CN111341393A

CN111341393A - Preparation method of digital asphalt mixture and mixing proportion of digital asphalt mixture

Info

Publication number: CN111341393A
Application number: CN202010044526.5A
Authority: CN
Inventors: 王玉海
Original assignee: Individual
Current assignee: Individual
Priority date: 2020-01-01
Filing date: 2020-01-01
Publication date: 2020-06-26

Abstract

By utilizing the digital concrete model, the invention changes the test science into the calculation science and the digital science of the asphalt mixture, so that a plurality of experimental results of the asphalt mixture can be known in advance through calculation, the labor of scientific and technical personnel is reduced, and the design test time is saved. The digital asphalt mixture prepared according to the digital asphalt mixture preparation method has the advantages of high mixing ratio, high density, compactness, water resistance, set friction coefficient and surface structure depth, controllable and adjustable surface roughness, pavement friction coefficient and void ratio; the asphalt mixture has reasonable material proportion, uniform quality of the mixture, consistent calculation with actual construction, good workability and easier compaction; the paved asphalt mixture has the advantages of high-temperature stability, low-temperature crack resistance, strong anti-fatigue and anti-rutting capabilities, stable various performances, super-long durability, extremely high stability, less maintenance, low cost, long service life, high applicability, economy and environmental protection; the difficulty of quality management and quality control of the mixture is reduced.

Description

Preparation method of digital asphalt mixture and mixing proportion of digital asphalt mixture

Technical Field

The invention relates to a road engineering material, namely digitization of asphalt mixture, a preparation method of the digitization asphalt mixture and the proportion of the digitization asphalt mixture prepared by the method.

In highway construction and urban construction, asphalt mixture is widely applied because of its characteristics of smooth surface, comfortable running, wear resistance, skid resistance, low noise, short construction period, simple and convenient maintenance, etc. In railway construction, the asphalt mixture is mainly used for high-speed railway roadbed filling and railway roadbed water-proof and drainage engineering.

Background

The prior method for preparing the asphalt mixture comprises four methods: marshall method (fullerene formula method), supave method in the united states, the step-and-step method invented by mr. shaqinglin, and the digital asphalt mixture pavement preparation method invented by the inventor (201610838071.8).

The digital asphalt mixture pavement preparation method is an insurmountable primary stage of a concrete digital preparation method.

Disclosure of Invention

The purpose and the function of the invention are as follows: based on modern concrete preparation, the inventor creates a digital and universal digital concrete model, namely a Wang's concrete model, by further discovering the filling and flowing rules among aggregates of asphalt mixtures (asphalt mixtures), the interaction rules among the aggregates, cement (asphalt mixture) and the formation rule of concrete strength and reconsidering the formation rule of concrete strength; the digital asphalt mixture preparation method is based on a digital concrete model, is further developed on the modern concrete preparation method, is suitable for all cementing types (organic glue materials such as asphalt and polymer resins, and inorganic glue materials such as silicate cement and aluminate cement), all hardening forms (hydraulic glue materials, air-hardening glue materials and heat-sensitive glue materials), all initial states (dry and hard, plasticity and flow state) of concrete, all volume weights, all strength grades, all structural types (porous framework compact structure, framework compact structure and suspension compact structure) and all use functions-maritime work, the universal digital preparation method is used for preparing concrete for hydraulic engineering, industrial and civil buildings, highway and railway structures, airport pavements, cement roads, military facilities and the like. The method can be suitable for preparing refractory concrete, silicate cement concrete, road base (airport pavement base), asphalt mixture and even resin concrete.

The concrete prepared by the digital concrete model can obviously reduce the porosity of the cement concrete (mainly, the concrete construction performance is improved by rolling and sliding among aggregates, the water consumption is reduced by filling multi-stage aggregates, particularly applying grinding powder, and further the porosity of the concrete is reduced), the easy construction performance of concrete mixtures is improved, the volume weight of the concrete is improved, the compressive and flexural strength is improved, the durability and the anti-corrosion capability of the porosity of the strength can be predicted in the stages of concrete design and preparation, the application range of the concrete is enlarged, and the service life of the concrete is prolonged. The asphalt mixture prepared by the digital concrete model has the advantages of high density, compactness, water resistance, certain friction coefficient, set surface structure depth, high-temperature stability, low-temperature crack resistance, unconfined compressive strength, 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; under the proper temperature, the asphalt mixture prepared by the digital concrete model is more convenient to construct, saves the cost, is simple and practical, and has high economical efficiency and applicability.

The invention enables the preparation of the asphalt mixture to be improved from a digital asphalt mixture preparation method (application number 201610838071.8) to a digital asphalt mixture preparation method, enables the high-temperature mixture state and the easy compaction performance of the asphalt mixture to be realized, enables the target consistency (including permeability and durability) of the strength and the use process of the asphalt mixture after cooling to be known and controllable during design and preparation, and is a great progress of the asphalt mixture preparation method.

The preparation of digital (portland cement) concrete, the preparation of digital asphalt mixture and the preparation of digital (aluminate cement) refractory concrete are the next inventions of the whole concept idea. The invention belongs to different industries and is divided into three invention applications.

The inventors have limited research and knowledge on bituminous mixes relative to cement concrete. The inventor has digitalized innovation on the asphalt mixture, which is only a small step of digitalization. The invention is digital to the asphalt mixture, which is limited to: the method has the advantages that the structural form between aggregates is digitalized, the filling and cementing form between aggregates is digitalized, the density of the asphalt mixture, the void ratio of the asphalt mixture, the clearance ratio between frameworks, the depth of a groove on a pavement of the asphalt mixture and the asphalt saturation of the asphalt mixture, and the problem that the asphalt mixture is easy to compact in the construction process is solved; the indexes for the asphalt mixture road, including high-temperature rut resistance, low-temperature bending resistance, freeze-thaw splitting and water-saturated residual stability, are qualified once and are far greater than relevant indexes specified by the specification; the inventor does not give an answer to the aging rule of the asphalt under the mechanical natural action of sunlight, water immersion, friction and the like and the durability of the asphalt mixture prepared by the invention.

Overview of digitized concrete model

The digital concrete model is characterized in that the model is a multi-combination model established on the basis characteristics of aggregate equal-arrangement equal-gap rule, aggregate single-particle size rule and aggregate maximum and minimum void ratio, and has at least one or more than one of the following seven characteristics of A, B, C, D, E, F, J: A. digital concrete filling rules; B. the principle of maximum bulk density; C. concrete pocket theory; D. concrete king's rheological characteristics; e.comment hinge law; F. regulating the strength of concrete; J. the concrete durability law; the digital model is based on a modern concrete preparation method (invention patent number ZL200710111796.8), and is a multidimensional (time axis of three-dimensional space), universal and multi-combination digital concrete model which is established by carefully balancing and optimizing the volume proportion and the particle size proportion of concrete aggregates to form a gap of the same communicated space comprising the same arrangement order and filling the gap of the same communicated space by two or more raw materials with different particle sizes according to different quantity proportions. The model overcomes all the defects of all the preparation methods before the invention, and is suitable for the design and manufacture of asphalt mixtures with various cementing modes and various framework structure types; various physical properties of the prepared asphalt mixture are known in advance, and the set properties can be predicted.

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, the arrangement order and the volume of the large-grade aggregates are not increased or changed, 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 volume proportion and reasonable particle size proportion, the first-grade aggregate with smaller particle size of concrete is completely filled into gaps formed by the first-grade aggregate with larger particle size in a certain arrangement order, and the arrangement order and the volume of the first-grade aggregate are not changed; when the same array order gap can be filled with two kinds of fine aggregates with different particle sizes according to a specific volume proportion, the array order aggregate has the minimum void ratio and the maximum stacking density. The inventors refer to the maximum bulk 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 between concrete mixture aggregates caused by rolling displacement and sliding displacement is called Wang rheology by the inventor.

Regulation of concrete strength: the rule that the strength of concrete changes along with the increase of time (the rule that the strength of silicate concrete increases along with the increase of time; the rule that aluminate concrete increases and then attenuates; the rule that the strength of asphalt mixture increases along with the increase of the asphalt-aggregate ratio before a saturation point, the rule that the strength decreases along with the increase of the asphalt-aggregate ratio after the saturation point and the strength increases along with the increase of the asphalt aging strength negatively), is called as the rule of concrete strength by the inventor.

The application of the digital concrete model in the concrete design and preparation construction process ensures that the porosity of the asphalt mixture is controllable, is easier to compact and construct, is more economical, durable and easier to prepare. The application of the digital concrete model in silicate cement concrete enables the concrete performance to be known and predicted from concrete mixture slump, workability, water retention, pumpability, strength after engineering construction and maintenance, permeability, porosity and freeze-thaw resistance. The application of the digital concrete model in the design, preparation and construction of the asphalt mixture enables the main indexes of the asphalt mixture, such as groove depth, void ratio, density and framework gap, to be known and predicted in advance, and the service life of the asphalt mixture is prolonged. The digital concrete model is applied to the design and preparation of the mix proportion of the refractory concrete, so that the refractoriness of the refractory concrete is improved by more than 100 ℃ (for example, the refractoriness is improved from 1580 ℃ to 1780 ℃ and 1800 ℃), 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.

The noun explains: the concrete or asphalt concrete of the invention refers to asphalt mixture prepared from road petroleum asphalt except for special notes.

Defining the asphalt mixture according to JTG F40-2004 technical Specification for road asphalt pavement construction, wherein the asphalt mixture is divided into continuous graded asphalt mixture, discontinuous graded asphalt mixture, asphalt stabilized macadam mixture and asphalt mastic macadam mixture according to whether continuous grading is performed or not and the amount of mineral aggregate added; according to the grading composition and the size of the void ratio, the mixture is divided into dense-graded mixture, semi-open-graded mixture and open-graded mixture; the asphalt mixture is divided into extra coarse type, medium type, fine type and sand type asphalt mixtures according to the size of the particles; the asphalt is divided into hot-mix asphalt mixture, cold-mix asphalt mixture, recycled asphalt mixture and the like according to the manufacturing process.

Aggregate: in the asphalt mixture, the material which plays the roles of framework support and force transmission is the aggregate. In the present invention, the particle size is also referred to as a particle diameter or simply a particle diameter. The inventor thinks that: in addition to coarse and fine aggregates, there are also micro aggregates, i.e. aggregates with a particle size below 75 μm, which the inventors refer to as micro aggregates, abbreviated as powder or ore fines. The powder in the asphalt mixture is also called as filler, and generally refers to a product obtained by grinding mineral powder, ground limestone powder, slaked lime, cement or rock pulp. Aggregate particle size is also called particle size. When several or more different particle size aggregates are mixed together, the mixed mineral material can be considered as one particle size mineral material. Natural or artificial are typical: coarse sand, medium sand and fine sand.

The aggregate in the asphalt mixture has a cross-sectional dimension of from 75mm to several μm. According to a customary classification method, aggregates with the cross-sectional dimension of more than 5mm or more than 2.36mm are called coarse aggregates, JTG F40-2004 technical Specification for construction of road asphalt pavements divides the coarse aggregates into 14 grades, which are respectively represented by S1-S14; the aggregate with the cross section size smaller than 5mm (or 2.36mm) is called fine aggregate, JTG F40-2004 technical Specification for construction of road asphalt pavement, machine-made sand with the particle size of 0-5mm is called fine aggregate S15, and machine-made sand with the particle size of 0-3mm is called fine aggregate S16; the aggregate with the particle size smaller than 75 mu m is called mineral powder; the mineral powder with the particle size smaller than 75um powder generally has the physical characteristics represented by specific surface area; the common mineral powder for asphalt mixture includes cement, fly ash, slaked lime, ground limestone powder and ground other rock pulp rock powder. In the invention, the aggregate is equivalent to aggregate and mineral material. Aggregate, aggregate and mineral material are typical one and many. Compared with the concrete science, the inventor believes that the JTG F40-2004 technical Specification for construction of asphalt road pavement for roads classifies aggregates more scientifically and strictly.

The inventors believe that the most important properties of the aggregate, in addition to its petrophysical strength properties, include acidity and alkalinity, particle composition (roundness or needle-like shape of the aggregate), particle size, surface shape and surface characteristics (affecting the bonding and articulation of the aggregate to Cement), apparent density (whether or not closed voids are present inside the particles), harmful impurities (especially carbon and light materials), stability, which affect the water demand and oil usage at a particular consistency and ultimately affect the strength and service life of the concrete. Particularly, the surface characteristics and the surface shape of the fine aggregate and harmful impurities contained 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 or oil consumption and constructability, thereby influencing the service performance and the safe service life of the concrete after construction.

When preparing the digital asphalt mixture, the coarse aggregate used by the asphalt mixture should have high strength and large polishing value. The common coarse aggregate belongs to the rock types of basalt, andesite, gneiss, diabase, granite, sandstone, amphibole and limestone. When the asphalt mixture micro-aggregate (or when the asphalt mixture micro-aggregate is used as an asphalt modifier) is cement, the cement is hydrated into 2.1 times of the volume of unhydrated cement when meeting water. Is very beneficial to improving the water resistance of the asphalt mixture.

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 silicate cement), heat-sensitive (such as road petroleum Asphalt, natural Asphalt) cementing material alpha cement.

For silicate cement concrete and aluminate cement concrete, the term means that water is added into cement with various strength grades, and the proportional relation between the water and the cement is called as the water-cement ratio; for Asphalt mixture, cement refers to Asphalt cement, and is a product obtained by modifying road petroleum Asphalt, natural Asphalt, coal Asphalt, liquid Asphalt, emulsified Asphalt or petroleum Asphalt of corresponding models in 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.

Petroleum asphalt is a mixture of complex hydrocarbons and non-metallic derivatives thereof, which is obtained by treating residual oil from refining petroleum with a proper process. According to the indexes of wax content, penetration, softening point, ductility and the like, the current JTG F40-2004 'Highway asphalt pavement construction technical specification' in China divides the road petroleum asphalt into A, B, C grades. The third-grade petroleum asphalt is respectively suitable for the construction of highways of different grades. The petroleum asphalt is divided into No. 30, No. 50, No. 70, No. 90, No. 110, No. 130 and No. 160, the density of the low wax petroleum asphalt is generally 1150-³To (c) to (d); the density of the high wax petroleum asphalt is generally 1000-1200kg/m³In the meantime. Different asphalt labels are respectively suitable for different temperature ranges,Different road grades, different traffic conditions, different road surface types, different road surface structures, different treatment means and different construction methods. In any climate region, the asphalt variety can be used after being modified: such as asphalt added with admixture (rubber, resin, high molecular polymer), asphalt added with admixture (including mineral powder and fiber stabilizer), or asphalt emulsified by adding water, or asphalt added with foaming agent, etc.

The mixing proportion of the asphalt mixture is as follows: unit volume (1 m)³And partial gas volume contained) in the asphalt mixture, and the proportion relation including the concept among all levels of particle size composition materials. The asphalt-to-stone ratio refers to the weight percentage of the amount of asphalt and mineral aggregate in the mixture.

The invention solves most of the design and preparation problems of the asphalt mixture at one time, and partially changes the design of the asphalt mixture from experimental science to digital science. The invention has no conflict with the relevant regulations of JTG F40-2004 'Highway asphalt pavement construction technical Specification' and JTG D50-2006 'Highway asphalt pavement design Specification'.

All the raw materials of the invention are qualified raw materials meeting the specification requirements.

