by 2 times of normal temperature water.

Example 5 according to the data of mr. zhangyusha "production and application of Chinese aluminate cement", what is the void ratio of aluminate (refractory) concrete at this time? What is a relationship with the initial void fraction at room temperature?

Solution: we still calculated the mix proportions 1, 2, 4 and 5 in Table 174, Table 11-4-3, main Properties of CA-50 Cement castable refractory.

1) The strength of the mixture 1 is 24MPa after being dried at 110 ℃, the strength is 25MPa after being baked at 1400 ℃,arithmetic mean 24.5 MPa. Substituting into the concrete strength equation to obtain:

e_{concrete and its production method}＝45.5％ 5.2％+27.8％*1.4＝44.1％

2) The strength of the mixture 2 after being dried at 110 ℃ is 32MPa, the strength after being baked at 1400 ℃ is 29MPa, and the arithmetic mean value is 30.5 MPa. Substituting into a concrete strength equation:

e_{concrete and its production method}＝38.5％ 8.4％+1.4*23.6％＝41.4％

3) The strength of the mixture 4 after being dried at 110 ℃ is 51MPa, the strength of the mixture after being baked at 1400 ℃ is 46MPa, and the arithmetic mean value is 48.5 MPa.

e_{Concrete and its production method}＝24.6％ 1.4*15.2％+4.8％＝28.1％

4) The strength of the mixture 5 is 23MPa after being dried at 110 ℃, the strength of the mixture is 24MPa after being baked at 1400 ℃, and the arithmetic mean value is 23.5 MPa.

e_{Concrete and its production method}＝46.9％ 5.2％+29.8％*1.4＝46.9％

Namely, the porosity of the concrete after being dried at 110 ℃ and baked at 1400 ℃ is about 1.4 times of the sum of the effective water porosity and the gas porosity.

Knowing the effective water void ratio and gas void ratio of aluminate (refractory) concrete at normal temperature, we can roughly deduce the void ratio of the concrete after being dried at 110 ℃ and baked at 1400 ℃, and also know the strength of the concrete after being dried at 110 ℃ and baked at 1400 ℃.

Example 6 according to the first edition of Zhang Yuzhang Mr. China aluminate cement production and application, page 174, 11-4-3, CA-50 Cement castable refractory, mix proportion 1 (mix proportion 5 is basically the same as mix proportion 1), mix proportion 2, mix proportion 4, and by using the equation of concrete strength, the void ratio of the concrete after baking at 800 ℃ and 1000? What is a rough relationship with the room-temperature initial porosity?

Solution: the concrete strength equation:

δ＝log_1.9100e_{concrete and its production method}

1) The strength of the mixture is shown in the table 1 after baking at 800 ℃ and 1000 ℃ is 23MPa and 19MPa respectively, and the formula is substituted into the formula:

a)

e_{concrete and its production method}＝47.5％

Therefore, 2% water vapor expansion voids were generated after 800 ℃ baking compared to 110 ℃ concrete drying.

b)

e_{Concrete and its production method}＝53.4％

2) The strength of the mixture 2 after being baked at 800 ℃ and 1000 ℃ is 28MPa and 24MPa respectively.

a)

e_{Concrete and its production method}＝41.24％

b)

e_{Concrete and its production method}＝46.13％

3) The strength of the mixture ratio 4 after baking at 800 ℃ and 1000 ℃ is 42MPa and 36MPa respectively.

a)

e_{Concrete and its production method}＝28.66％

b)

e_{Concrete and its production method}＝33.32％

The porosity of aluminate (refractory) concrete after baking at 110 deg.C, 800 deg.C, 1000 deg.C, 1200 deg.C and 1400 deg.C (dry) is about 1.4 times, 1.5 times, 1.7 times, 2 times and 1.4 times of the initial porosity at normal temperature.

The reduction of the normal-temperature porosity of the concrete not only improves the normal-temperature strength of the concrete, but also greatly improves the high-temperature strength of the concrete. The use of the ground powder makes the aluminate (refractory) concrete more compact, the medium-temperature and high-temperature water vapor escape channel narrower, and the volume is not easy to expand and increase. The ground powder not only improves the normal temperature strength of the concrete, but also greatly improves the medium temperature and high temperature strength of the concrete. Under the condition of meeting the working requirement of concrete mixture, the minimum use of water and additives and the reasonable use of the proper amount of ground powder are necessary conditions for improving the high-temperature strength of the aluminate (refractory) concrete.

According to statistics of the first edition of Zhongyushu Mr. China aluminate cement production and application, pages 174, 11-4-3 CA-50 Cement castable refractory main performance, pages 176, 11-4-5 CA-60 Cement castable refractory mix proportion and main performance, pages 177, 11-4-7 CA-70 castable refractory main performance, pages 178, 11-4-8 CA-80 castable refractory mix proportion and performance, the concrete has approximately equal strength after being dried at 110 ℃ and baked at 1400 ℃. The compressive strength of the refractory concrete after being dried at 110 ℃ is approximately equal to that of the refractory concrete after being baked at 1400 ℃. According to the concrete strength equation, the void ratio of the concrete after being dried at 110 ℃ and baked at 1400 ℃ is approximately the same.

Example 7 GB/T18046-2008 granulated blast furnace slag powder for use in cement and concrete technical index Specification: s105 is more than or equal to 500m²/kg，S95≥400m²/kg， S75≥300m²Per kg; in the mortar mixture ratio of the standard appendix A 'determination of slag powder activity index and fluidity ratio', the comparative mortar mixture ratio is as follows: 450g of cement, 1350g of standard sand and 225g of water; the test mortar mixture ratio is: 225g of cement, 225g of mineral powder, 1350g of standard sand and 225g of water. GB175-2007 silicate cement 7.3.4 fineness: the specific surface area of the Portland cement and the ordinary Portland cement is more than or equal to 300m²Per kg; no fineness upper limit is specified, and the concrete initial hydration heat concentrated crackThe reason for the increased streaks; cement performance specification specific surface area of 300-350m in railway industry standard TB10424-2010 railway concrete engineering construction quality acceptance standard²Kg, relatively more reasonable-there is a relatively uniform standard, and the finer particle size of the primary material also has a more consistent "metric" classification. Certain P.O 42.5.5 cement specific surface area 360m²Kg, apparent density 3050kg/m³The 28-day strength of the cement mortar is 49.8 MPa; apparent density of 2880kg/m of certain S105-grade mineral powder³The specific surface area is 540m²Per kg; standard sand apparent density 2730kg/m³。

Solution: in the substitution test, the mass conversion coefficient: 980/(225/3.05+225/2.88+1350/2.73+225) ═ 1.124625764

The unit cubic meter of the used raw materials for replacing the test piece is as follows: 253kg of cement, 253kg of mineral powder, 1518kg of standard sand and 253kg of water.