Principle of the invention

The inventor is named Wang's concrete +/-model according to international naming rules. The digital concrete model is a multi-dimensional (time axis of three-dimensional space) space digital concrete model established on the basis of digital concrete filling rule, maximum packing density principle, multi-level aggregate filling theory-pocket theory and Wang's rheology. The model can explain a plurality of unsolved phenomena of concretology (including silicate cement concrete, asphalt mixture, digital cement stable base and digital refractory concrete), so that the asphalt mixture is primarily digitized. The content comprises the following steps:

1. same arrangement and equal gap rule

As long as the arrangement order of the aggregates with the same grade of particle size is the same, the void ratio of the aggregates with the same arrangement order is the same and a certain value no matter whether the particle size of the aggregates is large or small. The inventors refer to the same-arrangement equal-gap rule.

1.1 we assume that the aggregate is spherical and is not divisible. Firstly, the matrix arrangement of the aggregates with the same particle size proves that the porosity of the aggregates does not change along with the change of the particle size and is a fixed value of 47.64 percent.

And (3) proving that: let the side length of the regular hexahedron container be L, the diameter of the sphere be phi, and the volume of a single sphere V ═ pi phi³And 6, then:

when spheroid diameter phi is L, the container can hold one spheroid, and the spheroid is tangent with six faces of container, spheroid volume: v_L＝πL³/6。

The container can hold the ball 2 when the diameter phi of the ball is L/2³Total volume of sphere ∑ V_L/2＝2³×π(L/2)³/6＝πL³/6。

The container can hold the ball 3 when the diameter phi of the ball is L/3³Total volume of sphere ∑ V_L/3＝3³×π(L/3)³/6＝πL³/6。

Similarly, when it is assumed that the sphere diameters φ are equal to L/4, L/5, L/6, … …, L/n (n → + ∞ positive integer), respectively; the number of the balls which can be arranged in a line and column in the container is respectively 4³，5³，6³，……，n³The total volume of the sphere is ∑ V_L/n＝n³×πφ³/6＝n³×π(L/n)³/6＝πL³/6

The volume of the gap in the container is as follows: v_e＝L³-πL³/6＝(1-π/6)L³

Therefore, the void fraction is, regardless of the variation in the diameter of the spheres, as long as they are arranged in a line in the vessel: e ═ V_e/V×100％＝47.64％≈48％

If one considers an extreme case, the gaps are filled, the spheres are the gaps, and the maximum void ratio of the grid structure is 52.36 percent and is approximately equal to 53 percent.

1.2 assume that any adjacent spheres in the container are tangent pairwise, and the spheres are arranged in a pyramid shape and cannot be divided. When the container is large enough (relative, the aggregate size is small enough), the minimum void fraction between aggregates is 26%.

And (3) proving that: let the side length of a regular hexahedron container be L, the diameter of a sphere be phi, and the volume of a single sphere be phi³And 6, then: sin60 ° -0.8660

1.2.1 when phi is L/10, the number of rows of spheres densely arranged in an odd number of layers in the container: line 10/sin60 ° -11.54

Since the column decimal point is greater than 0.5, and 0.54/(1-sin60 °) is 0.54/0.134 is 4, the number of sphere columns in which the odd and even layers can be closely arranged is: line 11

The number of spheres placed in each row of the odd layers is as follows: 10; 9; 10; 9; 10; 9; 10; 10; 10; 10; 10; for a total of 11 rows.

The number of spheres placed in each row of the even layers is as follows: 9; 9; 9; 9; 9; 9; 9; 9; 9; 9; 9; total 11 rows

Odd number layer sphere number: 107. number of spheres in even number layer: 99.

number of layers of closely arranged spheres:

total number of spheres: 206 × 12/2 ═ 1236

Total volume of the sphere ∑ V_L/10＝1236*πφ³/6＝1236*π(L/10)³/6＝0.6472L³

The void volume in the container was: v_e＝L³-∑V_L/10＝(1-0.6472)L³＝0.3528L³

That is, when the sphere diameter phi is L/10, the aggregate is arranged in a pyramid shape, and the porosity is 35.28%.

1.2.2 when phi is L/15, the number of the sphere columns is closely arranged in the odd layers in the container: 15/sin60 ° -17.32 columns

Since the decimal 0.32 < 1-0.5sin60 ° -0.4227 after the row decimal point, the number of rows of spheres densely arranged odd (even) number layers is: column 17 (16).

The odd number layer can be used for placing balls with the number of rows as follows: there are 17 rows, odd rows 15 balls, and even rows 14 balls. The even number of layers can be used for placing the spheres with the following numbers: there are 16 rows of 14 balls each. Odd number layer sphere number: 247. number of spheres in even number layer: 224.

number of layers of closely arranged spheres:

total number of spheres: (247+224) × 18/2 ═ 4239

Total volume of the sphere ∑ V_L/10＝4239*πφ³/6＝4239*π(L/15)³/6＝0.6576L³

The void volume in the container was: v_e＝L³-∑V_L/10＝(1-0.6472)L³＝0.3424L³

That is, when the sphere diameter phi is L/10, the aggregate is arranged in a pyramid shape, and the porosity is 34.24%.

Table 1-1-1 summary of the volume percentages of balls of different diameters that can be accommodated in a container of length L:

diameter of sphere	Total number of balls	Volume% of the spheres	Porosity%
				φ＝L/10	1176	64.40	35.60
φ＝L/15	4239	65.76	34.24
				φ＝L/20	10404	68.09	31.91
φ＝L/30	35820	69.46	30.54
				φ＝L/40	85728	70.29	29.71
φ＝L/50	171302	71.75	28.25
				φ＝L/00	296354	71.84	28.16
φ＝L/70	470962	71.89	28.11
				φ＝L/80	703458	71.94	28.06
φ＝L/90	1015554	72.94	27.06
				φ＝L/100	1380430	72.28	27.72
φ＝L/200	11182032	73.19	26.81
				φ＝L/300	37944917	73.58	26.42
φ＝L/400	90003011	73.63	26.37
				φ＝L/500	1761446616	73.78	26.22
φ＝L/600	304376221	73.78	26.22
				φ＝L/700	483901317	73.87	26.13
φ＝L/1000	1400437240	73.33	26.67
				φ＝L/2000	11302795358	73.98	26.02
φ＝L/3000	38165153785	74.01	25.99
				φ＝L/4000	90458894226	74.00	26.00
φ＝L/5000	176742744029	74.03	25.97
				φ＝L/6000	305381443466	74.03	25.97
φ＝L/7000	484956943068	0.7403	25.97
				φ＝L/9000	1030730117043	74.03	25.97
φ＝L/10⁴	1413993809990	74.04	25.96
				φ＝L/10⁵	1.4141905478*10¹⁵	74.04	25.96

1.2.3 when phi is L/20, the number of the sphere columns is closely arranged in the odd layers in the container: 20/sin60 ° -23.094 column

Since the column decimal point is < 1-0.5sin60 ° -0.4227, the number of closely arranged spheres in the odd layers is: 23 rows of

The odd number of layers can contain the number of spheres: there are 23 columns, odd 20 balls and even 19 balls. The even number of layers can place the number of spheres: there are 22 columns of 19 balls each. Odd number layer sphere number: 39 × 22/2+20 — 449, number of spheres in even layers: 19 x 22 ═ 418

Number of layers of closely arranged spheres:

layer, total sphere number: (449+418) × 24/2 ═ 10404

Total volume of the sphere ∑ V_L/20＝10404*πφ³/6＝10404*π(L/20)³/6＝0.68094L³

The void volume in the container was: v_e＝L³-∑V_L/20＝(1-0.68094)L³＝0.31906L³

That is, when the sphere diameter phi is L/20, the aggregate is arranged in a pyramid shape, and the porosity is 31.91%.

1.2.4 when phi is L/30, the number of the sphere columns is closely arranged in the odd layers in the container: 30/sin60 ° -34.64 lines

Because the row decimal point is more than 0.5, the sphere rows which can be closely arranged in the odd layers and the even layers are all as follows: 34 columns odd-numbered layer and even-numbered layer can be used for placing the number of spheres: there are 34 columns, odd columns 30 balls, and even columns 29 balls. The even number of layers can place the number of spheres: there are 34 columns of 29 balls each.

Odd number layer sphere number: 59 × 34/2 ═ 1003, number of spheres in even number of layers: 29 x 34+1 ═ 987

Number of layers of closely arranged spheres:

layers, a fraction of the number of layers being

Total number of spheres: (1003+987) × 34/2+1003 × 2 ═ 35836

Total volume of the sphere ∑ V_L/30＝35836*πφ³/6＝35836*π(L/30)³/6＝0.69495L³

The void volume in the container was: v_e＝L³-∑V_L/30＝(1-0.69495)L³＝0.305048L³

That is, when the sphere diameter phi is L/30, the aggregate is arranged in a pyramid shape, and the void ratio is 30.5%.

1.2.5 when phi is L/40, the number of rows of spheres densely arranged in an odd number of layers in the container: 40/sin60 ° -46.19 column

Because the column decimal point is less than 0.5, the columns of the spheres which can be closely arranged in the odd layers are as follows: 46 columns and 45 columns for even layers. The odd number layer and the even number layer can contain the number of spheres: there are 46 columns, odd rows of 40 balls and even rows of 39 balls. The even number of layers can place the number of spheres: there are 45 columns of 39 balls each. Odd number layer sphere number: 79 × 46/2 — 1817, number of spheres in even layers: 1755 ═ 39 × 45

Number of layers of closely arranged spheres:

layers, calculated as 48 layers, the last 6 layers may all be arranged in odd layers.

Total number of spheres: 1817, 27+1755, 21, 85914

Total volume of the sphere ∑ V_L/30＝85914*πφ³/6＝85914*π(L/40)³/6＝0.7029L³

The void volume in the container was: v_e＝L³-∑V_L/30＝(1-0.7029)L³＝0.2971L³

That is, when the sphere diameter phi is L/40, the aggregate is arranged in a pyramid shape, and the porosity is 29.71%.

……

1.2.6. In the same way, when the diameter phi of the sphere is equal to L/40; l/50; l/60; l/70; l/80; l/90; l/100; l/200; l/300; l/400; l/500; l/600; l/700; l/800; l/900; l/1000; l/2000; l/3000; l/4000; l/5000; l/6000; l/7000; l/8000; l/9000; l/10000; l/100000, spheres can be densely arranged in a pyramid shape in the container:

odd-number layer arrangement sphere order: odd rows: l/phi; even rows: l/phi-1 or the last line L/phi or the last two lines L/phi

The odd and even rows of the spheres arranged on the even layer are all as follows: l/phi-1; the number of columns: l/(φ sin60 °) number of layers:

a summary of the volume percentages of the undivided spheres that can accommodate up to different diameters in a container of length L is shown in Table 1-1-1.

When the container is large enough, the aggregates of the same particle size are arranged in a pyramid shape, and the minimum void ratio is 26%.

1.3 minimum void fraction of thin-walled structures

1.3.1 typical thin-walled Structure void fraction

Water is formed at 0 deg.CIce, and one water molecule with temperature decrease

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%.

1.3.2 the container is as square as possible, and the sphere is the minimum void ratio of one tenth of the side length of the container

In the case of undivided spheres, assuming that the spheres are accommodated in a container and are as square as possible, the sphere diameter is phi, and the container volume V is 10 phi long wide high 855.94 phi 9.53 phi 8.9815 phi 855.94 phi³The number of the spheres which can be arranged in the odd layers is as follows: (11+10) × 5+10 ═ 105, the number of spheres can be arranged in even number of layers: 90, number of layers: 8.9815/(phi) ═ 11 layers, total number of spheres contained in the container, 105 × 6+90 × 5 ═ 1080

Sphere volume: 1080 × pi phi 3/6 ═ 565.49 phi³The volume of the sphere is in the container: 565.49 phi³/855.94φ³＝0.66066

Namely: when the diameter of the sphere is about one tenth of the side length of the container, the aggregate is arranged in the pyramid structure, and the possible minimum void ratio e is 34%.

From this subsection we derive: the minimum void ratio of the thin-walled structure is not less than 33%.

The above calculations can determine that, in some cases, the size of the test mold has a large influence on the strength of the concrete. If the size of the pervious concrete test mold is not too small, the inventor suggests that: the pervious concrete was tested using a 20 × 20cm test mold.

In road construction, the power of a compaction machine (road roller) acting on asphalt concrete, roller compacted concrete and cement stabilized macadam foundation is much higher than that of cement concrete vibrating equipment, and the minimum first-level aggregate void ratio can be easily compacted to 35% under the condition of proper particle size proportion.

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 form of voids and without changing the volume formed by the original arrangement order 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 phi₂2r, then in the sphere center plane:

r is 6.46, namely: phi is a₁＝6.46φ₂

Considering the non-uniformity of the aggregates, in large-scale digital concrete, the particle size of the primary aggregates is at least 6.46 times larger than that of the primary aggregates, and the primary aggregates can be completely filled into the plane gap formed by the dense and stacked primary aggregates.

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.

2.1 by Drift Liqing university of Wyoming.

2.2 at maximum void ratio (47.64%), the materials are arranged in a row and column, and the diameter of the primary aggregate with large particle size is phi₁The primary aggregate having a small particle size has a diameter of phi₂When the aggregate particles are arranged in a determinant mode, the maximum diameter of a sphere which can be contained among 8 aggregates with the same diameter is as follows: 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; also the reason why the strength of the cement mortar is higher than that of the cement mortar after the mineral powder replaces the cement in the S105 mineral powder replacement test.

The volume ratio at this time is: v₁/V₂＝φ₁ ³/φ₂ ³Substitution of phi₁＝1.3660254048φ₂V₂/V₁＝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

When the spheres are arranged in a determinant way, the volume of the large spheres accounts for 52.36 percent, and the maximum ratio of the volume of the spheres with the diameter ratio of less than or equal to 1.366 is filled in 47.64 percent of gaps: v% of_R2max＝52.36％*0.39＝20.4％

The particle diameter ratio of the filled 20% of the gaps is 1.366 spheres, and the ratio of the total spheres is as follows: 0.39/1.39 ═ 0.28(0.204/(0.204+0.5236) ═ 0.28)

I.e., 47.64% void volume theoretically, up to 20.4% of the voids can be filled with larger spheres having a particle size ratio of 1.366 or more. To ensure filling, we specify a relatively tight rule: coarse aggregate D₁And (3) the coarse aggregates are arrayed in a determinant mode, when the grain diameter ratio is more than or equal to 1.366, at most 20% of the fine aggregates can be completely filled into gaps formed by the coarse aggregates, a certain compaction effect is achieved, and the array order and the volume of the coarse aggregates are not 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: 0.72: 0.28

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 assumed₁The diameter phi 2 of the small ball with the same diameter; the big balls phi 1 are arranged in a determinant way, and the formed minimum pore plane is the circle center plane of the big balls; in the circle center plane, the largest small ball phi 2 which can be accommodated is easy to push out:

φ₂＝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.

When the spherical aggregates are arranged in a determinant way, 47.64 percent of the gaps can be filled into the gaps formed by the coarse aggregates completely by the aggregates with the grain diameter ratio of more than or equal to 1,366 at most 20 percent of the gaps, so that a certain compaction effect is achieved; in addition, 27.64 percent of the gaps need to be filled with aggregates with the grain diameter ratio of more than or equal to 2.4143, so as to achieve (relatively) complete compaction. The filling does not change the original arrangement order of the coarse aggregates nor the original volume of the coarse aggregates.

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 2.4143 is more than or equal to 1,366 aggregate, and the maximum 20.4% of gaps can be filled; in addition, 27.64 to 31 percent of gaps need to be filled with aggregate with the grain diameter ratio of more than or equal to 2.4143; the filling can form a compact structure which saves energy and has the 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%.

4. Digital concrete filling rule continuous grading and discontinuous grading shallow relation to compactness

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.

As the screen hole sizes of all levels of standard screens 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 size of the large-stage screen hole and the small-stage screen hole is 2 times of the proportional relation. The standard sieve mesh sizes of all levels of the EU countries 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 screen 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, and the sizes of the large-stage screen holes and the small-stage screen holes are also in a 2-time proportional relationship. U.S. ASTM sieves, mesh sizes are (unit: 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 screen 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 also in 2-fold proportion relation with the sizes of the large-stage screen holes and the small-stage screen holes. The size proportion among screening aggregates among the sieve pores with the size less than or equal to 5mm of the existing standard sieve is 2, 4, 8, 16, 32 and 64 times of the proportion relation. When the aggregate is less than 5mm (we generally say fine aggregate and ground aggregate), the smallest size ratio of the particle size between the coarse and fine smallest aggregates that we can select, can be effectively filled, > 1.366 times the ratio; thus, the concrete aggregate filling rule becomes:

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

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 aggregate is more than 4.45 times of that of the small-grade aggregate, the small-grade aggregate can be filled into the gap formed by the large aggregate, and the arrangement order and the volume gap of the large aggregate 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 design and preparation of the aggregates with the minimum level, 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 particle size of the large aggregates is 1.366 times of that of the small primary aggregates, the small primary aggregates can be filled into the gaps formed by the large aggregates, and the arrangement order and the volume gaps of the large aggregates 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. Intermittent gradation, continuous gradation shallow gradation

Historically, continuous particle packing was proposed by Fullerton and Thomson 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 one particle size, and both from the standpoint of particle packing and "continuous grading" and from "discontinuous grading" are not scientifically and rigorously defined-the distance between two numbers on the rational number axis is shorter and smaller, and they can still be subdivided numerous times, with the number axis being discontinuous; the natural numbers 0, 1, 2, 3, 4, 5, … … are continuous between two adjacent numbers. Thus, the specification defines or defines what is called "continuous gradation" or "discontinuous gradation" and, without limitation, is neither scientific nor rigorous. If a so-called continuous or discontinuous gradation is not to be defined, it is defined that at least 2 conditions are met: 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 (e.g., up to the limits of 39%, 28%, 47.64%, 27.64%) or less than this proportion. Without the limitation of particle size and mass ratio, the definition of "continuous gradation" and "discontinuous gradation" of the aggregate material does not hold. One of the simplest examples is: brief discussion regarding continuous grading discontinuous grading: 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 wide as 0-5mm (particle size ratio can be > 100), has a porosity of less than 44% (i.e. loose-packing rarely exceeds an apparent density of 56%); 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 continuous graded asphalt mixture filling is a step filling. For example, when the asphalt macadam is crushed by using four grades of continuous graded macadams of S3, S4, S5 and S6, the S3 gap is filled by the S5, and the S4 gap is filled by the S6. Such filling virtually increases the aggregate void fraction.

4.3. Relating to filling and compacting

From the aggregate filling perspective, the particle size proportion and the filling volume proportion are not considered, and the void ratio of the aggregates can be reduced at most by the technical means of pressing, squeezing, smashing and the like, so that the aggregates cannot be completely compact. The aggregate can be completely compacted only by filling according to the corresponding particle diameter ratio and volume ratio and applying work by combining vibration and compaction.

The compaction index seems to be a problem for asphalt mixtures, 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.

As is known, the bulk of mineral raw materials has an apparent density of 2.7g/cm³Left and right. 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 "maximum" compacted "density of the apparent density" single fraction "of 0.67 times the repumping test. 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 grain size proportion and the volume proportion among the aggregates determine the arrangement mode among the aggregates and the minimum void ratio, so that the invention discloses a new sieve which accords with the filling rule; the inventor refers to the standard sieve which accords with the filling rule among aggregates as a digital sieve.

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

The aggregate aggregates are assumed to be of the same material (i.e., of the same apparent density) but of different particle sizes.

5.1 set ofThe material is spheres with different radiuses: radius R sphere surface area a ═ 4 pi R²Let us say that every cubic meter of aggregate A contains g aggregates with radius R, and every cubic meter of aggregate B contains k aggregates with radius R, then ∑ A_{First of all}＝g4πR²∑A_{Second step}＝k4πr²∑V_{First of all}＝g4πR³＝R∑A_{First of all}∑V_{Second step}＝k4πr³＝r∑A_{Second step}∑V_{First of all}＝∑V_{Second step}R∑A_{First of all}R ∑ A so ∑ A_{Second step}/∑A_{First of all}＝R/r

Namely: 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.

5.2 the aggregate is also cubic: length L cube surface area A ═ 6L²Let us say that each cubic meter of aggregate A contains g cubic aggregates with side length L and each cubic meter of aggregate B contains k cubic aggregates with side length J, then ∑ A_{First of all}＝g6L²∑A_{Second step}＝k6J²∑V_{First of all}＝gL³＝∑A_{First of all}L/6 ∑V_{Second step}＝kJ³＝∑A_{Second step}J/6 ∑A_{First of all}L/6＝∑A_{Second step}J/6 therefore ∑ A_{Second step}/∑A_{First of all}＝L/J

When the aggregate is a cuboid, a cylinder, a polyhedron or a cone, the conclusion can be proved.

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.

6. Maximum packing density principle pocket theory Wang Song's sieve

6.1 principle of maximum bulk Density 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 concrete particle size fine primary material is completely filled into the gaps formed by the particle size coarse primary component materials, and the arrangement order and the volume of the large primary 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 is used for expressing the multilevel aggregate filling theory, namely the pocket theory is as follows:

D₁＝ρ_D1(1-e_D1)………………………………………………………………1

D₂＝e_D1ρ_D2(1-e_D2)…………………………………………………………2

D₃＝e_D1e_D2ρ_D3(1-e_D3)………………………………………………………3

D₄＝e_D1e_D2e_D3ρ_D4(1-e_D4)………………………………………………………4

D₅＝e_D1e_D2e_D3e_D4ρ_D5(1-e_D6)…………………………………………………5

……

D_n＝e_D1e_D2e_D3e_D3e_D4……e_Dn-1ρ_Dn(1-e_Dn)………………………………6

in formula 1 to formula 6: d₁，D₂，D₃，……，D_nRepresents a concrete aggregate of a grain size from coarse to fine and an arbitrary grain size D_n-1/D_n≥1.366；ρ_DnThe nth grade aggregate apparent density; e.g. of the type_Dn(iv) nth grade aggregate void fraction; n is any positive integer 1, 2, 3, 4, 5, … ….

A void secondary aggregate filling rule, in terms of particle size ratio: 2.4142 is more than or equal to phi_m/Ф_(m+1)1≥1.366，3.298≥Ф_m/Ф_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)………………………………………………………………………7

D₂₁＝0.43115 e_D1ρ₂₁…………………………………………………………………8

D₂＝(1-0.43115)e_D1ρ₂(1-e_D2)……………………………………………9

D₃₁＝0.43115(1-0.43115)e_D1e_D2ρ₃₁……………………………………………10

D₃＝(1-0.43115)²e_D1e_D2ρ₃(1-e_D3)…………………………………………11

……

D_m1＝0.43115(1-0.43115)^m-2e_D1e_D2e_D3……e_Dm-1ρ_m1(1-e_Dm)……………………12

D_m＝(1-0.43115)^m-1e_D1e_D2e_D3……e_Dm-1ρ_m(1-e_Dm)………………………13

or: d₁＝ρ₁(1-e_D1)……………………………………………14

D₁∶D₂₁＝72∶28…………………………………15

D₂＝(1-0.43115)e_D1ρ₂(1-e_D2)………………………………………16

D₂∶D₃₁＝72∶28………………………………………………17

D₃＝(1-0.43115)²e_D1e_D2ρ₃(1-e_D3)…………………………………18

……

D_(m-1)∶D_m1＝72∶28……………………………………………………………19

D_m＝(1-0.43115)^m-1e_D1e_D2e_D3……e_Dm-1ρ_m(1-e_Dm)…………20

Formula 7-formula 20 wherein D_m1The particle diameter ratio 2.4142 is more than or equal to phi when the m-1 grade aggregate forms a gap_m-1/Ф_m1Aggregate of not less than 1.366, D_mThe particle diameter ratio 3.298 is more than or equal to phi when the m-1 grade aggregate forms a gap_m-1/Ф_mNot less than 2.4143 of aggregate.

The first gap and the second gap are used for filling the fixed rule, and the method is particularly suitable for the design and the preparation of the asphalt mixture with a porous framework compact structure, a framework compact structure and a suspension compact structure. The high-density aggregate road subgrade designed and prepared according to the first-gap second-aggregate filling rule is applicable to highways, high-speed railways and magnetic suspension railways, and even the construction of roadbed filling sections of high-speed heavy haul railways which may appear in the future; or for the sandwich of gravity dams.

6.2. Digital sieve-Wang Song's sieve

See another patent of the inventor for details, namely a concrete model of Wang's and one of the mixture ratios thereofA preparation method of digitized screen digitized aluminate concrete and a digitized aluminate concrete mixing proportion unit 'invention principle' 6.2 in the specification I. Since 1.366³＝2.5489≈2.4143， 1.366⁴＝3.4818≈2.4142*1.366＝3.2978，1.366⁵＝4.756≈1.366²*2.4142＝4.505≈4.45，1.366⁶6.4969 ≈ 6.46, the digitizing screen is a screen having a size ratio between screen openings greater than or equal to 1.366 and as close as possible to a multiple ratio of 1.366. The inventor refers to the support and payment of thank ladies for thank schoolmen for decades, and the royal sons sieve is called. The screening result of the Wang Song sieve accords with the filling rule between the asphalt mixture and the concrete aggregate; the aggregates with reasonable volume proportion are more densely filled, and the void ratio is lower; higher strength and longer durability.

Example 1 digitized 0-sedimentation subgrade base-example of formulation of high dense non-sedimentation aggregate. The local easily purchased aggregates are: broken stone, sand, mineral powder and silica powder. The apparent density of the known local crushed stone is 2730kg/m³Apparent density of sand 2690kg/m³The apparent density of the mineral powder is 2900kg/m³Apparent density of silicon powder is 2400kg/m³What are the mix proportion, the void ratio and the actual volume weight of the digital aggregate prepared from the five-grade material when the maximum aggregate size is 25mm (1-2 large crushed stones)?

Solution: the porosity is not limited, the maximum aggregate size is 25mm (16-25mm broken stone), digital broken stone is prepared, five-grade aggregates of 25 broken stone, 05-10 broken stone, medium sand, mineral powder and silicon powder are selected to prepare digital aggregates, the ratio of the aggregate particle size is more than 2.42, the aggregate is suitable for a small-proportion aggregate filling rule, the ratio of the mineral powder to the silicon powder specific surface area is more than 40, and the aggregate is suitable for a large-proportion aggregate filling rule.

We know that the porosity of the loosely packed sand and stone material is 47-48%, and take e_D1-e_D4＝48％，e_D530 percent, A1, and the weight of the five-grade aggregate with the approximate unit volume is respectively as follows:

large 1-2 crushed stones: d₁＝ρ₁(1-e_D1)＝2730*(1-0.48)＝1420kg/m³

05-1, crushing stone: d₂＝e_D1ρ₂(1-e_D2)＝0.48*2730*(1-0.48)＝681kg/m³

Medium sand: d₃＝e_D1e_D2ρ₃(1-e_D3)＝0.48²*2690*(1-0.48)＝322kg/m³

Mineral powder: d₄＝e_D1e_D2e_D3ρ₄(1-e_D4)＝0.48³*2900*(1-0.48)＝167kg/m³

Silicon powder: d₅＝e_D1e_D2e_D3e_D4ρ₅(1-e_D5)＝0.48⁴*2400*(1-0.40)＝76kg/m³

The proportion of the digital aggregate prepared from the five-grade aggregate is as follows: 25 broken stone, 05-10 broken stone, medium sand, mineral powder and silicon powder (1420: 681: 322: 167: 76)

The volume V of the five-grade aggregate is (1420+681)/2730+322/2690+167/2900+76/2400 is 0.979m³

The theoretical porosity of the compacted digital aggregate is as follows: e-0.48⁴*0.4＝2.1％

The theoretical volume weight of the digital aggregate is ∑ D-2666 kg/m³Volume weight 2672kg/m for vibration compaction test in laboratory³The error is completely negligible. The digital aggregate bulk density is very close to the apparent density of the broken stone, almost has no volume change, the settlement deformation can be ignored, and the bearing capacity in the road can be equivalent to that of the soft stone.

The prepared digital macadam has low porosity and small sedimentation deformation by utilizing a gap-to-aggregate filling rule with a second proportion. In the future, the gravity dam can be considered as a sandwich of the gravity dam, so that the cost is saved, and the weight of the gravity wall is increased. The method is particularly suitable for construction of a filling section of a high-speed heavy-load railway and a filling section of a magnetic suspension railway which may appear in the future, and can be more suitable for construction of a roadbed of an existing expressway and an expressway.

In fact, the error between laboratory test and theoretical calculation of cement-stabilized macadam designed by penmen at wide and high speed is only 5kg/m³Particularly, see the official network of the State intellectual Property office, another inventor of the inventionThe following steps: application No.: 201210203645.6, title of the invention: the preparation method of the digital pavement base course and the mixing proportion thereof, a sieve with the sieve pore proportion more than or equal to 2.4143.

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. One of the characteristics of the concrete prepared by the digital concrete model is as follows: the calculation is completely consistent with the test result of the laboratory, and the error can be ignored; the well-constructed cement concrete or asphalt mixture has little dispersion.

7. Hinged form between aggregates according to glue-cement ratio distribution rule

All the contents in this chapter can be verified mutually, and are never contradictory.

The particle size ratio determines whether the aggregate can be filled or not, and the volume ratio of the aggregate determines the structural form of the filled aggregate; the total aggregate area determines the amount of asphalt used; the asphalt wrapping rate and the adsorption rate determine the hinge form among aggregates and determine the performance of the asphalt mixture.

7.1 Gum-to-Ash ratio rule of distribution

In the asphalt mixture, the asphalt which plays the role of a 'pocket' and generates the maximum tensile strength is gelled, and the asphalt aggregate which plays the role of a 'pocket' filler and 'grain' and generates the compressive strength has a proportion of 1: 1, and the proportion is slightly larger than the proportion fluctuation of the filler aggregate in a certain range. The inventor calls this rule as the glue-cement ratio distribution rule. Expressed by the formula:

C_{ash of}≥C_Glue…………………………………………………………………………21

V_Cmin＝2*0.97*C_Glue…………………………………………………………………22

V_Cmax＝2*0.97*C_{Ash of}………………………………………………………………23

The asphalt mixture cement ratio distribution rule is derived from the cement concrete cement ratio distribution rule.

Therefore, the road stone in the asphalt mixtureTotal amount of asphalt used: 2C_{Ash of}≥C≥2C_Glue………………………24

In the case of single-void two-aggregate filling, even if large aggregates are arranged in a determinant mode, the aggregate with the particle size ratio of 1.366-2.4142 can fill 20.54 percent of voids, the aggregate with the particle size ratio of 2.4143-3.298(1.366 x 2.4143) can fill the voids only by 27.1 percent, and the residual void ratio after filling is as follows: 27.4 × 0.4764 ═ 12.91%.