The particle diameter ratio of the cement mineral powder is as follows: (540 x 2.88)/(360 x 3.05) ═ 1.416 > 1.366 minimum particle diameter ratio requirement. If the equivalent amount X of the mineral powder can be contained in the cement, the following steps are performed:

1: 0.39: 253: X (or 72: 28: 253: X) X99 kg

Because the cement mortar does not flow in the test, the cement mortar belongs to plastic concrete C_min＝270kg/m³The strength reduction coefficient is: theta-253/270-0.937037037

Substitution test void fraction e_{Concrete and its production method}(253-0.35 × 99)/1000 × 100% + 0.2% ═ 22% (test room, river sand, standard test conditions, so air voids 0.2%)

It is known that: θ 0.937037037, b 4.28, σ_I＝49.8MPa，e_{Concrete and its production method}＝22％，δ＝log_1.922＝4.8158039079

Cement mortar strength:

the measured strength is 53.8MPa, and the activity index is 108 percent.

If the apparent densities of the mineral powder and the cement are changed, the apparent density theta is 1, the R is 53.9/0.937037037 is 57.5MPa, and the activity index is 57.5/49.8 is 115.5% in consideration of experimental errors, which is the reason that the activity index of S105 mineral powder generally fluctuates up and down by (110 +/-5)%.

In the above example, assuming that the ore powder of S105 contains a part of ore powder with a particle size diameter ratio of 2.4143 or more, the cement particles arranged in the row can also contain 99 × 0.14/0.20-69 kg equivalent weight of ore powder, the theoretical water-reducing weight 69 × 0.35-24 l, and the cement mortar void ratio e_{Concrete and its production method}19.6%, cement mortar strength: r is 59.2MPa, and the activity index of the mineral powder can reach as follows in theory: 59.2/49.8 ═ 118.9%; in consideration of test and weighing errors, the apparent densities of the mineral powder and the cement are changed, and the maximum activity index can reach: 118.9%/0.937037037 ═ 126.9%, or up to 127%, is normal.

The deduction above, including silicate cement concrete and aluminate concrete are all generally applicable.

Drawings

FIG. 1 is a schematic diagram of a front cross-sectional view of an optimized King density bottle.

The specific implementation mode is as follows:

1. digital concrete preparation method

The digital concrete preparation method comprises the following four steps: 1, determining a preparation target; 2, using raw materials; 3 theoretic proportioning; 4 testing the strength.

Step 1, determining a concrete preparation target according to design requirements and construction conditions.

The concrete formulation target may be a concrete mixture state target, a mechanical target, a durability target, other formulation targets, and the like.

The concrete mixture state target generally selects one of dry hardness, plasticity, fluidity and self-compaction (large fluidity) in sequence; the preparation cost sequence of various types of concrete is as follows: the concrete without aggregate (pure cement slurry) is more than the concrete without coarse aggregate (mortar) is more than the self-compacting concrete is more than the pump concrete (fluidity concrete) is more than the plastic concrete is more than the dry and hard concrete (roller compacted concrete) is more than the lean concrete is more than the dry mixture; plastic, fluid or self-compacting concrete is commonly used in buildings and bridge and tunnel structures; the airport pavement, the highway pavement and the hydraulic engineering part use hard concrete. As long as construction conditions allow, one concrete variety with lower cost is selected as far as possible. The mechanical goals mainly include: compressive strength, tensile strength at cleavage, shear strength, fatigue strength, modulus of elasticity, tensile strength at bending, tensile modulus at bending, weight of retaining wall, dam, (concrete) bulk weight, and the like. Durability goals primarily include: permeability resistance, freeze-thaw resistance, electrical conductivity, chemical resistance, alkali-aggregate reaction resistance, carbonization resistance, and the like. Other formulation objectives of concrete mainly include: volume stability, maximum sedimentation, permeability, swelling capacity, porosity under given conditions, refractoriness under load, thermal shock stability, maximum deformation (drying shrinkage, wet swelling, temperature deformation, etc.), absorptivity, reflectivity, wear resistance, radiation resistance, self-gravity (volume weight), type of dense structure such as dense framework, dense suspension, dense porous framework structure, etc.

Concrete mix condition targets, mechanical targets, durability targets, other formulation targets, one or more of the target design, formulation concrete mix ratios can be selected.

And 2, determining raw materials of each component of the concrete according to the local raw material supply condition. Called as the fixed raw material for short.

The concrete raw materials comprise coarse and fine aggregates, powder, cement and an additive.

(1) Selecting proper concrete admixture and determining the water reducing rate.

Concrete admixtures are generally high performance water-reducing admixtures. The dosage of the high-performance additive is related to the type of cement, the temperature of mixture, the pH value of the mixture composition material and the type of the additive, the high-performance additive is added into the concrete once or in several times, the dosage is generally 0 to 3 percent of the total dosage of the cement and the powder, the maximum dosage can be 5 percent of the total dosage of the cement and the ground mineral powder, and the minimum dosage can be not mixed. When the quick-setting and the retardation requirements are met, the quick-setting agent and the retardation agent can be added to compound the external additive.

The total water consumption is certain, and the slump is also certain. For specific raw materials, a certain amount of additive is used, and the water reducing rate of the concrete is also certain.

(2) Determining the varieties of the raw materials of other components of the concrete.

According to the supply conditions of the local coarse and fine aggregates and the cementing materials, the varieties of refractory aggregates (broken stones and sands for sulfate-resistant concrete), cement and powder (optional or not) such as mineral powder, fly ash, silicon powder and alumina powder in various sizes are determined. The test selects the apparent density of the raw material.

Step 3, determining the quantity of each raw material of the concrete component according to the preparation target and the raw material supply condition; the fixed ratio is called for short.

Determining the dosage of main materials for preparing the concrete in unit volume by using a digital concrete model:

a is the aggregate filling coefficient and is taken as the value in the positive number interval of A being more than or equal to 0, and the aggregate with reasonable particle size proportion and reasonable volume proportion is filled into the gap formed by the large aggregate under the specific arrangement order of the large-grade aggregate, and forms one of the four structures of a, b, c and d and only can form a unique structural form: a. a certain margin (a suspension compact structure) is left after the large-grade aggregate is completely filled to form a gap; or: b. the large-grade aggregate is completely filled to form gaps, and no surplus and no deficiency exist (a completely compact structure and a skeleton compact structure); or: c. is not enough to completely fill the gaps formed by the large-grade aggregates (a porous skeleton compact structure); or: d. the large-grade aggregate is not filled completely to form a gap (a porous framework compact structure); the concrete has set porosity and packing density.

(1) Determining the theoretical mixing proportion of the trial concrete

a. Determining the dosage J of the single concrete admixture: the additive dosage J is the product of all cement cementing materials and the additive usage percentage J, and the additive dosage is as follows: j is J_L＝Bj＝(C+∑S)j……………………………………………………2…1

b. Determining the water consumption W of the single concrete when the slump of the concrete is h and the admixture with a certain admixture amount (Jkg admixture is used) and the water reduction rate of the admixture concrete is β_βhMust also: w_h＝W₀+W_Z+0.5h………………………………2…2

W water consumption when using water reducing rate β slump h_βh＝W_L＝W_h(1-β)…………………………………………2…3

The minimum amount of water used is sufficient to satisfy the workability requirements of the concrete mixture.

c. Determining the dosage of main materials of the near-unit concrete: d₁＝A₁ρ₁(1-e_D1)…………………2…4

D₂＝A₁A₂e1ρ₂(1-e_D2)………………………………………………………………2…5

D₃＝A₁A₂A₃e_D1e_D2ρ₃(1-e_D3)…………………………………………………………2…6

……

D_m＝A₁A₂A₃……A_me_D1e_D2e_D3……e_Dm-1ρ_m(1-e_Dm)……………………………………2…7

A void secondary aggregate filling rule, in terms of particle size ratio: 2.4142 is not less than phi_m/Φ_(m+1)1≥1.366，3.298≥Φ_m/Φ_m+1When the filling density is more than or equal to 2.4143, the theoretical formula of the maximum stacking density of the obtained multistage aggregate (multistage powder) filling is expressed as follows:

D₁＝A₁ρ₁(1-e_D1)……………………………………………………………………2…8

D₂₁＝0.43115A₁A₂₁e_D1ρ₂₁……………………………………………………………………2…9

or: d₁∶(D₂₁/A₂₁)＝72∶28…………………………………………………………………2…9-1

D₂＝(1-0.43115)A₁A₂₁A₂e_D1ρ₂(1-e_D2)…………………………………………2…10

D₃₁＝0.43115(1-0.43115)A₁A₂₁A₂A₃₁e_D1e_D2ρ₃₁…………………………………2…11

Or: d₂∶(D₃₁/A₃₁)＝72∶28……………………………………………………2…11-1

D₃＝(1-0.43115)²A₁A₂₁A₂A₃₁A₃e_D1e_D2ρ₃(1-e_D3)…………………………………2…12

……

D_m1＝0.43115(1-0.43115)^m-2A₁A₂₁A₂A₃₁A₃…A_m1e_D1e_D2e_D3…e_Dm-1ρ_m1(1-e_Dm)……………2…13

Or: d_(m-1)∶(D_m1/A_m1)＝72∶28………………………………………………2…13-1

D_m＝(1-0.43115)^m-1A₁A₂₁A₂A₃₁A₃……A_m1A_me_D1e_D2e_D3……e_Dm-1ρ_m(1-e_Dm)………2…14

Formula 2 … 8-formula 2 … 14 wherein D_m1Indicates that the filled particle diameter ratio of 2.4142 is more than or equal to phi in the gaps formed by the (m-1) grade aggregate_(m-1)/Φ_m1Aggregate of not less than 1.366, D_mIndicates that the filled particle diameter ratio of 3.298 is more than or equal to phi in the gaps formed by the (m-1) grade aggregate_(m-1)/Φ_mNot less than 2.4143 of aggregate.

M grade aggregate volume V_m：V_m＝D_m/ρ_m……………………………………………………2…15

Aggregate total volume ∑ V_D＝V_D1+V_D2+V_D3+……+V_Dm………………………………………2…16

Cementing material and aggregate: c_{Ash of}＝A₁A₂A₃……A_me_D1e_D2e_D3……e_Dmρ_C(1-e_C)………………………2…17

Gelling: c_Glue＝136kg/m³…………………………………………………………2…18

The total dosage of cement is as follows: c ═ C_{Ash of}+C_Glue…………………………………………………………2…19

Volume V of cement gel_C：V_C＝C/ρ_C……………………………………………………2…20

S₁＝A₁A₂A₃……A_mA_S1e_D1e_D2e_D3……e_Dm(ec+0.26)ρ_S1(1-e_S1)……………………2…21

S₂＝A₁A₂A₃……A_mA_S1A_S2e_D1e_D2e_D3……e_Dme_S1(ec+0.26)ρ_s2(1-e_S2)……………2…22

……

S_n＝A₁A₂A₃…A_mA_S1A_S2…A_ne_D1e_D2e_D3…e_Dme_S1e_S2…e_Sn-1(ec+0.26)ρ_sn(1-e_Sn)……2…23

Volume V of nth grade fine powder_Sn：V_Sn＝S_n/ρ_Sn………………………………………………2…24

Total volume of powder ∑ V_S：∑V_S＝V_S1+V_S2+V_S3+……+V_Sn…………………………………2…25

Powder equivalent weight S_d：S_d＝S*ρ_C/ρ_S…………………………………………………2…26

The volume of the material composition of the near-unit concrete aggregate powder material is as follows: v_DCS＝∑V_D+V_C+∑V_S………………………2…27

d. Determining the usage amount of single concrete component material and determining the theoretical mixing proportion of concrete

Theoretical volume V of aggregate and rubber powder_LComprises the following steps: v_DCSL＝∑V_DL+V_CL+∑V_SL＝980-V_W-V_J……………2…28

Volume V of concrete_{Concrete and its production method}The apparent volume and gas (gas) volume sigma V of all the components of the concrete_GAnd (3) the sum:

V_{concrete and its production method}＝∑V_D+V_C+∑V_S+V_W+V_G…………………………………………………………2…29

Theoretical volume V of concrete aggregate cementing material_LComprises the following steps: v_L＝∑V_DL+V_CL+∑V_SL＝980-V_WL-V_J………………2…30

The calculated additive amount and the calculated water amount are theoretical amount of concrete mixture, namely W_βh＝V_WL，V_J＝V_JLThe theoretical mixing ratio is as follows:

D_mL＝D_mV_DCSL/V＝D_m(980-V_W-V_J)/V………………………………………………2…31

C_L＝CV_DCSL/V＝C(980-V_W-V_J)/V…………………………………………………2…32

S_nL＝S_nV_DCSL/V＝S_n(980-V_W-V_J)/V………………………………………………2…33

in the formulas 2 … 1-2 … 33, only coarse and fine aggregates are used, and the prepared concrete is digital high-density macadam; the coarse aggregate is not used, and the prepared concrete is digital mortar; no aggregate is used, and the prepared concrete is digital high-density cement paste; only cement and ultrafine powder are used, and the prepared concrete is the digital low-water cement; wherein the size of the m-1 grade aggregate particles is at least 1.366 times and more than that of the m grade aggregate particles; the particle size of the n-1 grade powder is at least 1.366 times and more than that of the n grade aggregate; m and n are any natural numbers 1, 2, 3, 4 and … ….