Theoretically, V_Cmin＝2*0.97*C_Glue12.91 × 2.97 × 25 liters of … … … … … … … … … … … 25

Thin-wall structure, third grade aggregate void fraction 52.36%: v_{C ash min}＝0.34*0.34*52.36％＝0.06053m³61 l … … 26

V_Cmax＝2*V_{Ash of}122 liters of … … … … … … … … … … … … 27 ═ 2 × 61 ═ 122 liters

Theoretically, the theoretical amount of petroleum asphalt used is intermediate between the maximum and minimum amounts thereof, and has the best high and low temperature performance. Optimum asphalt dosage V including modifier_C：V_C73.5 liters (25+122)/2 liters (… … … … … … … … … … … 28)

From the cement ratio assignment rule, we conclude that: the asphalt saturation degree is increased along with the increase of the asphalt dosage, the flow value is increased along with the increase of the asphalt dosage, and the high-temperature deformation resistance of the mixture is sharply reduced along with the increase of the asphalt dosage. The optimum asphalt dosage of the asphalt mixture is a large range from 30 liters to 120 liters related to the total surface area of the asphalt mixture aggregates (mainly mineral powder with a particle size one grade or equivalent larger than that of the asphalt); the asphalt containing the asphalt modifier mineral powder has the best high and low temperature performance, and the optimal asphalt dosage is 73.5 +/-20 liters.

7.2 asphalt wrapping Rate

In the asphalt mixture, the road petroleum asphalt develops a plane area according to the particle size thickness thereof, the total surface area of all the cemented objects (all the aggregates) is not less than half of the total surface area of all the cemented objects (not less than the total area of the cemented objects, and hot asphalt flows under direct sunlight in summer, and under the action of external force, the asphalt mixture moves among the aggregates to form a ball effect and a sliding plate effect, and is rolled to form canalization, and the road petroleum asphalt is braked to form an expansion bag, so that diseases are extremely easy to occur). The inventors refer to the ratio of the planar area of the asphalt spread out according to its particle size thickness to the total surface area of all aggregates as the asphalt encapsulation ratio.

The asphalt mixture has the best road performance when the asphalt wrapping rate is not less than 100 percent and not more than 50 percent.

Since the road petroleum asphalt is a petroleum refining by-product or an ultimate product, a typical organic macromolecular material has a particle size of about 3-3.3 μm. Apparent density volume state, road petroleum asphalt with a developed plane area of A according to particle size thickness_C＝3×10⁵m²/m³＝300m²Per liter (road petroleum asphalt specific surface area of 2.0 × 10⁶m²/m³) When ∑ A_D1-mWhen the total aggregate surface area of the asphalt mixture is total, the asphalt wrapping rate is expressed by the formula:

100％≥∑A_C/∑A_D1-m＝(3*10⁵)/∑A_D1-m＞50％………………………29

for aggregates used in asphalt mixes, the total aggregate surface area for a particular particle size is an approximate number that can be estimated.

Since the specific surface area is inversely proportional to the particle size. 1m cubic surface area of 6m². We can estimate the aggregate total surface area by passing through the critical mesh. Here a new concept is introduced: and (4) key sieve pores.

In sieve analysis tests, the aggregate retained 80% and above of the sieve, the inventors defined as the key sieve, which was the key sieve opening. Accordingly, the sieve opening at which the aggregate passage rate is 90% or more is defined as the maximum opening.

Since the aggregate passing through the keyholes may have a certain throughput rate (e.g., 15% for a smaller keyhole for coarse aggregate), the aggregate total area will be larger, all in terms of the keyholes. In order to solve the problem that the aggregate total area is larger, discounts of 0.6, 0.7 and 0.8 are applied to the aggregate total area calculated according to the key sieve holes, and the measurement result has smaller deviation with the actual real aggregate total area. When the maximum sieve pore is 2 times of the key sieve pore and the key sieve pore passing rate is 0, the total area basis discount rate is 0.7; when the maximum sieve pore is 1.5 times of the key sieve pore and the passing rate of the key sieve pore is 0, the discount rate of the total area basis is 0.8; when the maximum sieve pore is 3 times of the key sieve pore and the passing rate of the key sieve pore is 0, the discount rate of the total area basis is 0.6; the area discount is increased by 1% when the passing rate of the key sieve pores is increased by 1%; when the key sieve pore passing rate is 15%, the area discount rate is increased by 0.15 on the basis of the original discount rate; when the key sieve pore passing rate is 20%, the area discount rate is increased by 0.20 on the basis of the original discount rate.

For sand sieve analysis, since each sieve opening is 2 times larger than the primary opening, the total area is calculated and added up by 0.7 times the discount, according to the key opening pass rate, and is substantially consistent with the total sand surface area.

JTG F40-2004 road asphalt pavement construction technical Specification 4.8 coarse aggregate Specification: the grain size specification of the coarse aggregates for asphalt mixture is totally 14 kinds of coarse aggregates S1-S14 grain size ranges (grain size unit: mm): s1: 40-75; s2: 40-60 parts; s3: 30-60 parts of; s4: 25-50; s5: 20-40 parts of; s6: 15-30 parts of; s7: 10-30 parts of; s8: 10-25; s9: 10-20 parts of; s10: 10-15 parts of; s11: 5-15; s12: 5-10; s13: 3-10; s14: 3-5. 1m with apparent volume state side length of 1m³The surface area of the coarse aggregate is 6m²From chapter 5, it is known that the aggregate total area a with a particle size d (in m) is 6/d. The total surface area of each size of coarse aggregate at a 0 mesh critical opening for the asphalt mix is shown in the following table:

TABLE 1-7-2-1 Total surface area (unit: m) at 0-mesh passage rate of coarse aggregate key sieve of each specification²/m³)

Specification of	S1	S2	S3	S4	S5	S6	S7	S8	S9	S10	S11	S12	S13	S14
															Total area of	100	120	140	170	210	280	380	400	450	500	800	900	1500	1800

TABLE 1-7-2-2 Total surface area (unit: m) at 15% passage rate of each specification coarse aggregate key sieve pore²/m³)

Specification of	S1	S2	S3	S4	S5	S6	S7	S8	S9	S10	S11	S12	S13	S14
															Total area of	120	140	170	210	260	340	480	500	550	600	1000	1100	2000	2200

For example, S9, total area at 0 mesh with a 9.75mm screen: 6/0.0095 ═ 0.7 ═ 630 ═ 0.7 ═ 440m²/m³(ii) a The total area of the sieve residue below the 9.75mm sieve hole is 15 percent: 630 × 0.85 ═ 540m²/m³. The result of the sampling test is definitely slightly different, but the difference between the estimation result and the actual measurement result is not large.

JTG F40-2004 "Highway asphalt pavement construction technical Specification" 4.9 Fine aggregate Specification: the fine aggregate of the asphalt pavement comprises natural sand, machine-made sand and stone chips. The material is clean, dry, weatherless, free of impurities, has proper grain composition and meets the requirement of the specification on the quality of the fine aggregate. The amount of the natural sand is not more than 20 percent of the total amount of the aggregate, and the natural sand is not suitable for SMA and OGFC. The machine-made sand specification for the asphalt mixture is divided into two types: s15 and S16. The S15 particle size ranged from 0-5mm, the S16 particle size ranged from 0-3mm (the inventors understand that there was no machine-made sand with a particle size of 2.36mm or more).

Total area of machine-made sand: 6*1000(0.3/2.36+28.4/1.18+26.0/0.6+22.8/0.3

+12.6/0.15+9.9/0.075*9.9)*0.7/100＝15000m²/m³

I.e. a median sand average particle size of about 0.45 mm. The total surface area of the fine sand is about 20000m²The average particle size was about 0.3 mm.

The asphalt is spread according to the particle size, and the area is 3 x 10⁵m²/m³The apparent volume of the asphalt is 1m³Half the total aggregate surface area of S16, requiring about 20 liters of bitumen; wrapping the apparent volume of 1m³The total aggregate surface area of the S16 aggregate required about 40 liters of asphalt. Meanwhile, due to the fact that the number of S16 particles is large and the using amount of S16 is large in unit volume or unit weight, besides a large amount of asphalt is consumed, the extra S16 fine aggregates can serve as large-grade or more-than-large-grade aggregate balls to form bag surging and canalization, and the using amount of the S15 and S16 fine aggregates needs to be controlled. No matter the asphalt mixture with the porous framework compact structure, the framework compact structure or the suspension compact structure is used for S15 and S16 fine aggregates as far as possible.

Total area of machine-made sand S15: 6*1000(3.2/4.75+30.1/2.36+21.2/1.18+17.5/0.6+15.1/0.3

+7.2/0.15+5.7/0.075)*0.7/100＝-10000m²/m³

The average grain size of the coarse sand is about 0.6 mm. The average particle size of the fine sand is about 0.3 mm.

Tables 1-7-2-3 summarize the percent screen rejects for each screen aperture of a S16 manufactured sand produced by qing guangzhou.

TABLE 1-7-2-3 percent of screen residue of each screen hole of S16 machine-made sand

Mesh size mm	4.75	2.36	1.18	0.60	0.30	0.15	0.075
								Calculated by percent of screen residue%	0	0.3	28.4	26.0	22.8	12.6	9.9

Compared with the crushed stone, even the crushed stone with the smallest particle size of grade S14 has much larger total surface area of grade S16 and much larger number of particles, and the total surface area of the crushed stone is almost negligible. The dosage of sand and stone chips is controlled in the preparation of asphalt mixture for high-grade or other highways.

TABLE 1-7-2-4 percent of screen residue of each screen hole of S15 machine-made sand

Mesh size mm	4.75	2.36	1.18	0.60	0.30	0.15	0.075
								Calculated by percent of screen residue%	3.2	30.1	21.0	17.5	15.1	7.2	5.7

The apparent volume of the asphalt wrapped by the asphalt is 1m³Half the total aggregate surface area of S15, requiring about 20 liters of bitumen; wrapping the apparent volume of 1m³The total aggregate surface area of the S15 aggregate required about 40 liters of asphalt.

In the construction of asphalt mixture, when the mixing plant produces the mixture, the asphalt-stone ratio of the asphalt mixture is input according to the optimal asphalt-stone ratio designed and determined according to the mixing proportion, but in the production process of the actual asphalt mixture, the asphalt-stone ratio is not a fixed value, the detection value has variability, and the fluctuation of the asphalt-stone ratio can have important influence on the asphalt mixture. When the oilstone is small, the asphalt is not enough to wrap half of the surface area of the aggregate, the aggregates of the asphalt mixture cannot be completely hinged with each other, and the strength cannot be maximized; when the using amount of the asphalt is further increased and the area of the asphalt wrapped by the aggregates is half, the aggregates have the maximum hinging force and the strength of the mixture is the maximum; the amount of asphalt is continuously increased, excessive asphalt forms free asphalt between aggregates, the free asphalt moves between mineral aggregates under the action of vibration, compressive stress and shear stress under the action of extremely high temperature and track, so that relative displacement occurs between the mineral aggregates, asphalt concrete is permanently deformed, and canalization or surge is formed.

7.3 Ore powder particle size to asphalt particle size ratio Ore powder adsorbs asphalt

7.3.1 ratio of mineral powder particle size to asphalt particle size

When the mineral powder is ground limestone powder, the apparent density is 2700kg/m³Specific surface area of 400m²/kg，1m³The specific surface area of the ore powder is 2700 × 400 ═ 1.1 × 10⁶m²/m³. According to the derivation of the asphalt specific surface area in chapter 5, the ratio of the mineral powder particle size to the petroleum asphalt particle size is: 2.0/1.1 is 1.81 times. When the specific surface area of the ground limestone powder is 720m²And/kg, the fineness of the limestone is equivalent to the particle size of the petroleum asphalt. The size of the ground limestone powder particles is larger than that of the road petroleum asphalt particles. If the mineral powder doped in the asphalt mixture is cement: cement specific surface area 370m²Kg, apparent density 3200kg/m³，1m³The specific surface area of the cement is 3200 × 370 ═ 1.2 × 10⁶m²/m³. Ratio of cement particle size to petroleum pitch particle size: 2.0/1.2 is 1.67 times, and the size of cement particles is larger than that of petroleum asphalt particles of roads.

As the particle size of the first-grade fly ash and the particle size of the S95 mineral powder are equivalent to the particle size of the cement, the particle size of the S105 mineral powder is about 1.4 times of the particle size of the cement. We have found that: besides silica powder, the particle size of mineral powder (including cement, fly ash, slag powder, limestone powder and slaked lime powder) added into the asphalt mixture is not less than that of the road petroleum asphalt.

The mineral powder with the particle size larger than that of the asphalt particles is mixed, so that the arrangement balance among the asphalt particles is disturbed, the arrangement mode (particularly the high-probability determinant arrangement mode) among the asphalt particles is changed, the wear resistance of the road petroleum asphalt is obviously improved, the asphalt aging is delayed, the performance of the road petroleum asphalt is improved, the consumption of the asphalt is reduced, and the high-temperature resistance of the asphalt is improved.

If cement (preferably Portland cement) is added into the asphalt mixture, the hydration of the cement is increased to 2.1 times of the apparent volume of the cement after the cement meets water, and the water damage resistance of the asphalt mixture is improved.

When the ore powder is further ground, the size of the asphalt particles is more than 1.366 times of that of the ore powder, namely the specific surface area of the ore powder is at least 1.366 x 2 x 10⁶＝2.73*10⁶m²/m³Equivalent to adding Portland cement and grinding to 860m²Over kg, grinding slaked lime to 1250m²/kg, grinding limestone powder to 1000m²More than kg, the addition amount is controlled within 20 percent of the apparent volume of the asphalt, and the finer mineral powder can be filled into gaps arranged in a row-column manner of the asphalt without increasing the volume of the asphalt, so that the water damage resistance of the asphalt concrete can be greatly improved, and the durability and the anti-rutting capability of the asphalt mixture can be improved.

7.3.2 adsorption ratio of mineral powder to asphalt

In the asphalt mixture, the asphalt not only fills gaps but also has a particle wrapping effect on the mineral powder with the first-grade particle size, and the inventor defines the adsorption of the mineral powder on the asphalt. When the particle size is the same, the maximum adsorption ratio of the mineral powder to the asphalt is 1: 6, namely, the mineral powder asphalt with the same particle size can adsorb six asphalt particles, and the maximum volume adsorption ratio of the mineral powder to the asphalt with the same particle size is as follows: 1: 6.

When the particle size of the mineral powder is 2 times of that of the asphalt, the adsorption number of the mineral powder to the asphalt is 2²*6＝2³3, volume ratio of 2³*3/2³3 times.

When the particle size of the mineral powder is 3 times of that of the asphalt, the adsorption number of the mineral powder to the asphalt is 3²*6＝3³2, volume ratio of 3³*2/3³2 times.

When the particle size of the mineral powder is 4 times of that of the asphalt, the adsorption number of the mineral powder to the asphalt is 4³6/4 in a volume ratio of 4²*6/4³1.5 times.

When the particle size of the mineral powder is 5 times of that of the asphalt, the adsorption number of the mineral powder to the asphalt is 5³6/5 in a volume ratio of 2²*6/5³1.2 times.

When the particle size of the mineral powder is 6 times of that of the asphalt, the adsorption number of the mineral powder to the asphalt is 6²*6＝6³Volume ratio of 6³/6³1 times.