(2) Estimating the strength of the concrete:

a. calculating the concrete void fraction

Theoretical metered volume of water: v_WL＝V_W-∑V_W-………………………………………………2…34

S_nThe equivalent specific surface area is S_n-1Equivalent specific surface area of 1.366 to 3.298 times, S₁-S_nThe volume sigma V of the powder for physical water reduction when the weight of the cement is equivalent_W-：∑V_W-＝0.35S₁+2.41¹*0.35S₂+2.41²*0.35S₃+……+2.41^{n -1}*0.35S_n…………2…35

The concrete water void ratio is the difference between the actual water volume and the physical water reduction volume and the ratio of the actual water volume to the concrete volume:

e_W＝(V_W-∑V_W-)/V_{concrete and its production method}………………………………………………………………2…36

The void ratio of the concrete is the sum of the water void ratio and the gas void ratio of the concrete:

e_{concrete and its production method}＝e_W+e_G＝∑V_WL/V_{Concrete and its production method}×100％+e_G………………………………………………2…37

b. Concrete strength estimation

Because the particle size, the particle shape, the surface structure, the air entraining amount of the admixture, the mechanization degree, the personnel quality and the construction elaboration degree in the production and construction are different, the air content of the concrete can fluctuate within the range of 0-11 percent, and the concrete strength also fluctuates within a certain range, so the dispersion of the concrete strength statistics appears. By applying the concrete strength equation set, the large value R of the 28-day compressive strength of the standard curing of the concrete can be estimated_maxAnd a small value R_min：δ＝log_f100e_{Concrete and its production method}………………………………………………………………………2…38

Standard curing strength of concrete:

the maximum equivalent water-gel ratio of the high-cost performance concrete and the durable concrete in the non-freeze-thaw area is as follows: W/B is less than or equal to 0.574 … … … … … … … 2 … 40

The maximum equivalent water-gel ratio of the durable concrete in the freeze-thaw area is as follows: W/B is less than or equal to 0.55 … … … … … … … … … 2 … 40-1

The equivalent cement material dosage is 300-340kg/m³When the water consumption is 0 water consumption of slump and the void is less than 1%, the maximum tensile-compression strength ratio of the concrete is 20%; when the concrete unit volume is increased or reduced by 30kg of cement, or the air gap and the water gap are increased by 1 percent (10 liters), the tensile strength of the concrete is reduced by 1 percent on the basis of 20 percent.

Formula 2 … 1-formula 2 … 40 wherein J, admixture and weight thereof, W, water and weight thereof, β, concrete water-reducing ratio when J admixture is used, D₁， D₂，D₃，……，D_mThe size of the aggregate particles is at least 1.366 times and more than that of the aggregate particles in the m-1 level; the particle size of the n-1 grade powder is at least 1.366 times and more than that of the n grade aggregate;m and n are any natural numbers 1, 2, 3, 4 and … …; rho_m、ρ_n、ρ_CThe apparent density of the m-th grade aggregate or the n-th grade powder and the apparent density of cement; e.g. of the type_Dm、e_Sn、e_CThe void ratio of the mth grade aggregate, the nth grade powder and the cement; a. the_m，A_SnThe filling coefficients corresponding to the m-grade aggregate and the n-grade powder generally have a rational number of 0-3; v, volume; l, theoretical; sigma, summing; δ, root index; f: test piece constants: for a cubic test piece of 150 × 150 × 150mm, f is 1.9; for a test piece with the diameter of 150mm and the height-diameter ratio of 2 cylinders, f is 1.7; f is 1.6 for a prism test piece with the edge length of 150mm and the height ratio of 2; r: under the standard curing condition, the 28-day compressive strength of the silicate cement concrete and the 3-day compressive strength of the aluminate cement concrete are improved; theta, the dosage coefficient of the concrete cement cementing material with the value not more than 1: theta ═ C_{Fruit of Chinese wolfberry}/C_minWhen theta is more than or equal to 1, taking 1; hard dry concrete C_min＝240kg/m³(ii) a Plastic concrete C_min＝270kg/m³(ii) a Fluid concrete C_min＝320kg/m³(ii) a Self-compacting concrete C_min＝370 kg/m³(ii) a b: cement strength constant related to apparent density of cement: for ISO679 test, the apparent density of the silicate cement is 3200kg/m³B is 4.31; apparent density 3100kg/m³B is 4.29; apparent density 3000kg/m³B is 4.27; apparent density 2900kg/m³B is 4.25; the strength constant is reduced along with the reduction of the apparent density of the silicate cement; the strength constant of the French, American and Japanese aluminate cement is basically equal to that of the general silicate cement; for aluminate cement tested by the Chinese method, the strength constant is only used as reference: CA50 with intensity constant b of 3.92; the reference values of the strength constants of CA60, CA70 and CA80 are as follows: b is 3.67-3.72; sigma_IThe compressive strength of the general silicate cement is 28 days by ISO679-2009 method; standard curing strength of the aluminate cement for 3 days; e.g. of the type_{Concrete and its production method}: porosity of concrete.

If R is_minAnd if the preparation target is larger than or the Rmin is close to the preparation target, the next step is carried out to verify the theoretical mixing ratio of the concrete. If R is_min< many formulation targets, thenAnd returning to the step 3, redesigning and preparing the concrete mixing proportion.

Step 4, verifying the theoretical mixing proportion preparation target of the concrete; the theoretical mix proportion of retesting or third-party detection (namely, a closed test which is often called by us or double-blind detection) is called detection target or target verification for short.

And (3) if the experimental result and the calculation error are large, analyzing the reason, finding out the symptom knot, returning to the step 3, and redesigning and preparing the concrete.

The concrete preparation process is called three-in-one detection digital concrete preparation method for short.

2. Digital concrete mixing proportion prepared by digital concrete preparation method

2.1. The digital concrete prepared according to the digital concrete preparation method has the characteristics that the mixing proportion of the digital concrete with a suspended compact structure is as follows: a) Particle size ratio characterized by: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles; b) the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a suspended compact structure; c) apparent volume fraction characteristics (unit: m is³/m³): first stage aggregate D₁Is its apparent density ρ₁0.001-0.8 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0-0.7 times of that of the third-stage aggregate D₃Is its apparent density ρ₃0-0.7 times of that of the fourth-stage aggregate D₄Is its apparent density ρ₄… …, m-th grade aggregate D of 0 to 0.8 times of_mIs its apparent density ρ_m0-0.7 times of the cement C, the apparent density rho of the cement C_C0-0.8 times of the total weight of the cement, the powder S having a particle size corresponding to that of the cement being the apparent density rho_S0-0.8 times of the cement particle size, and the first-grade powder S is finer than the cement particle size₁Is its apparent density ρ_S10-0.7 times of the amount of the cement powder S, which is two stages finer than the size of the cement particles₂Is its apparent density ρ_S20-0.7 times of the amount of the cement powder S, which is a third grade powder material finer than the size of the cement particles₃Is its apparent density ρ_S30-0.6 times of the cement particle size, and four-stage powder S finer than the cement particle size₄Is its apparent density ρ_S4… …, is finer than the cement grain size by a factor of 0-0.6, and is n-grade powder S_nIs its apparent density ρ_Sn0-0.5 times of; m and n are natural numbers 1, 2, 3, 4, … … (the same below).

2.2. The digital concrete prepared according to the digital concrete preparation method has the characteristics that the digital concrete with a compact framework structure has the following mix proportion: a) Particle size ratio characterized by: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles; b) the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a skeleton compact structure; c) apparent volume fraction characteristics (unit: m is³/m³): first stage aggregate D₁Is its apparent density ρ₁0.001-0.8 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0-0.7 times of that of the third-stage aggregate D₃Is its apparent density ρ₃0-0.7 times of that of the fourth-stage aggregate D₄Is its apparent density ρ₄… …, m-th grade aggregate D of 0 to 0.7 times of_mIs its apparent density ρ_m0-0.6 times of the cement C, the apparent density rho of the cement C_C0-0.8 times of the total weight of the cement, the powder S having a particle size corresponding to that of the cement being the apparent density rho_S0-0.8 times of the cement particle size, and the first-grade powder S is finer than the cement particle size₁Is its apparent density ρ_S10-0.6 times of the cement particle size, two-stage powder S finer than the cement particle size₂Is its apparent density ρ_S20-0.6 times of the amount of the cement powder S, which is a third grade powder material finer than the size of the cement particles₃Is its apparent density ρ_S30-0.5 times of the cement particle size of the four-stage powder S₄Is its apparent density ρ_S4… …, is finer than the cement grain size by a factor of 0-0.5, and is n-grade powder S_nIs its apparent density ρ_Sn0-0.4 times of the total weight of the composition.

2.3. The digitized concrete prepared according to the digitized concrete preparation method has the characteristics that the mixing proportion of the digitized concrete with the porous skeleton compact structure is as follows: a) particle rulerThe cun proportion is characterized in that: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles; b) the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a porous skeleton compact structure; c) apparent volume fraction characteristics (unit: m is³/m³): first stage aggregate D₁Is its apparent density ρ₁0.001-0.8 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0.001-0.4 times of that of the third-stage aggregate D₃Is its apparent density ρ₃0-0.4 times of the cement C, the apparent density rho of the cement C_C0-0.4 times of the powder S, the apparent density rho of the powder S_S0-0.4 times of the amount of the cement, and the powder S is one grade or more than one grade of powder with the size smaller than that of the cement particles_nIs its apparent density ρ_Sn0-0.3 times of the total weight of the composition.

2.4. The digital concrete prepared according to the digital concrete preparation method has the characteristics that the mixing proportion of the digital concrete with the porous framework compact structure is as follows: a) particle size ratio characterized by: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles; b) the material composition is characterized in that: maximum first grade aggregate D₁Mixing with cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a porous skeleton compact structure; c) apparent volume fraction characteristics (unit: m is³/m³): first stage aggregate D₁Is its apparent density ρ₁0.3-0.8 times of the cement C, the apparent density rho of which is_C0-0.3 times of the powder S, the apparent density rho of the powder S_S0-0.3 times of the powder S, the apparent density rho of the powder S_S0-0.4 times of the amount of the cement, and the powder S is one grade or more than one grade of powder with the size smaller than that of the cement particles_nIs its apparent density ρ_Sn0 to 0.3 times of (A), and may be 0 times of water W.

2.5. The digital low-water cement prepared by the digital concrete preparation method is characterized in that: a) particle size ratio characterized by: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles; b) the material composition is characterized in that: byPowder S with the size equal to that of cement grains, ground aluminate cement clinker C, and powder S with the size smaller than that of cement grains₁-S_nAt least one of n grades of fine powder is uniformly mixed; c) apparent volume fraction characteristics (unit: m is³/T) or the weight ratio is characterized by (unit kg/T): the dosage of the ground cement clinker is that the cement C is the apparent density rho of the cement C_C0.15-0.30 times (450-960kg/T), and the powder S with the size equivalent to that of the cement particles is the apparent density rho of the powder S_S0-0.25(0-800kg/T) times of the amount of the first-order powder S finer than the size of cement particles₁Is its apparent density ρ_S10-0.23 (0-750kg/T) times of the amount of the powder S, which is finer than the size of the cement particles₂Is its apparent density ρ_S20-0.20 times (0-650kg/T) of the amount of the third-order powder S finer than the particle size of the cement₃Is its apparent density ρ_S30-0.18 times (0-550kg/T) of the amount of the cement powder, and four stages of powder S with the particle size smaller than that of the cement₄Is its apparent density ρ_S40-0.15 times (0-450kg), … …, is finer than the cement grain size by n grades of powder S_nIs its apparent density ρ_Sn0-0.1 times (0-350 kg); and uniformly mixing to obtain the cement with low water consumption.

2.6. The optimized suspension compact structure digital concrete mixing proportion of the digital concrete prepared according to the digital concrete preparation method is characterized in that: a) particle size ratio characterized by: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles; b) The material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a suspended compact structure; c) apparent volume fraction characteristics (unit: m is³/m³): first stage aggregate D₁Is its apparent density ρ₁0.2-0.7 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0-0.6 times of that of the third-grade aggregate D₃Is its apparent density ρ₃0-0.6 times of that of the fourth-grade aggregate D₄Is its apparent density ρ₄… …, m-th grade aggregate D of 0 to 0.6 times of_mIs its apparent density ρ_m0 to 0.5 times of the total weight of the composition,cement C is its apparent density rho_C0-0.8 times of the total weight of the cement, the powder S having a particle size corresponding to that of the cement being the apparent density rho_S0-0.7 times of the cement particle size, and the first-grade powder S is finer than the cement particle size₁Is its apparent density ρ_S10-0.6 times of the cement particle size, two-stage powder S finer than the cement particle size₂Is its apparent density ρ_S20-0.6 times of the amount of the cement powder S, which is a third grade powder material finer than the size of the cement particles₃Is its apparent density ρ_S30-0.5 times of the cement particle size of the four-stage powder S₄Is its apparent density ρ_S4… …, is finer than the cement grain size by a factor of 0-0.5, and is n-grade powder S_nIs its apparent density ρ_Sn0-0.4 times of; water W with equivalent water-gel ratio not more than 0.574 in a non-freeze-thaw area; water W with equivalent water-to-gel ratio not greater than 0.55 in a freeze-thaw area; and (E) an additive J. When the equivalent water-cement ratio of the concrete is less than or equal to 0.574, the concrete has the maximum cost performance.

2.7. The optimized proportion of the digital concrete with the dense framework structure is characterized in that: a) particle size ratio characterized by: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles; b) the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least two kinds of the fine powder are uniformly mixed to form a skeleton compact structure; c) apparent volume fraction characteristics (unit: m is³/m³): first stage aggregate D₁Is its apparent density ρ₁0.4-0.7 times of the amount of the second-stage aggregate D₂Is its apparent density ρ₂0-0.6 times of that of the third-grade aggregate D₃Is its apparent density ρ₃0-0.5 times of that of the fourth-stage aggregate D₄Is its apparent density ρ₄… …, m-th grade aggregate D of 0 to 0.5 times of_mIs its apparent density ρ_m0-0.4 times of the cement C, the apparent density rho of the cement C_C0-0.5 times of the total weight of the cement, the powder S having a particle size corresponding to that of the cement being the apparent density rho_S0-0.4 times of the cement particle size, and the first-grade powder S is finer than the cement particle size₁Is its apparent density ρ_S10-0.4 times of that of cement, and is finer than cement particlesGrade powder material S₂Is its apparent density ρ_S20-0.3 times of the amount of the cement powder S, which is a third grade powder material finer than the size of the cement particles₃Is its apparent density ρ_S30-0.3 times of the cement particle size, and four-stage powder S finer than the cement particle size₄Is its apparent density ρ_S4… …, is finer than the cement grain size by a factor of 0-0.2, and is n-grade powder S_nIs its apparent density ρ_Sn0-0.2 times of; water W with equivalent water-gel ratio not more than 0.574 in a non-freeze-thaw area; water W with equivalent water-to-gel ratio not greater than 0.55 in a freeze-thaw area; and (E) an additive J. When the equivalent water-cement ratio of the concrete is less than or equal to 0.574, the concrete has the maximum cost performance.