……

The maximum volume adsorption ratio of the mineral powder to the asphalt is inversely proportional to the particle size (side length) D of the mineral powder and directly proportional to the particle size D of the asphalt, and the adsorption coefficient is 6. The adsorption volume ratio of the sand stone mineral powder to the asphalt is 6D/D. d 3-3.3 μm 3-10^-6m-3.3*10^-6m。

In cement concrete, the adsorption ratio of the mineral powder asphalt is changed into the adsorption ratio of mineral powder water, and the water particle size is 4-10^- ¹⁰m。。

When the particle size of the mineral powder is within 6 times of that of the asphalt, the mineral powder which has great influence on the performance of the asphalt due to the addition of the mineral powder is called as an asphalt modifier by the inventor.

Since the average grit size is about 600 μm, the maximum adsorption of the grit to the bitumen is: 6 × 3/600 ═ 1/35. The average grain diameter of the medium sand is about 450 mu m, and the maximum adsorption of the medium sand on the asphalt is as follows: 6 × 3/450 ═ 1/25. The average particle size of the fine sand is about 300 mu m, and the maximum adsorption of the fine sand on the asphalt is as follows: 6 × 3/300 ═ 1/17. The derivation of 7.2 and 7.3 is the same.

The 7.1 glue-cement ratio distribution rule, the 7.2 particle wrapping theory, the derivation of the three sections of asphalt adsorption by 7.3 mineral powder and the determination of the optimal asphalt dosage (or the oil-stone ratio) by JTGF40-2004 'Highway asphalt pavement construction technical Specification' appendix B6 are completely in no conflict.

7.4 surface texture depth of asphalt mixture

When the aggregate is a primary aggregate, we conclude from a single aggregate rule: using aggregates arranged in a first-order determinant, wherein the largest deepest groove is 0.15 times of the aggregate particle size of 1/6.46; when two-stage aggregates (the largest one stage plus 1/1.366 one stage, and the two-stage aggregates are added) are used according to the aggregate filling rule with small proportion, and the using amount is 20% of the gap, the largest deepest groove is 0.4142 times of the aggregate particle size 1/2.4143, and the smallest shallow groove is 0.15 times of the aggregate particle size 1/6.46; when two-stage small-stage aggregates are used for filling large-stage aggregate gaps arranged in a determinant mode (the particle diameter ratio is more than or equal to 2.4143 plus 1/1.366 to 2.4143 stages, and two-stage small-particle-size aggregates are filled in total), the largest and the smallest deep groove are determined by the using quantity of the small-stage aggregates and more than the small-stage aggregates and the size of the smallest aggregate particles, and the smallest shallow groove is 1/6.46 times of the size of the smallest aggregate particles and is 0.15 times.

The depth of the asphalt mixture groove is determined by the aggregate grain size proportion and the quantity which accord with the aggregate filling rule.

8. Volume of a mixture of the asphalt mixture and porosity thereof:

the asphalt mixture is a typical thin-wall structure, and even on a highway, the layered paving thickness of a base layer is only about twenty centimeters. Digitized asphalt mixture compacted volume V_{Concrete and its production method}(unit: m)³) Is the void volume V of the asphalt mixture_eAnd the apparent volume (unit: m) of all the constituent materials³) And (3) the sum:

V_{concrete and its production method}＝V_e+V_D1+V_D2+V_D3+……+V_Dn+V_C……………………………………………………30

Digital bituminous mixture void fraction e piles up for the concrete aggregate and forms void fraction and become void fraction gas (gas) and become the space two parts and constitute, to porous skeleton compact structure, still the compact structure of suspension, the concrete void fraction is:

e＝e_D1e_D2e_D3……e_Dn+e_g……………………………………………………………31

for the suspension compact structure, the difference between the aggregate usage amount and the theoretical usage amount of the aggregate in the framework compact structure needs to be calculated and then added respectively.

9 about apparent density of aggregate

Without an accurate apparent density measuring device, digitization of cement concrete and asphalt concrete is a task which can hardly be completed. To solve the problem of the accuracy of aggregate apparent density measurementThe inventor invents a density measuring device, namely a Wang Density bottle, which is only related to the sensing error of a balance (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, the volume part is hermetically communicated with a ∩ type inner hollow siphon to form the Wang's density bottle, and the schematic diagram of the optimized Wang's density bottle is shown in the.

Density measurement method and test procedure (exemplified only by 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 mouth 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 a liquid distribution 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 liquid pipette to the upper part of a hole communicated with a closed guide pipe and a volume part along a straight pipe of a bottle-shaped volume part, keeping a distance of about one water drop from the liquid level, gradually and slowly supplementing the liquid into the King density bottle by using the liquid pipette until the liquid flows out from the liquid discharge port (the liquid discharged from the King density bottle provided with a siphon pipe is a string, and the liquid is lower than the lowest end of the volume part by a few millimeters-the siphon principle, Newton, 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 (the liquid discharged from the Wang Density bottle provided with a siphon tube 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), fully flowing the liquid downwards, weighing, and recording.

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 value of n, and calculating the average value rho of density ∑ rho/n

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

Tests of the inventor prove that when the volume of the constant volume measuring device is about 400ml (when the liquid in the constant volume measuring device is water, the weight of the water is about 400 g), and when the liquid is water (or other homogeneous liquid), the same constant volume measuring device is weighed by a balance with a sensing quantity of 0.001g for a plurality of times at a constant temperature, and the maximum error is 0.005g (the average measurement is within five ten-thousandths of error); the apparent density of the raw material is measured to be 3000kg/m³About, the error of multiple measurement is less than 0.15kg/m³. 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 0.01g (two hundred thousand parts of the average measuring error); the apparent density of the raw material is measured to be 3000kg/m³When the density is about, the error of the apparent density measured for a plurality of times is less than 0.6kg/m³The measurement error of the apparent density can be easily controlled to 1kg/m³Within. Compared with the traditional density measuring device, the measuring precision is at least one order of magnitude higher. Apparent density measurement errors were almost negligible using the wang's density vial.

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.

10. Mechanism of crack formation of Cement stabilized macadam (crack generation cause of rigid Cement concrete base, Cement stabilized macadam base)

The concrete cracks are caused by external factors such as earthquake, impact, fire, foundation settlement, early load, tensile force, shearing force, pressure, exciting force and the like for supporting deformation; we do not discuss the concrete cracks caused by external factors. We mainly discuss how to control the concrete crack generation in the construction process of the cement stabilized macadam, in particular to control the crack of the cement stabilized macadam base layer in an unstressed state in the initial construction period.

The expansion with heat and contraction with cold are natural laws. The crack formation and control of the concrete construction in an initial non-stressed state are discussed, and the expansion caused by heat and the contraction caused by cold of the material cannot be discussed.

In this chapter, we mainly discuss the cause of the crack during curing and the control method in the initial stage of silicate concrete construction.

10.1 crack Generation time of silicate concrete

Cracks formed in the silicate concrete during the young period are called curing cracks by the inventor. The small and visible curing cracks of the silicate concrete formed by untimely and improper curing generally occur within one week after the silicate concrete is constructed, particularly the probability of cracks occurring three days before construction is high, and the probability of cracks occurring within 24 hours after construction is maximum. And controlling the golden time for curing cracks of the silicate concrete within 24 hours after construction. If the silicate concrete can be well cured 24 hours after construction, no silicate concrete cracks are generated, and the probability of generating the silicate concrete curing cracks is obviously reduced.

10.2 silicate concrete composition

The cement in the portland concrete hydrates and eventually increases to 2.1 times the apparent density volume of the unburnt cement. In silicate concrete with the water-cement ratio being more than or equal to 0.574, water and possibly air which does not escape are filled in gaps between cement gel comment and cement gel and gaps between cement gel comment and sandstone; when the water-cement ratio is 0.574 or below, the gaps between cement gel and cement gel, and the hinged gaps between cement gel and sandstone material are filled with water and air. Therefore, silicate concrete is composed of three parts of solid phase, liquid phase and gas phase. The linear expansion coefficient of the silicate concrete is 10 x 10^-6Left and right.

10.3 curing crack-forming cause of silicate concrete

Under the apparent volume (absolutely compact), the sand, stone, cement, mineral powder, fly ash, silica powder and water can not expand and contract again under the constant temperature and the constant pressure; no expansion and shrinkage, water evaporation, gas escape from the concrete, and no volume change, and no so-called curing crack is generated. All the curing cracks of the silicate concrete are generated along with the volume expansion and contraction of the silicate concrete and the evaporation of the water on the surface of the silicate concrete.

10.3.1 initial stage of construction of silicate concrete

In the initial stage of silicate concrete construction, mr. yanwenke is called the infantile stage of silicate concrete. The infant stage of the silicate concrete from the mold entering is the most severe stage of the hydration reaction of the silicate concrete: the strength of silicate concrete is from zero to zero and from low to high; the strength can be increased rapidly after the initial setting, which is not strong and can deform at will, to the initial setting, which can not bear pressure and can not deform at will, to the final setting, which can bear a certain pressure and completely lose plasticity. The standard curing strength of silicate concrete can reach 40% of the standard curing strength of 28 days after about 12 hours after final setting. It can be said that half of the hydration heat of silicate concrete is concentrated in the release within 24 hours after the construction of silicate concrete. Because the hydration heat of the portland cement is 500J/g, even if 200kg of the portland cement is used in per cubic meter of C30 portland concrete, the generated heat is 200 x 500-10⁵kJ. The specific heat capacity of the silicate concrete is 1000J/kg.K, so that the temperature of the concrete per unit cubic meter can be increased by 40 ℃. The temperature of the concrete can be raised by 20 ℃ by the heat of hydration of the cement with the light water 12 hours after the final setting of the silicate concrete. Even though we consider that heat vaporizes water by 10%, the silicate concrete hydration heat temperature rises by 18 ℃. If the environment temperature is higher than the mold-entering temperature of the concrete, the constructed silicate concrete is exposed to the sun, the silicate concrete absorbs a part of solar heat, the temperature rise is larger, and the temperature rise may reach 30-40 ℃. The shrinkage of silicate concrete can reach more than 300 μm.

As the heat of vaporization of water is 2260kJ/kg, the heat generated by the hydration heat of the silicate concrete can be completely vaporized and evaporated by 22kg of water in one day after the construction of using 200kg of cement silicate concrete. The evaporated water on the surface of the silicate concrete will form cracks on the surface of the silicate concrete.

If the hydration heat generated on the first day after silicate concrete construction evaporates 2kg of water, then 2 liters of water is sufficient to produce a crack 67 meters long 2mm wide by 30mm deep or 40 meters long 2mm wide by 50mm deep. If sun exposure is added? The evaporated water on the surface of silicate concrete may not be only 2kg bar! The number of cracks possibly generated in the first day of concrete construction is a little frightened. Must attach importance!

And the following steps are emphasized again: maintenance with water mist after initial setting! The method is a law of controlling the generation of silicate concrete curing cracks!

10.3.2 days 2 and 3 after construction of silicate concrete

The three-day standard curing strength of the silicate concrete is about 50 to 60 percent of the standard curing strength of 28 days. Curing silicate concrete under the same conditions in summer, wherein the strength of the silicate concrete is more than 60 percent of that of the silicate concrete under the standard curing conditions; the silicate concrete is cured under the same conditions in winter, and the strength of the silicate concrete is less than 50 percent of the standard curing conditions. We first calculated the silicate concrete exotherm following standard curing.

The standard curing strength is 50% -60%, which means that at the end of the third day, the hydration heat of the silicate concrete is released by two thirds. The heat dissipation is not calculated, the hydration heat of the silicate concrete is enough to raise the temperature of the silicate concrete to be more than 30 ℃, if the hydration heat of the silicate concrete is 1 to 3 days, 10 percent of heat is used for water vaporization, and about 1kg of water is evaporated. 1 litre of water is sufficient to produce a crack 33 metres wide by 30mm deep or a crack 20 metres wide by 2mm and 50mm deep. In terms of absolute numbers, the probability of crack occurrence in more than ten hours after initial setting is 2 times that in days 2 and 3.

10.3.3 days 4-7 after construction of silicate concrete

The silicate concrete standard curing strength for 7 days is about 70 percent of the standard curing strength for 28 days. Meaning that the hydration heat of silicate concrete is released by 75 percent after standard curing for 7 days. If the silicate concrete hydration heat is generated at 4-7 days, 10% of heat is used for water vaporization, and about 0.8kg of water is evaporated. 1 liter of water is sufficient to produce a crack 2mm wide and 30mm deep, 26 meters long, or a crack 2mm wide and 50mm deep, 16 meters long. In absolute terms, the probability of crack occurrence in 4 days of standard curing from 4 days to 7 days is 80% of the probability of crack occurrence in two days of day 2 and day 3.

10.3.4 crack formation rule of silicate concrete

After the silicate concrete is vibrated and formed, the silicate concrete is exposed to direct sunlight (water evaporation), or wind power is large (wind speed loses water under pressure difference), the temperature difference between the inside and the outside of the silicate concrete and air drying (the humidity difference between air and the silicate concrete is more than 10 percent) can cause the surface of the silicate concrete to lose water, and further the volume of the concrete is dehydrated and shrunk to form surface curing cracks.

The water evaporation (hydration heat, direct solar radiation and strong wind, the water evaporation in silicate concrete caused by external temperature change and low air humidity) breaks the balance of water on the surface of silicate concrete, and the channels for the escape of air bubbles (the air buoyancy caused by water and cement paste, the temperature rise in silicate concrete and the aggregate pressure can cause the escape of air bubbles in silicate concrete) are formed, so that the water loss is increased. The moisture loss of the adjacent points is mutually communicated, and linear cracks which can not be seen by naked eyes are formed, so that moisture and gas escape channels and escape areas are further increased. The temperature difference between the internal temperature of the silicate concrete and the surface of the crack is formed by hydration heat in the cement hydration process, water evaporation and gas escape along the surface of the crack are intensified, and the crack can not be observed by naked eyes and is enlarged and then can be observed by naked eyes. This is the cause and process of the crack generation of silicate concrete.

10.3.5 shrinkage crack formation rule of silicate concrete

The silicate concrete will shrink correspondingly as the temperature decreases.

In the stage of increasing the strength of the silicate concrete in the infant stage, the expansion of the silicate concrete is restrained by the templates in the front, back, left, right and lower five directions, and the temperature rise expansion of the silicate concrete can only be carried out towards the top direction without the constraint of the templates. Along with the slowing of hydration and the dissipation of heat on the surface of the silicate concrete member, the temperature of the silicate concrete is reduced, and linear shrinkage is carried out in six directions of up, down, left, right, front and back.

If the silicate concrete cracks due to the temperature drop of the silicate concrete, it is likely to cause the silicate concrete to pass through the cracks.

The silicate concrete admixture, especially the high-efficiency or high-performance water-reducing rate type admixture, contains certain air-entraining components, and is used for improving the water-reducing rate and increasing the slump expansion degree of the silicate concrete. Some sugar alcohol by-products such as dextrin and sodium gluconate are also added for retarding coagulation and slump retaining. As shown in the book of the modern concrete science and research of Mr. Yang Wen, the gas content of the silicate concrete with high fluidity can reach about 5% (the silicate concrete without vibration has more gas content, and the silicate concrete without vibration has more concentrated honeycomb pitted surface). The bubbles with more air contents and different diameters can expand and contract along with the temperature change and can rise along with the temperature to generate gas floating upwards to form an air hole channel. If the construction vibration time and the vibration strength are not enough (the high-grade concrete does not have the over-vibration problem; when the air-entraining admixture is used, the vibration time is prolonged by at least one time to enable gas to completely escape, but the concrete surface is subjected to the slurry spreading specified by the specification), a large amount of gas bubbles are left in the silicate concrete, the gas volume is rapidly expanded under the action of hydration heat, hidden dangers are left for the shrinkage of the silicate concrete after the temperature is reduced, a weak link is left at the interface of a gas floating channel, and the strength dispersion of the silicate concrete is increased.