2.8. The optimized proportion of the digital concrete with the porous framework compact structure is characterized in that: a) particle size ratio characterized by: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles; b) the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a porous skeleton compact structure; c) apparent volume fraction characteristics (unit: m is³/m³): first stage aggregate D₁Is its apparent density ρ₁0.4-0.7 times of the amount of the second-stage aggregate D₂Is its apparent density ρ₂0.01-0.4 times of that of the third-grade aggregate D₃Is its apparent density ρ₃0-0.4 times of the cement C, the apparent density rho of the cement C_C0-0.4 times of the amount of the cement, and the powder S is one grade or more than one grade of powder with the size smaller than that of the cement particles_nIs its apparent density ρ_Sn0-0.3 times of; water W with the equivalent water-gel ratio not greater than 0.574 in a non-freeze-thaw area and water W with the equivalent water-gel ratio not greater than 0.55 in a freeze-thaw area; and (E) an additive J. When the equivalent water-cement ratio of the concrete is less than or equal to 0.574, the concrete has the maximum cost performance.

The improvement of the above formulation method by Rogong Bo of the firm of Exxon Mobil is a valuable suggestion, and the inventor shows thank you here.

Example 8 example calculation of a highly dense refractory dry blend. Apparent density 4030kg/m³Fused white corundum, high-density refractory dry-mixedThe void ratio of the material is required to be lower than 3 percent, and the volume weight is 3900kg/m³The above. Purchasing the refractory aggregate comprises: apparent density 4030kg/m³The fused white corundum has aggregate sizes of 10-20mm, 5-10mm, 3-5mm, 1.2-3mm and specific surface area of 400m²/kg powdery white corundum with apparent density of 3900kg/m³

Solution: the preparation target problem is given: void ratio is less than 3%, volume weight is 3900kg/m³The above.

The material theme has been given: selecting 10-20 aggregates: 05-10 of aggregate: 3-5: 1.2-3: corundum powder five-grade aggregate.

The aggregate grain size ratio of 10-20/05-10 ═ 2 > 1.366, 10-20/03-05 ═ 3.3-4 > 2.4143, 03-05/1.2-3 ═ 1.67-2.5 > 1.366, 1.2-3/white corundum powder ═ 3900 × (400)/4800 ═ 325 > 6.48, and is suitable for small-proportion and large-proportion aggregate filling rules respectively.

Taking e as the porosity of the loosely piled sand-stone material of 47-48 percent₁＝e₃＝48％，e₅35%, A1, and the weight of the five-grade aggregate with the approximate unit volume is respectively as follows:

1-2 aggregate: d₁＝A₁ρ₁(1-e₁)＝4030*(1-0.48)＝2096kg/m³05-1 aggregate: d₂＝0.2*4030＝806kg/m³

03-05 aggregate: d₃＝(0.48-0.2)ρ₃(1-e₃)＝0.28*4030*(1-0.48)＝587kg/m³

1.2-03 aggregate: d₄＝587/0.52*0.2＝226kg/m³

White alundum powder: d₅＝0.28*0.28*ρ₅(1-e₅)＝0.28²*3900*(1-0.35)＝198kg/m³

The apparent volume of the white corundum is as follows: v ═ 0.973m (2096+806+587+226)/4030+198/3900 ═ 0.973m³

The high-density aggregate prepared from the five-grade aggregate comprises the following components in percentage by weight: 1-2 aggregates, 05-10 aggregates, 03-05 aggregates, 1.2-3 aggregates and white corundum powder ═ 2096, 806, 587, 226, 198

Theoretical volume weight of high dense aggregate: sigma D3913 kg/m³Laboratory actual measurement dry blend bulk density 3900kg/m³The test process is micro-segregation and easy to stamp, and almost no error exists in calculation and test. The density of the dry mixture is close to the apparent density of the whole white corundum, the theoretical refractoriness is the same as the limit refractoriness of the whole white corundum, and the refractoriness can reach 2000 ℃. Theoretical void ratio of high-density aggregate after ramming: 0.28 0.35 100% to 2.7%

Example we derive: the concrete prepared according to the digital concrete model has the advantages of large volume weight, compact structure and extremely low void ratio.

Example 9 corundum aggregate, CA70 cement refractory concrete mix design formulation example:

targeting: the standard culture strength is more than 60MPa in 3 days; the slump of the plastic concrete is 30-50 mm; the lowest strength is not less than 40MPa at 1000 ℃ and 1200 ℃ and 1400 ℃; the dominant porosity is not higher than 18% after baking at 1400 ℃.

Raw material setting: the apparent density of the purchased particles is 4000kg/m, with the sizes of 10-15mm, 5-10mm, 2.5-5mm and 0.15-2.5mm³The four particle sizes of fused corundum aggregate; apparent density 2950kg/m³Specific surface area of 360m²CA-70 aluminate cement/kg with strength of 46 MPa; alumina powder specific surface area 600m²Kg, apparent density 3600kg/m³(ii) a The melting points of the raw materials are all more than 2000 ℃; 8 percent of solid content, 13Kg of concrete, and 30 percent of water reducing rate.

Proportioning: the mixing amount of the polycarboxylic admixture is 13kg/m³The water reducing rate of the concrete is 35 percent

W_h＝W₀+0.5h＝145+0.5*50＝170kg W_βh＝W_h(1-β)＝175*(1-0.3)＝123kg

10-15mm fused corundum: d₁＝A₁ρ₁(1-e₁)＝0.7*4000*(1-0.5)＝1400kg

The grain size ratio of the 10-15mm fused corundum to the 5-10mm fused corundum is as follows: 12.5/7.5 ═ 1.667 > 1.366

5-10mm fused corundum: d₂1400 to 28: 72 solve the equation: d₂＝544kg

The grain size ratio of 10-15mm fused corundum to 2.5-5mm fused corundum is as follows: 12.5/3.75-3.3333 > 2.4142

2.5-5mm fused corundum: d₃＝0.7*1.4*(0.5-0.2)*4000*(1-0.5)＝588kg

The ratio of the sizes of the 2.5-5mm fused corundum to the 0.15-2.5mm fused corundum particles is as follows: 3.75/(2.5/2+0.15/2 ═ 2.83 > 2.4142

D₄＝0.7*1.4*1.5*(0.5-0.2)*0.5*4000*(1-0.5)＝441kg

Aluminate cement aggregate D₅＝0.7*1.4*1.5*0.5*0.5*0.5*2950*(1-0.46)＝293kg

The total dosage of cement is as follows: c293 +136 the ratio of 429kg cement to alumina powder particle size: 600 x 3.6/360 x 3 ═ 2 > 1.366

429kg can hold equivalent alumina powder A: 429: A72: 28A 167kg

The volume of the raw materials is as follows: v945 liter (1400+544+588+441)/4+429/2.95+ 167/2.95)

Theoretical volume: v_1L+V_2L+V_CL980 and 857 liters for 123

The concrete mixing proportion is as follows: d_1L＝1400*857/945＝1270kg，D_2L＝544*857/945＝493kg，D_3L＝588*857/945＝533kg，

D_4L＝441*857/945＝400kg，C_1L429 and 857/945 kg, equivalent of powdered aluminum A_1LD＝167*857/947＝151kg，

The amount of aluminum powder actually used: a. the_1L151 × 3.6/2.95 ═ 184kg, Vw ═ 151 × 0.36 ═ 54 liters

Possible low value void fraction e of concrete_{Concrete min}(123-54+30)/1000 × 100% ═ 10.8%, high value void fraction e_{Concrete max}＝13.8％

δ_max＝log_f100e_{Concrete and its production method}＝log_1.913.8＝4.0891995027 δ_min＝log_f100e_{Concrete and its production method}＝log_1.99.8＝3.5559220484

Detecting a target: the initial slump of the concrete is 40-60 mm; the compressive strength of the first test and the compressive strength of the second test are respectively 68.9MPa and 76.2 MPa. The preparation is consistent with the actual measurement height.

The porosity of the refractory concrete after baking at 110 deg.C, 800 deg.C, 1000 deg.C, 1200 deg.C and 1400 deg.C (dry) is about 1.4 times, 1.5 times, 1.7 times, 2 times and 1.4 times of the initial porosity at normal temperature.

Porosity at 1000 ℃: e.g. of the type_{Concrete and its production method}＝12.3％*1.7-5.4％+4％＝19.5％，

Porosity at 1200 ℃: e.g. of the type_{Concrete and its production method}＝12.3％*2-5.4％+4％＝23.2％，

Void fraction at 1400 ℃ C: e.g. of the type_{Concrete and its production method}＝12.3％*1.4-5.4％+4＝15.82％，

The maximum error between the intensity calculation result and the experimental error is not more than 4 percent, and the dominant porosity is not more than 15 percent after being baked at 1400 ℃.

Effects of the implementation

By utilizing a digital concrete model, using qualified refractory aggregate, preparing aluminate (refractory) concrete according to the mixing proportion of the method, using CA-80 cement, and ensuring that the lowest compressive strength of the concrete at normal temperature is more than 80 Mpa; the CA-50 cement concrete has normal temperature compression strength over 100MPa, high normal temperature strength, high temperature strength, high temperature stability, high volume fixing property and high refractoriness under load. The high-density aluminate (refractory) concrete has the following main characteristics:

1. the preparation method of the aluminate (refractory) concrete directly spans from an empirical method to a digital method, and the preparation method of the aluminate (refractory) concrete is historically spanned. The concrete mixture has set workability, such as good fluidity, cohesiveness, easy tightness and filling property, and is easier to construct; the strength and the refractoriness of the formed aluminate (refractory) concrete are known before construction, the thermal shock stability, the refractoriness under load and the high-temperature erosion resistance are further improved, and the performance of the concrete after construction is set to be consistent before construction; the strength and the void ratio of the concrete at various temperatures are controllable and adjustable.

2. As the water consumption of the aluminate concrete is greatly reduced, the strength at normal temperature, 110 ℃, 800 ℃, 1000 ℃ and 1400 ℃ is greatly improved. The refractoriness, the thermal shock stability, the volume fixity and the refractoriness under load are further improved, and the high-temperature erosion resistance is further improved; the applicable temperature range of the concrete is wider. The inventor estimates that the application range of the indefinite form refractory material is expanded from 70% to more than 80%.

3. Because the content of the ultrafine powder in the concrete is reduced, the low-alumina cement and the medium-alumina cement can be used for preparing aluminate (refractory) concrete with high refractoriness, high thermal shock stability and high refractoriness under load, and the application range of the aluminate (refractory) concrete prepared from the medium-alumina cement and the low-alumina cement is expanded. The service life of the unshaped refractory material used for high-temperature furnaces such as metallurgy, electric power, chemical industry, building materials, petroleum and the like is greatly prolonged, and therefore, the invention has high economical efficiency and environmental protection.

The diameter proportion of the screened aggregate particles meets the filling rule among aggregates by using the invention's King and Song's sieve; the concrete or asphalt mixture prepared by screening the aggregates can have the maximum bulk density, and the bulk void ratio among the aggregates can be lower; the asphalt mixture, the (silicate, aluminate) cement concrete and the resin concrete can be prepared to have higher strength and longer service life.

Claims (9)

1. The digital concrete model has the following characteristics:

the digital concrete model is a multi-combination digital aluminate concrete structure model which is established on the basis of aggregate same-arrangement equal-gap rule, aggregate single-particle-size rule and aggregate maximum and minimum void ratio and at least meets one or more than one of the following eight characteristics of A, B, C, D, E, F, J, H:

A. digital concrete filling rules;

B. the principle of maximum bulk density;

C. concrete pocket theory;

D. concrete king's rheological characteristics;

E. the workability law of premixed concrete;

c. hinge law;

J. regulating the strength of concrete;

H. the concrete durability law;

the digital model is a multi-dimensional (time axis of three-dimensional space) universal digital concrete structure combined model.

2. The digital aluminate concrete mixing proportion is characterized in that:

the digital aluminate concrete mixing proportion characteristic consists of four parts of a particle size proportion characteristic, an aggregate structure characteristic, a gap filling characteristic and an apparent volume proportion characteristic;

material particle size ratio characteristics: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles;

structural characteristics of aggregate room: because the value ranges of the filling coefficients A are different, after the small-grade aggregate fills the gap formed by the large-grade aggregate, one of A, B, C, D four structural characteristics is formed and is the only structural characteristic:

A. a porous framework compact structure;

B. the porous framework has a compact structure;

C. the framework is in a compact structure;

D. a suspended compact structure;

gap filling characteristics: the same communicated gap formed by the same arrangement order can be filled by one-stage or two-stage aggregates with smaller particle size according to the set structural characteristics among the aggregates and the specific volume proportion;

apparent volume ratio characteristic (unit: m)³/m³): first stage aggregate D₁Is apparent density thereofDegree rho₁0-0.8 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0-0.8 times of that of the third-stage aggregate D₃Is its apparent density ρ₃0-0.8 times of that of the fourth-stage aggregate D₄Is its apparent density ρ₄… …, m-th grade aggregate D of 0 to 0.8 times of_mIs its apparent density ρ_m0-0.8 times of the cement C, the apparent density rho of the cement C_C0-0.8 times of the total weight of the cement, the powder S having a particle size corresponding to that of the cement being the apparent density rho_S0-0.8 times of the cement particle size, and the first-grade powder S is finer than the cement particle size₁Is its apparent density ρ_S10-0.8 times of the amount of the cement powder S, which is two stages finer than the size of the cement particles₂Is its apparent density ρ_S20-0.7 times of the amount of the cement powder S, which is a third grade powder material finer than the size of the cement particles₃Is its apparent density ρ_S30-0.6 times of the cement particle size, and four-stage powder S finer than the cement particle size₄Is its apparent density ρ_S4… …, is finer than the cement grain size by a factor of 0-0.6, and is n-grade powder S_nIs its apparent density ρ_Sn0-0.5 times of; m and n are natural numbers 1, 2, 3, 4, 5, 6, 7 and … ….