10.4 measures to control silicate concrete cracks

The generation of hydration heat of the silicate concrete in the infant stage is related to the fineness of cement in the mixture, the water consumption, the cement consumption in the mixing ratio, the hydration heat value of the cement, the thickness of the structure and the heat dissipation area, and is related to the day and night temperature difference, the environmental humidity and the wind power pressure in the construction environment. The shrinkage of silicate concrete is related to the water consumption, gas content and temperature drop of silicate concrete.

In the initial stage of the silicate concrete mannequin, bubbles in the mixture escape and the volume is shrunk; the temperature rises rapidly along with the hydration of the silicate concrete cement, and the volume of the silicate concrete expands towards the direction of the top without restriction; after the hydration is carried out to the peak value, the hydration heat is reduced, the heat is dissipated, and the volume of the silicate concrete is shrunk. Compared with silicate concrete without the water reducing agent, the silicate concrete with the water reducing agent has higher strength increase, which means that the silicate concrete has more hydration heat, higher temperature rise, larger temperature expansion and more shrinkage when the same cement is used, and the cement is used in the same amount, which is considered by many scholars as a negative factor of the additive. If we could address the temperature increase during hydration of silicate concrete: for example, the silicate concrete uses ice water to reduce the temperature of the mold, and lays cooling pipelines, etc., so that the linear shrinkage of the silicate concrete can be completely avoided.

The bubbles expand at high temperature and float upwards, and partial water is brought out by the gas escape channel; water is evaporated and dehydrated, which is the reason for generating cracks of silicate concrete; the linear shrinkage of the raw materials and the gas is caused by the temperature drop, and is the cause of the shrinkage (drying) of the silicate concrete. For radically treating silicate concrete curing cracks and shrinkage cracks, the construction and technical measures which can be adopted are as follows: the vibration time is prolonged, and the vibration intervals are reasonably arranged; or the construction interval time of the upper layer and the lower layer is controlled by reducing the layering thickness of the self-leveling silicate concrete; air bubbles in the silicate concrete are fully escaped, the air content of the silicate concrete is reduced, and the silicate concrete is fully compacted; the surface layer of the reinforced silicate concrete is smeared and pressed, particularly smeared and pressed before final setting after initial setting, and a moisture evaporation gas escape channel is blocked; immediately after the silicate concrete is initially set, atomized water is used for atomizing and maintaining the surface of the silicate concrete (a 100% humidity isolation layer and a sufficient radiating surface are formed on the surface of the silicate concrete), a plastic film (the plastic film is adhered to the surface of the silicate concrete) and a geotextile (the surface of the geotextile is sprayed with water and wet) are covered in time, the silicate concrete is subjected to heat preservation and moisture preservation, and direct sunlight is prevented as far as possible. For silicate concrete mix proportion design formulators, if the silicate concrete is a large-area plate-shaped structure, for silicate concrete without abrasion requirements, such as floor slab silicate concrete, the additive can be used through a super-saturation point, so that moisture in the silicate concrete slightly floats upwards, a small amount of bleeding is generated after the floor slab silicate concrete is constructed, and the measure is also used for reducing and preventing the cracks of the silicate concrete.

In the construction process of silicate concrete, vibration is enhanced, and vibration time is properly prolonged; controlling the layering thickness of the self-compacting silicate concrete; spraying and maintaining after initial setting, grinding and pressing in time, and sticking and covering a plastic film; the soaked geotextile is covered after the secondary grinding and pressing, the admixture for the super-saturation point prevents direct irradiation of sunlight, the above measures are adopted, cracks can not appear generally, and the shrinkage (drying) of the silicate concrete can be controlled within a reasonable range.

The inventor understands GB50204-2015 'specification of construction quality of concrete structure process' 7.4.3 that: the timely curing is to perform spray curing immediately after the initial setting of the silicate concrete. Controlling the temperature and maintaining the humidity in the first seven days after the construction of the silicate concrete. The temperature difference is well controlled, the curing humidity of the surface of the silicate concrete can be ensured, and visible curing cracks can not appear in the silicate concrete.

The inventor does not conclude at present whether the water bound by the aluminate in the silicate concrete after reacting with the gypsum can lose water in the using process to cause permanent creep of the concrete.

11. High and low temperature performance of asphalt mixture

At a specific temperature, starting from the oil consumption of 0, before the asphalt mixture reaches the corresponding optimal asphalt content range, the high-low temperature performance of the asphalt mixture is increased along with the increase of the asphalt dosage, and the high-temperature anti-rutting capability, the water stability and the low-temperature anti-cracking performance of the asphalt are increased proportionally along with the increase of the asphalt dosage; the void fraction of the asphalt mixture is small (the asphalt is used to coat the aggregate surface) as the amount of asphalt used increases. After the asphalt dosage reaches the corresponding optimal asphalt content low point (the minimum asphalt dosage is 55 liters), the high-temperature anti-rutting capability, the water stability and the low-temperature anti-cracking performance of the asphalt concrete are changed more gradually along with the increase of the asphalt dosage: the high-temperature anti-rutting capability of the asphalt concrete is partially reduced, and the water stability and the low-temperature anti-cracking performance are continuously improved; the void fraction of the asphalt decreases with increasing asphalt usage. When the asphalt consumption reaches the corresponding optimal asphalt content high point, the high-temperature anti-rutting capability of the asphalt concrete is reduced along with the increase of the asphalt consumption; the low-temperature crack resistance performance is continuously reduced along with the increase of the using amount of the asphalt; the aggregate clearance is continuously maximum, the mixture void ratio is reduced along with the increase of the asphalt using amount, the asphalt saturation reaches 100%, and the flow value is increased along with the increase of the asphalt using amount.

From the design indexes of the asphalt mixture, such as high-temperature anti-rutting capability, water stability, low-temperature anti-cracking performance and the like, are balanced. The balance process among various indexes of the asphalt mixture is the optimization balance design process among various raw materials of the asphalt mixture. The optimal balance among all indexes is that the asphalt concrete has the maximum durability node.

12. Digital concrete model-Wangshi concrete model

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

the digital concrete model is characterized in that the digital concrete model is a multi-combination digital concrete structure model which is established on the basis characteristics of aggregate same-arrangement equal-gap rule, aggregate single-particle-size rule and aggregate maximum and minimum void ratio and has at least one or more than one of the following seven characteristics of A, B, C, D, E, F, J: A. digital concrete filling rules; B. the principle of maximum bulk density; C. concrete pocket theory; D. concrete king's rheological characteristics; e.comment hinge law; F. regulating the strength of concrete; J. the concrete durability law; the digital model is a multi-dimensional (time axis of three-dimensional space), universal and multi-combination digital concrete structure model; the concrete model is a universal digital concrete model which is prepared by concrete based on modern concrete (invention patent No. ZL200710111796.8), is suitable for all cementing types (hydraulicity, air hardness and thermal sensitivity), all initial states (dry hardness, plasticity and flow state) and all structural types (porous framework compact structure, framework compact structure and suspension compact structure) through recongnition of filling, flowing, strength forming, strength increasing rule and durability rule among concrete aggregates and further discovery and further development of interaction rule among the aggregates and Cement. The digital concrete model can be suitable for preparing aluminate (refractory) concrete, portland cement concrete, road base (airport pavement base) and asphalt mixture, and even resin concrete, and is a universal and all-round digital concrete model. The model can be combined in different ways and is used for producing asphalt mixture, high-density roadbed and permeable roadbed.

The gap of the same communicating space formed by the aggregate 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 or changing the original arrangement order and volume of the aggregate. From chapter 2 of this unit we know: in 47.64 percent of voids formed by the determinant arrangement of the spherical aggregates, at most 20.4 percent of the voids can be completely filled into the voids formed by the thicker aggregates by the aggregates with the particle diameter ratio of 1, 366-2.4142, and the original arrangement order and volume of the aggregates are not increased or changed, thereby playing a certain role in compaction; 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 communicated gap formed by a certain specific arrangement order can be filled with a certain particle size ratio according to a certain volume ratio; or one or more than one fine aggregates with a particle size proportion can be filled in the gaps according to a certain volume proportion, and the arrangement order among the coarse aggregates and the volume of the coarse aggregates can be not changed, so that the aggregate gaps reach 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 a gap can be formed between the small-grade aggregate and the large-grade aggregate: a) completely without filling ((mainly for permeable cement concrete, open-graded drainage asphalt macadam foundation preparation), and without changing the arrangement order and volume among the large-grade aggregate particles. Or: b) incomplete filling (mainly used for pervious concrete, refractory dry blend, preparation of semi-open graded asphalt macadam and preparation of skeleton dense asphalt mixture), and does not change the arrangement order and volume among large-grade aggregate particles. The structure is an incompletely filled and mutually embedded structure, and has high strength, high stability and high wear resistance. Or: c) the filling is completely filled without surplus (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 the arrangement order and the volume among the large-grade aggregate particles are not changed. The structure is a completely filled and mutually embedded structure, and has extremely high strength, extremely high stability and extremely high wear resistance. Or: d) after the concrete is completely filled, a certain margin is left (the n-grade aggregate margin part is used as a ball and a sliding plate when the particle size is larger by one grade and more than one grade, the ball and the sliding plate are used for preparing dry and hard, plasticity, fluidity and self-compacting concrete and suspension compacting asphalt mixture, and the concrete can be widely used for matching proportion design and preparation of marine concrete, hydraulic concrete, civil engineering concrete and highway construction concrete (concrete under various use conditions such as a bridge tunnel, culvert, revetment, retaining wall, dam, road, airport, wharf drilling platform and the like). And can also be used for the design and preparation of various types of suspension dense structure asphalt mixtures, asphalt stabilized macadam, semi-open graded asphalt macadam and open graded asphalt macadam. The arrangement order among the large-grade aggregate aggregates can be unchanged theoretically but the volume is increased, and the surplus small-grade aggregates serve as balls and sliding plates when the large-grade aggregates move.

Concrete two-stage aggregate room: 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 compact structure (the frameworks are not filled with the aggregate, the porosity is 25% -45%, and the thin-wall structure can reach the large value of the porosity). A is more than 0 and less than 1, the large aggregate forms a gap part for filling but not completely filling, and is in a porous framework compact structure (when two-stage aggregates are adopted, the void ratio is adjustable and controllable between 8% and 44%, and the gap of a thin-wall structure can reach a large value). A is 1, the large aggregate forms a gap and is completely filled without surplus or deficiency, and the framework is in a compact structure, (the large aggregate forms a gap and is completely filled without surplus or deficiency and is in a completely compact structure, and when the first gap and the second gap are filled with the aggregate, 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 (the large aggregate forms a gap and is abundant after being completely filled, the surplus small first-stage aggregate is used as a ball and a sliding plate for moving the large aggregate, the relative displacement among the aggregates is the rolling displacement and the sliding displacement with the minimum friction coefficient, all or part of the large aggregate is suspended above the small aggregate, and the void ratio is less than or equal to 30 percent when the aggregates are in two stages). The structural characteristics among the aggregates of the asphalt mixture are controlled by the value of the filling coefficient A of the first-grade aggregates and the particle size ratio of the 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 ball and the slide of removing between gathering materials, leans on the gravity of gathering materials to produce relative slip displacement and rolling displacement between gathering materials. The flow modification of the blend due to slippage and rolling between aggregates was named by the inventor as Wang's rheology. For the filling coefficient A of the second-level aggregate and the mth-level aggregate which generate the Wang's rheology and form the concrete suspension compact structure₂-A_m(simplified representation is

) The value range is generally set as follows:

for the maximum first-grade aggregate filling coefficient A₁(Gu and A)₁Also called fill factor): 1 is more than or equal to A₁Greater than 0.4, and taking A with large probability₁1 is ═ 1; theoretically A₁And may also be 0.

The inventor starts the oil consumption of the asphalt mixture from 0, and the high and low temperature performances are increased proportionally along with the increase of the asphalt consumption; when the asphalt consumption reaches the corresponding optimal asphalt content low point (the minimum asphalt consumption is 55 liters, and the wrapping rate of asphalt to aggregate is more than or equal to 50 percent), the increase of the high-temperature anti-rutting capability of the asphalt concrete is slowed down, the water stability and the low-temperature anti-cracking performance are continuously improved, and the void ratio is reduced along with the increase of the asphalt consumption; after the asphalt consumption reaches the corresponding optimal asphalt content high point (the maximum asphalt consumption is 121 liters, and the asphalt wrapping rate is more than 100%), the high-temperature anti-rutting capability of the asphalt concrete is reduced along with the increase of the asphalt consumption; the low-temperature crack resistance also begins to be reduced along with the increase of the using amount of the asphalt; the aggregate clearance is continuously maximum, the mixture void ratio is reduced along with the increase of the asphalt using amount, the asphalt saturation is further increased, and the flow value is increased along with the increase of the asphalt using amount. The inventor refers to the rule that the asphalt mixture changes along with the change of the asphalt dosage as the asphalt mixture strength rule. The inventor balances the indexes of the asphalt mixture to obtain the process of achieving the maximum durability and the maximum economy of the asphalt mixture, which is called asphalt mixture mixing ratio preparation.

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)…………………………………………………32

D₂＝A₁A₂e_D1ρ₂(1-e_D2)………………………………………………33

D₃＝A₁A₂A₃e_D1e_D2ρ₃(1-e_D3)…………………………………………………34

D₄＝A₁A₂A₃A₄e_D1e_D2e_D3ρ₄(1-e_D4)……………35

……

D_(m-1)＝A₁A₂A₃……A_(n-1)e_D1e_D2e_D3……e_(m-2)ρ_(m-1)(1-e_D(m-1))…………36

D_m＝A₁A₂A₃……A_(n-1)A_ne_D1e_D2e_D3……e_(m-1) ρ_m(1-e_Dm)………37

or: d₁＝A₁ρ₁(1-e_D1)…………………38

D₁：(D₂₁/A₂₁)＝72∶28＝1.39∶0.39＝52.36∶20.54…………………39

D₂＝A₁A₂₁A₂(1-0.43115)e_D1ρ₂(1-e_D2)………………40

D₂：(D₃₁/A₃₁)＝72∶28＝1.39∶0.39＝52.36∶20.54…………41

D₃＝A₁A₂₁A₂A₃₁A₃(1-0.43115)²e_D1e_D2ρ₃(1-e_D3)……………42

…...