3. A digital sieve-Wang Song's sieve, the biggest characteristic of Wang Song's sieve is that the proportion characteristic among the sieve pores is: the ratio of the sizes between the meshes is greater than or equal to 1.366 and as close to 1.366 times the ratio as possible.

4. The preparation method of the digital aluminate concrete is characterized by comprising the following steps:

the preparation method of the digital aluminate concrete is characterized by comprising the following four steps of:

step 1, determining a concrete preparation target, namely a target for short, according to design requirements and construction conditions;

step 2, determining raw materials of each component of the concrete, namely the fixed raw materials for short, according to the supply condition of the local raw materials;

step 3, determining the use amount, namely the fixed ratio, of each raw material of the concrete according to the preparation target and the raw material supply condition of the concrete;

step 4, carrying out test verification to determine the mixing ratio, which is called target detection for short;

the characteristics of the three steps are detected, and the digital aluminate concrete preparation method is formed.

5. The aluminate concrete mixing proportion characteristic of the suspension compact structure prepared according to the digital aluminate concrete preparation method is composed of three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

particle size ratio characteristics: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles;

the material composition characteristics are as follows: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a suspended compact structure;

apparent volume ratio characteristic (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0-0.8 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0-0.7 times of that of the third-stage aggregate D₃Is its apparent density ρ₃0-0.7 times of that of the fourth-stage aggregate D₄Is its apparent density ρ₄… …, m-th grade aggregate D of 0 to 0.8 times of_mIs its apparent density ρ_m0-0.7 times of the cement C, the apparent density rho of the cement C_C0-0.8 times of the total weight of the cement, the powder S having a particle size corresponding to that of the cement being the apparent density rho_S0-0.8 times of the cement particle size, and the first-grade powder S is finer than the cement particle size₁Is its apparent density ρ_S10-0.7 times of the amount of the cement powder S, which is two stages finer than the size of the cement particles₂Is its apparent density ρ_S20-0.7 times of the amount of the cement powder S, which is a third grade powder material finer than the size of the cement particles₃Is its apparent density ρ_S30-0.6 times of the cement particle size, and four-stage powder S finer than the cement particle size₄Is its apparent density ρ_S4… …, is finer than the cement grain size by a factor of 0-0.6, and is n-grade powder S_nIs its apparent density ρ_Sn0-0.5 times of; m and n are natural numbers 1, 2, 3, 4, 5, 6, 7 and … ….

6. The mixing proportion characteristic of the skeleton compact structure aluminate concrete prepared according to the digital aluminate concrete preparation method is composed of three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

particle size ratio characteristics: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles;

the material composition characteristics are as follows: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a skeleton compact structure;

apparent volume ratio characteristic (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0-0.8 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0-0.7 times of that of the third-stage aggregate D₃Is its apparent density ρ₃0-0.7 times of that of the fourth-stage aggregate D₄Is its apparent density ρ₄… …, m-th grade aggregate D of 0 to 0.7 times of_mIs its apparent density ρ_m0-0.6 times of the cement C, the apparent density rho of the cement C_C0-0.8 times of the total weight of the cement, the powder S having a particle size corresponding to that of the cement being the apparent density rho_S0-0.8 times of the cement particle size, and the first-grade powder S is finer than the cement particle size₁Is its apparent density ρ_S10-0.6 times of the cement particle size, two-stage powder S finer than the cement particle size₂Is its apparent density ρ_S20-0.6 times of the amount of the cement powder S, which is a third grade powder material finer than the size of the cement particles₃Is its apparent density ρ_S30-0.5 times of the cement particle size of the four-stage powder S₄Is its apparent density ρ_S4… …, is finer than the cement grain size by a factor of 0-0.5, and is n-grade powder S_nIs its apparent density ρ_Sn0-0.4 times of; m and n are natural numbers 1, 2, 3, 4, 5, 6, 7 and … ….

7. The proportioning characteristics of the porous skeleton compact structure aluminate concrete prepared according to the digital aluminate concrete preparation method comprise three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

particle size ratio characteristics: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles;

the material composition characteristics are as follows: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, cement C and powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a semi-skeleton compact structure;

apparent volume ratio characteristic (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0-0.8 times of that of the second-stage aggregate D₂Is its apparent density ρ₂0.001-0.4 times of that of the third-stage aggregate D₃Is its apparent density ρ₃0-0.4 times of the cement C, the apparent density rho of the cement C_C0-0.4 times of the powder S, the apparent density rho of the powder S_S0-0.4 times of the amount of the cement, and the powder S is one grade or more than one grade of powder with the size smaller than that of the cement particles_nIs its apparent density ρ_Sn0-0.3 times of the total weight of the composition.

8. The optimized framework structure aluminate concrete mixing proportion characteristic prepared according to the digital aluminate concrete preparation method is composed of three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

particle size ratio characteristics: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles;

the material composition characteristics are as follows: maximum first grade aggregate D₁Cement C, powder S, S₁-S_nAt least one of the fine powder materials is uniformly mixed to form a porous skeleton compact structure;

apparent volume ratio characteristic (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0.4-0.7 times of the cement C, the apparent density rho of which is_C0-0.4 times of the amount of the cement, and the powder S is one grade or more than one grade of powder with the size smaller than that of the cement particles_nIs its apparent density ρ_Sn0 to 0.3 times of (1), equivalent of waterWater W with glue ratio not greater than 0.574 and additive J.

9. The digital aluminate cement prepared according to the digital aluminate concrete preparation method is characterized by comprising three parts of particle size ratio characteristics, material composition characteristics, apparent volume ratio characteristics or weight ratio characteristics:

particle size ratio characteristics: the size of the large primary aggregate particles is at least 1.366 times and more than that of the small primary aggregate particles;

the material composition characteristics are as follows: the cement is prepared from ground aluminate cement clinker C, powder S and powder S with a size one or more than one grade smaller than that of cement particles₁-S_nAt least one of the grade n +1 powder materials is uniformly mixed;

apparent volume fraction characteristic (in m)³/T) or weight ratio characteristics (in kg/T): the dosage of the ground cement clinker is that the cement C is the apparent density rho of the cement C_C0.15-0.30 times or weight ratio of 450-960, the powder S with the size equivalent to that of the cement particles is the apparent density rho of the powder S_S0-0.25 times or 0-800 weight ratio of the first-grade powder S is finer than the size of cement particles₁Is its apparent density ρ_S10-0.23 times or 0-750 weight ratio of the powder S of two stages finer than the size of cement particles₂Is its apparent density ρ_S20-0.20 times or 0-650 weight ratio of the third-class powder S finer than the cement particle size₃Is its apparent density ρ_S30-0.18 times or 0-550 weight ratio of the powder S, the powder S is four-grade powder with the size being finer than that of cement particles₄Is its apparent density ρ_S40-0.15 times or 0-450, … … weight ratio of powder S of grade n, finer than the size of cement grain_nIs its apparent density ρ_Sn0-0.1 times or 0-350 weight ratio of the total amount of the components; uniformly mixing to obtain the digital aluminate cement; n is a natural number 1, 2, 3, 4, 5, 6, 7, … ….

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