D_(m-1)：(D_m1/A_m1)＝72∶28＝1.39∶0.39＝52.36∶20.54……………43

D_m＝A₁A₂₁A₂A₃₁A₃……A_m1A_m(1-0.43115)^m-1e_D1e_D2e_D3……e_Dm-1ρ_m(1-e_Dm)…44

M grade aggregate volume V_m∶V_m＝D_m/ρ_m……………………………………45

Aggregate total volume ∑ V_D＝V_D1+V_D2+V_D3+……+V_Dm……………………46

The filling coefficient A is taken in a positive number interval and is larger than the asphalt particle size by one or more than one grade of powder material dosage theoryThe above is m-1 grade, m grade aggregate D_(m-1)、D_m。

The volume apparent amount of the dense-graded asphalt mixture: v_C30-122 litres … … … … … 47

The optimal asphalt dosage including the modifier of the dense-graded asphalt mixture with the optimal high and low temperature performance is as follows:

V_C75+ -20L … … … … … … … … … … 48

For dense-graded asphalt mixture, asphalt fullness: v is more than or equal to 40%_CS/V_{Set e}≤70％……………………49

We used ∑ A_D1-mRepresents D₁-D_mSum of surface areas of grade aggregates, ∑ A_CThe spreading plane area of the asphalt according to the particle size of 3 mu m is expressed, the spreading plane area of the asphalt in the asphalt mixture according to the particle size is not more than 100 percent of the total surface area of the aggregate and not less than 50 percent of the total surface area of the aggregate, and the formula is expressed as that 100 percent is not less than ∑ A_C/∑A_D1-Dm＝(3*10⁵)/∑A_D1-Dm＞50％……………50

The maximum volume adsorption ratio of the aggregate mineral powder to the asphalt is inversely proportional to the particle size (side length) D of the aggregate mineral powder and directly proportional to the particle size D of the asphalt, and the adsorption coefficient is 6. The adsorption volume ratio of the sand stone mineral powder to the asphalt is 6D/D. d 3-3.3 μm 3-10^-6m-3.3*10^-6m。

C＝V_Cρ_C…………………51

When the digital high-density aggregate is prepared to be used as a roadbed base layer, no asphalt is used, namely the dosage of the asphalt is 0.

The volume of modifier added required for modification by asphalt should be contained within the total volume of the comment. Mineral powder which is finer than the asphalt particles and has a theoretical maximum proportion of not more than 20% by volume of the asphalt can be used for improving the water stability and the frost resistance of the asphalt mixture.

The mineral powder with the size smaller than that of the asphalt particles is used in the asphalt mixture at most one grade, and the maximum amount is within 20 liters.

The mineral powder dosage which is finer than the asphalt particle size in the settlement-free, high-density and digital road base layer is as follows:

S₁＝A₁A₂A₃……A_mA_S1e_D1e_D2e_D3……e_Dm(e_C+0.26)*ρ_S1(1-e_S1)…………52

S₂＝A₁A₂A₃……A_mA_S1A_S2e_D1e_D2e_D3……e_Dme_S1(e_C+0.26)ρ_S2(1-e_S2)……53

……

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)……54

volume V of fine powder of grade n_Sn：V_Sn＝S_n/ρ_Sn………………55

Total volume of powder ∑ V_S：∑V_S＝V_S1+V_S2+V_S3+……+V_Sn……………56

For grade 2 to m aggregates with a suspended compact structure generating Wang rheology and grade 1 to n powder filling coefficient A₂ ^m、A_S1 ^SnGenerally, the value ranges are set as follows: 1 is less than or equal to A₂ ^m＜2、1≤A_S1 ^SnLess than 2; for the 2 nd to the m th grade aggregates and 1 to n grade powder filling coefficients A of the framework compact structure₂ ^m、A_S1 ^SnSetting the value range as follows: a. the₂ ^m＝A_S1 ^Sn1 is ═ 1; for the 2 nd to m th grade aggregates with porous skeleton compact structures and the 1 to n grade powder filling coefficients A₂ ^m、 A_S1 ^SnGenerally, the value ranges are set as follows: 0 < A₂ ^m＜1、0＜A_S1 ^SnLess than 1; filling the 2 nd to m th grade aggregates and 1 to n grade powder materials with porous framework compact structuresCoefficient of charge A₂ ^m、A_S1 ^SnSetting the value range as follows: a. the₂ ^m＝A_S1 ^Sn0; for the maximum first-grade aggregate filling coefficient A₁The general settings are: 1 is more than or equal to A₁> 0.4, and theoretically may be 0.

Void ratio e formed by skeleton dense structure aggregate_Collection：e_Collection＝A₁e_D1e_D2e_D3……e_Dme_S1e_S2……e_Dn……57

When a certain grade of aggregate is not used, the void ratio of the grade of aggregate is 100 percent.

We use

Represents the fill factor A₂-A_mWhen is coming into contact with

Medium arbitrary fill factor ∑ A_n＞∑A_(m-1)When the material is used, the small first-stage aggregate is filled in the gap of the large first-stage aggregate, the structure of the aggregate room is a suspension compact structure, and the aggregate margin coefficient is ∑ A_m-∑A_(m-1)The suspension coefficient can increase the void ratio between asphalt mixture aggregates and cement concrete aggregates, and the aggregate surplus coefficient is ∑ A_m-∑A_(m-1)Increased aggregate void fraction:

e₂₂＝(A₁A₂-A₁)e_D2e_D3e_D4……e_D(m-1)e_Dm…………………58

e₂₃＝(A₁A₂A₃-A₁A₂)e_D3e_D4……e_D(m-1)e_Dm……………59

e₂₄＝(A₁A₂A₃A₄-A₁A₂A₃)e_D4……e_D(m-1)e_Dm……………………………60

…...

e_2(m-1)＝(A₁A₂A₃……A_(n-1)-A₁A₂A₃……A_(m-2))e_D(m-1)e_Dm………61

e_2m＝(A₁A₂A₃……A_(n-1)A_n-A₁A₂A₃……A_(n-1))e_Dm……62

after the digital asphalt mixture is paved and rolled, two thirds of asphalt can fill aggregate gaps, and one third of asphalt is used as gel and is positioned between the aggregate and the aggregate to be used as cement of the aggregate and the aggregate. Final void ratio e after vibration compaction of prepared asphalt mixture_{Concrete and its production method}Void volume V formed by digital aggregate_{Set e}Void volume V with gas_geSum, removing volume V of asphalt modifier_CS(V_CS＝V_S+V_C) Two thirds of the void volume V of the asphalt mixture_{e concrete}. Expressed by the formula:

V_{e concrete}＝V_{Set e}+V_ge-2V_CS/3………………………………63

Due to the air void volume V in the asphalt mixture_eg10-30 l ≈ V_C(ii)/3, formula 49-1 reduces to:

V_{concrete e}＝V_{Set e}-V_CS………………………64

Please note that when the workability adjustment coefficient a is not equal to 1, the concrete mix ratio is calculated above, and the volume after uniform mixing and vibration compaction is not equal to one cubic meter, which is a value close to one cubic meter larger or smaller than one cubic meter. For a dense aggregate mixture volume of approximately one cubic meter, not necessarily equal to one cubic meter, formulated using a digitized concrete model, the inventors refer to the near unit volume.

∑e_Collection＝e_Collection+e₂₂+e₂₃+e₂₄+……+e_2(m-1)+e_2m………………………………………65

Volume of near unit concrete constituent material (aggregate, asphalt and mineral powder):

V＝∑V_D+V_C+∑V_S……………………………66

volume V of concrete_{Concrete and its production method}The apparent volume and gas (gas) volume of all the components of the concrete are ∑ V_gAnd (3) the sum:

V_{concrete and its production method}＝∑V_D+V_C+∑V_S+V_g……………………………………………67

When ∑ V_DLRepresenting the sum of theoretical apparent volumes of aggregates, V_CLRepresenting the concept theoretical volume, ∑ V_SLRepresenting the sum of theoretical apparent volumes of powders, V_gTheoretical volume V of concrete main composition material expressed by formula for gas volume_LComprises the following steps:

V_L＝∑V_DL+V_CL+∑V_SL＝(1000-V_g) Liter … … … … … … … … … … … 68

The theoretical mixing ratio formula expression:

D_mL＝D_mV_L/V＝(1000-V_g)D_m/V…………………………69

C_L＝C V_L/V＝(1000-V_g)C/V……………………………70

S_nL＝S_nV_L/V＝(1000-V_g)S_n/V………………………71

if the voids are primary aggregates per packing order (primary raw material per packing order of interconnected voids-although it could be two different particle size raw materials-the inventors note), no matter how carefully we choose the raw material particle size, we can choose the largest number of particle size stages larger (or smaller) than the cement, asphalt particle size raw material to be three stages; or the maximum particle size order of the raw materials smaller than the particle size of the cement and the asphalt is two.

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/k8-20000m²Kg, 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, the bin positions of the aggregate bins of the cement concrete and the asphalt mixture are six at most under the existing screening system.

The expressions 25 to 71 are mathematical expressions of the digital concrete model. The size of the primary aggregate (ore powder) is at least 1.366 times or more of that of the primary aggregate (ore powder). Only coarse and fine aggregates and mineral powder (no asphalt) are used, and the prepared asphalt mixture is digital high-density aggregates. Wherein: v, represents volume, unit liter or m³(ii) a C, comment abbreviation, representing cementing material asphalt; d₁-D_m1 st to m th grade aggregates and their amount in kg/m³；A₁-A_mThe filling coefficient of the 1 st to m th grade aggregates is dimensionless; rho₁-ρ_mApparent density of grade 1 to mth aggregates, unit: kg/m³；e_D1-e_DmThe void ratio of the 1 st to the m th grade aggregates is dimensionless; (A)_m-A₁) The m-th level aggregate suspension coefficient, also called margin coefficient, is dimensionless ∑ A_D1-Dm，D₁-D_mSum of the surface areas of the graded aggregates (total surface area), unit: m is²；e_2mVoid ratio increase value caused by the mth grade aggregate surplus coefficient; v_{Set e}Aggregate forms void volume; v_CSVolume of asphalt containing modifier; s₁，S₂，……，S_nThe grain size of the powder is one grade, 2 grade, … … smaller than that of S, or n grades smaller than that of the powder.

12.2 digital asphalt mixture mixing proportion characteristics prepared according to 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 asphalt mixture 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: 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: within a certain particle size proportion and a certain volume proportion range, one of the following four structural characteristics (and the only structural characteristic) of a, b, c and d is formed after filling according to different value ranges of the filling coefficient A of the primary aggregate: a, porous skeleton compact structure: when A is 0, the large aggregate frameworks are completely not filled with the filler, and the large aggregate frameworks are of a porous framework compact structure; or: b. porous skeleton compact structure: when A is more than 0 and less than 1, the small aggregate forms a gap part for filling the large aggregate but an incomplete filling structure is a porous skeleton compact structure; or: c. the framework has a compact structure: when A is 1, the large aggregate forms a gap to obtain a small aggregate which is completely filled, has no deficiency and no margin, and the structure among the aggregates is a completely compact structure; or: d. suspended in waterCompact structure: when A > 1. The small aggregate has certain margin after forming the space to big aggregate and filling completely, and the surplus small aggregate particle acts as ball or slide of large granule aggregate displacement, and whole or partial large granule aggregate suspension is on the small granule aggregate, and the structure is the closely knit structure of suspension between gathering materials. 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 to 0.8 times of that of asphalt C, the apparent density of which is rho_C0-0.121 times of; the mineral powder S with the size equivalent to that of the asphalt particles is 0 to 0.8 times of the apparent density of the mineral powder S; first-grade mineral powder S finer than asphalt particle size₁Is its apparent density ρ_S10-0.8 times of; mineral powder S grade 2 finer than asphalt particle size₂Is its apparent density ρ_S20-0.7 times of; class 3 mineral powder S finer than asphalt particle size₃Is its apparent density ρ_S30-0.6 times of; … …, respectively; mineral powder S of grade n finer than asphalt particle size_nIs its apparent density ρ_Sn0-0.6 times of; m and n are natural numbers 1, 2, 3, 4 and … ….

When the consumption of the asphalt in the digital asphalt mixture is 0, the prepared digital asphalt mixture is a digital high-density road base layer. The digital high-density road base layer is prepared by only using one-level or two-level or partial three-level aggregates without using asphalt and is a permeable road base layer.

Here, it must be noted that: JTG D50-2006 design Specification for road asphalt pavement (6 base course subbase 6.1.2 … …) the structure of the mixture is compact skeleton, void skeleton, compact suspension and homogeneous compact. "different from the aggregate structure type expressed by the inventors, the inventors at least solved the problem of inter-aggregate: may it not be possible to fill the aggregate voids (as determined by the particle size ratio)? How much is filled? How much margin (determined by the particle diameter ratio void fraction fill factor) after filling? Is the aggregate room the type of structure (determined by the particle size to fill factor fill volume)? These are all places where JTG D50-2006 Specification for road asphalt pavement design gives no answer. Without the particle size ratio between aggregates, it is not possible to define how and how much to fill! It is not clear what type of structural problem will be obtained with a certain volume ratio between aggregates of different particle sizes.

In the key sieve pore passing rate of 5.3 mix proportion design in chapter 5 of JTG F40-2004 technical Specification for construction of road asphalt pavement (Highway asphalt pavement construction), Table 5.3.2-1 for coarse and fine dense-graded asphalt concrete, 4.75mm key sieve pores are adopted for AC-25 and AC-20, 2.36mm key sieve pores are adopted for AC-16, AC-13 and AC-10, and the key sieve pore passing rate specification is (%): 40, 45, 38, 40, 45, and the prepared dense-graded asphalt concrete is not a complete skeleton compact structure. Obviously, for dense-graded asphalt concrete, when the aggregate key sieve pore passing rate is 40.1%, the asphalt concrete is a completely compact structure; when the aggregate key sieve pore passing rate is more than 40.1 percent, the asphalt concrete is in a suspended compact structure; when the aggregate key sieve pore passing rate is less than 40.1%, the asphalt concrete is in a semi-open-graded compact structure or an open-graded compact structure.

Say a sentence at random: JTG D50-2006 Highway asphalt pavement design Specification 6.1 semi-rigid base course underlayment and 6.3 rigid base course for cement stable aggregate lean concrete base course, the specification is about that the maximum dosage of cement should not exceed 6%, "… … determines the dosage of cement, declares 8% -12%," the dosage of cement is set too high, even if 32.5-grade slag (volcanic ash) portland cement is used, 200kg of lean concrete prepared by cement, the 28D strength can reach 30-35MPa, far exceeds JTG D50-2006 Highway asphalt pavement design Specification 12-20MPa, and the problem of strength lower than the specification does not exist.

The digital concrete model is a multidimensional (time axis of three-dimensional space) digital concrete model based on the maximum packing density principle and Wang's rheology. The model can explain a plurality of unsolved phenomena of concretology (including silicate cement concrete, asphalt mixture, digital cement stable base course and digital refractory concrete), and enables the concrete to be completely digitalized. The application of the digital concrete model concrete in the design and preparation construction process greatly improves the strength of asphalt mixture, silicate cement concrete and refractory concrete, ensures that the porosity of the asphalt mixture is controllable, prolongs the service life of various concretes including the asphalt mixture, a cement stable base layer and a digital high-density settlement-free base layer, reduces the engineering cost and further enlarges the application range of the concrete.

The digitalized concrete model can explain many concrete undeveloped phenomena including silicate cement concrete, asphalt mixture, digitalized cement stabilization base, digitalized refractory concrete and resin concrete. The application of the digital concrete model in the concrete design and preparation construction process greatly improves the compressive strength and the bending tensile strength of the asphalt mixture, the silicate cement concrete and the refractory concrete, so that the void ratio of the asphalt mixture is controllable, and the resin concrete is more durable. The application of the digital concrete model in the design, preparation and construction of the asphalt mixture enables the main indexes of the asphalt mixture, such as the depth of a groove and the void ratio, to be known and predicted in advance, enables the construction and compaction of the asphalt mixture to be easier, and prolongs the service life of the asphalt mixture.

King of exxon Mobil

Doctor, has raised valuable opinions on the improvement of the digitized concrete model.

Example 2 digitized 0-sedimentation subgrade base-example of formulation of high dense non-sedimentation aggregate. The local easily purchased aggregates are: S1-S14 crushed stone, S15 and S16 machine-made sand, medium sand (river sand with high price), and various levels of granulated blast furnace slag ground ore powder. The apparent density of the known local crushed stone is 2710kg/m³The apparent density of the stone chips and the machine-made sand is 2720kg/m³Apparent density of mineral powderDegree of 2920kg/m³When the maximum aggregate size is 40-75mm (specification S1), how much each of the mix proportion of the high-dense digital 0-settlement roadbed base layer with a dense framework structure, the void ratio of the digital high-dense filling roadbed, the theoretical bulk density and the actual bulk density?

Solution: in order to compact and economic the roadbed, a digital 0-settlement roadbed is prepared, aggregate specifications are respectively 40-75mmS1, 15-30mmS6, 5-10mmS12 and S16 machine-made sand, and five-grade mineral powder aggregate is selected to prepare the digital high-compact roadbed.

Since S1: s6 ═ 75/30 ═ 2.5 > 2.4143, S6: s12 ═ 30/10 ═ 3 > 2.4143, S12: 3.3 > 2.4143 when S16 is 10/3, the aggregate particle size ratio is greater than 2.42, and is suitable for use in a small proportion aggregate filling rule, e_D1＝e_D2＝e_D3＝e_D448 percent; the specific surface area per unit volume of S16 is 30000m²/m³Following 30000m²/m³Metering; the specific surface area of S75 ore powder is 350m²Kg, specific surface area per unit volume: 350 x 2880 ═ 10⁶m²/m³(ii) a Particle size ratio of S16 to S75: 10⁶The grain diameter ratio of 33 times > small proportion filling rule of 4.45, and filling can be carried out according to large proportion filling rule_D4＝34％。

S1：D₁＝ρ₁(1-e_D1)＝2720*(1-0.48)＝1414kg/m³

S6：D₂＝e_D1ρ₂(1-e_D2)＝0.48*2720*(1-0.48)＝679kg/m³

S12：D₃＝e_D1e_D2ρ₃(1-e_D3)＝0.48²*2720*(1-0.48)＝326kg/m³

S16：D₄＝e_D1e_D2e_D3ρ₄(1-e_D4)＝0.48³*2720*(1-0.48)＝156kg/m³

S75：D₅＝e_D1e_D2e_D3e_D4ρ₅(1-e_D5)＝0.48⁴*2920*(1-0.34)＝102kg/m³

V is (1414+679+326+156)/2720+102/2920 is 0.982m³

The theoretical porosity of the compacted digital aggregate is as follows: e-0.48⁴*0.34＝1.80％

The proportion of the digital settlement-free high-density roadbed prepared from the five-grade aggregate is as follows:

s1 crushed stone, S6 crushed stone, S12 crushed stone, S16 machine-made sand and S75 mineral powder (1414: 679: 326: 156: 102)

Theoretical volume weight of digitized aggregate, ∑ D2677 kg/m³Volume weight 2676kg/m for vibration compaction test in laboratory³There was a slight tendency to segregate and more rubble. The calculation error and the test error can be completely ignored. The digital aggregate bulk density is very close to the apparent density of the crushed stones, almost no volume change exists, the settlement deformation can be ignored, and the bearing capacity in the road can be equivalent to the strength of the whole stones.

Example 3 example of a suspension dense structural subgrade base course formulation. The local easily purchased aggregates are: S1-S14 crushed stone, S15 and S16 machine-made sand, medium sand (river sand with high price), and various levels of granulated blast furnace slag ground ore powder. The apparent density of the known local crushed stone is 2710kg/m³Apparent density of 2710kg/m for stone chips and machine-made sand³Apparent density of mineral powder is 2880kg/m³What are the mix proportion of the high-density aggregate with the suspension dense structure, the void ratio of the digitalized high-density filling roadbed, the theoretical volume weight and the actual volume weight when the maximum aggregate size is 40-75mm (specification S1)?

Solution: in order to compact and economic a roadbed, a digital high-compact aggregate basement layer is prepared, aggregate specifications are respectively 40-75mmS1, 15-30mmS6, 5-10mmS12, S16 machine-made sand, and five-grade mineral powder aggregate is selected to prepare the digital high-compact roadbed.

Because S1, S6, 75/30, 2.5, 2.4143, S6, S12, 30/10, 3, 2.4143, S12, S16, 10/3, 3.3, 2.4143, the ratio of aggregate particle size is more than 2.42, the method is applicable to the small-proportion aggregate filling rule, and e is applicable to the small-proportion aggregate filling rule_D1＝e_D2＝e_D3＝e_D448 percent; the specific surface area per unit volume of S16 is 30000m²/m³Following 30000m²/m³Metering; the specific surface area of S75 ore powder is 350m²Kg, specific surface area per unit volume: 350 x 2880 ═ 10⁶m²/m³(ii) a Particle size ratio of S16 to S75: 10⁶The grain diameter ratio of 33 times > small proportion filling rule of 4.45, and filling can be carried out according to large proportion filling rule_D4＝34％。

We know that the porosity of the loosely packed sand and stone material is 47-48%, and take e_D1＝48％，e_D2＝49％，e_D3＝50％，e_D4When the total mass is 51%, take e₅＝35％，A₁＝1， A₂＝1.2，A₃＝1.3，A₄＝1.4，A₅1.1, the weight of the dry mixture close to the unit volume is respectively as follows:

the weight of the near unit volume five-grade aggregate is respectively as follows:

S1：D₁＝A₁ρ₁(1-e_D1)＝2710*(1-0.48)＝1409kg/m³

S6：D₂＝A₁A₂e_D1ρ₂(1-e_D2)＝1.2*0.48*2710*(1-0.49)＝796kg/m³

S12：D₃＝A₁A₂A₃e_D1e_D2ρ₃(1-e_D3)＝1.2*1.3*0.48*0.49*2710*(1-0.50)＝497kg/m³

S16：D₄＝A₁A₂A₃A₄e_D1e_D2e_D3ρ₄(1-e_D4)＝1.2*1.3*1.4*0.48*0.49*0.50*2710*(1-0.51) ＝341kg/m³

S75：D₅＝A₁A₂A₃A₄A₅e_D1e_D2e_D3e_D4ρ₅(1-e_D5)＝1.1*1.2*1.3*1.4*0.48*0.49*0.50*0.51*2880*(1-0.34) ＝274kg/m³

aggregate volume per unit volume above: (1409+796+497+341)/2710+274/2880 ═ 1.218

The suspension compact structure pavement base layer void ratio is composed of two parts: the porosity of the framework compact structure and the suspension coefficient increase the porosity of the aggregate.

Suspension coefficient: when the aggregate fill factor > 1, the fraction of the factor greater than 1, the inventors call the suspension factor. The suspension factor is-1. The aggregate with the increased suspension coefficient plays a role in suspending the aggregates with the first level or more than the first level, and can increase the void ratio of concrete or mixture.

1. Aggregate voids when the framework is compact (the filling coefficient is 1): e.g. of the type₁＝0.48*0.49*0.50*0.51*0.34＝2.04％

2. Void fraction with increased suspension coefficient:

2.1，A₂increased void fraction: e.g. of the type₂₂＝(1.2-1)*0.49*0.50*0.51*0.34＝0.85％

2.2，A₃Increased void fraction: e.g. of the type₂₃＝(1.2*1.3-1.2)*0.50*0.51*0.34＝3.12％

2.3，A₄Increased void fraction: e.g. of the type₂₄＝(1.2*1.3*1.4-1.2*1.3)*0.51*0.34＝10.82％

2.4，A₅Increased void fraction: e.g. of the type₂₅＝(1.1*1.2*1.3*1.4-1.2*1.3*1.4)*0.34＝7.43％

The total porosity e is 24.3%, and the void volume Ve is 243 l is 0.243m³

Total void aggregate volume V1218 + 243-1440 l-1.461 m³

The digital high-density roadbed has the following theoretical mixing ratio: d_1L＝1409/1.461＝964kg/m³

D_2L＝796/1.461＝545kg/m³D_3L＝497/1.461＝340kg/m³

D_4L＝341/1.461＝233kg/m³D_5L＝274/1.461＝188kg/m³

The proportion of the digital high-density base course prepared from the five-grade aggregate is as follows: s1: S6: S12: S16: S75 ═ 964: 545: 340: 233: 188

The apparent volume V of the aggregate of the above five grades is: v ═ 0.834m (964+545+340+233)/2710+188/2880 ═ 0.834m³

The theoretical porosity of the compacted digital aggregate is as follows: e-158/1376-16.6%

Theoretical volume weight of digital aggregate ∑ D2270 kg/m³Volume weight 2276kg/m for vibration compaction test in laboratory³The error is completely negligible.

Compared with the porosity of a skeleton compact structure of 2.04%, the porosity of the pavement base layer with the digital suspension compact structure is 16.6%, and is increased by more than 8 times (the reason why the self-compacting concrete has larger gas-formed pores). The suspension compact structure can increase the void volume of the asphalt mixture and the cement concrete mixture. At present, the oil consumption of the asphalt mixture can not be reduced, and the asphalt mixture with the framework compact structure is nominally and actually a pseudo-framework compact structure according to the current specification.

Example 4 example of calculation of a digital suspension dense structure refractory dry mix. Apparent density 4030kg/m³What is the mix proportion of the electric melting white corundum and the three-level gap filling preparation suspension compact structure digital refractory dry mixture? What are the theoretical bulk densities and the actual bulk densities of the digitized dry-mixed material? What is the true formulation voidage?

Purchasing the refractory aggregate comprises: apparent density 4030kg/m³The fused white corundum has aggregate sizes of 10-20mm, 5-10mm, 03-05mm, 1.2-03mm and specific surface area of 400m²/kg powdery white corundum with apparent density of 3900kg/m³

Solution: preparing a target: the voidage is less than 3 percent, and the suspension dense structure digital refractory dry blend is adopted.

Selecting 10-20mm, 5-10mm, 03-05mm, 1.2-03mm, and 400m specific surface area from given raw materials²Preparing a digital dry mixture from/kg of powdery white corundum. Due to the ratio of aggregate particle sizes: 10-20/05-1 ═ 2 > 1.366; 10-20/03-05 ═ 3.3 > 2.4143; 03-05/1.2-03-05 ═ 1.66 > 1.366; a small proportion aggregate filling rule is applied among aggregates of 10-20mm, 5-10mm, 03-05mm and 1.2-03 mm; as 400X 3900/(6/0.001) ═ 260 > 6.4, 1.2-03mm, the powdery white corundum is suitable for the large-proportion aggregate filling rule.

And (3) determining the mixing ratio: we know that the loose-packed aggregate void fraction is 47-48%, take e₁-e₄＝48％，e₅＝35％，A₁＝A₂＝A₄＝A₅＝1，A₃＝1.2， A₅The dry mixture weight close to unit volume is 1:

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

05-1 aggregate: 2096: D₂Solving the equation of 72: 28 to obtain: d₂＝815kg/m³

03-05 aggregate: d₃＝1.2*(0.48-0.2)ρ₃(1-e₃)＝1.2*0.28*4030*(1-0.48)＝704kg/m³

01-03 aggregate: 704: D₄The equation is solved for/1.2: 72: 28: d₄＝329kg/m³

White alundum powder: d₅＝1.2*0.28²*ρ₅(1-e₅)＝1.2*0.28²*3900*(1-0.35)＝238kg/m³

The apparent volume of the white corundum is as follows: v ═ 1.040m (2096+815+704+329)/4030+238/3900³

Void volume: 0.28 0.35 1000-27.4 liters

Void volume with increased suspension coefficient: (1.2-1) 0.28 0.35 ═ 1000 ═ 19.6 liters

Void volume aggregate: the total volume of the mixture ratio of 47 liters or more: 1087 liters

Theoretical dosage of aggregate at each level of dry mixture: d_1L＝2096/1.087＝1928kg/m³

D_2L＝815/1.087＝750kg/m³D_3L＝704/1.073＝648kg/m³

D_4L＝329/1.073＝303kg/m³D_5L＝238/1.073＝219kg/m³

The theoretical volume weight of the white corundum is as follows: r1928 +750+648+303+219 3848kg/m³

Calculating the theoretical void ratio: e.g. of the type_L＝47/1087*100％＝4.32％

Suspension dense structure digital aggregate matching prepared by filling three-stage gapThe ratio of 1-2 aggregates to 05-10 aggregates to 03-05 aggregates to 012-03 aggregates to white corundum powder is 1928 to 750 to 648 to 303 to 219, and the theoretical volume weight of the digital aggregates is ∑ D is 3848kg/m³The dry mixture volume weight is actually measured by a vibration compaction tester in a laboratory to be 3845kg/m³Easy to be rammed and almost error-free in calculation and test. The theoretical calculation of the porosity is the experimental porosity.

Examples 1, 2, 3, 4 we derive: the concrete prepared according to the digital concrete model has the advantages of large volume weight, compact structure, extremely low void ratio and no error between a calculation result and an experimental result.

Example 5 a standard section of a wide and wide high-speed river south, the theoretical mixing ratio of the AC-25 coarse grain type modified asphalt concrete used on the lower surface layer of the highway is as follows: s5: S9: S12: S14: S16: S75 is 33: 26: 12: 19: 7: 3, wherein S75 mineral powder is slag portland cement and is used as a modifier; no. 70 asphalt and oil stone ratio of 3.8 percent. Assuming aggregate apparent density of 2700kg/m³The mineral powder is slag portland cement with an apparent density of 3000kg/m³. How are the aggregate structure types analyzed by applying a digital concrete model to the asphalt concrete mix proportion? How much is the asphalt wrapped in the aggregate? What is the void fraction of the asphalt concrete? How much is the volume weight?

Solution: the amount of oil used is estimated as 80 liters and the porosity is calculated as 5% porosity (the volume weight thus formulated is already high), the weight of the aggregate including cement: (1000 + 130) 2.7 + 0.97+ (1000 + 130) 3+ 0.03 ═ 2357kg

The oil-stone ratio is 3.8 percent, and the aggregate volume weight is 2357kg/m³Metering, then the useful oil amount: 2384 ═ 3.8 ═ 90kg/m³

The density of the asphalt is 1200kg/m³Calculation, volume of bitumen: v_C89.6/1200 × 1000-75 liters, in the optimal range of oil usage.

S8 actual weight: 2357 ═ 0.33 ═ 777kg/m³S9 actual weight: 2357 × 0.26 ═ 613kg/m³

S12 actual weight: 2357 × 0.12 ═ 283kg/m³S14 actual weight: 2357 × 0.19 ═ 448kg/m³

S16 actual weight: 2357 ═ 0.07 ═ 165kg/m³S75 actual weight: 2357 ═ 0.03 ═ 71kg/m³The apparent volume was 24 liters.

Particle size range of asphalt concrete raw material: s8 particle size: 10-25 mm; s9 particle size: 10-20 mm; s12 particle size: 5-10 mm; s14 particle size: 3-5 mm; s16 particle size: 0-3 mm; the average particle size of the mineral powder is the asphalt particle size: 2*10⁶And/350 ═ 3000 ═ 2 times ═ 6 μm, and the asphalt modifier is used.

S8 particle size: 10-25 mm; s9 particle size: 10-20 mm; since the maximum diameter ratio of S8 to S9 is 1.25 and less than 1.366, the S8 and S9 cannot be mutually filled in any arrangement. Determinant arrangement volume V of S8 and S9 mixture₈₉：

V₈₉(777+613)/(2.7 × 0.515) ═ 1000 liters

S12 particle size: 5-10 mm; compared with S8 and S9, the particle size ratio is at least 2 and at most 2.5 and more than 1.366, and in the case of S8 and S9 determinant arrangement, the particle size ratio can be filled into the gaps of the particles and at most:

72∶28＝(777+613)∶S12_maxS12_max＝541kg/m³actual weight > S12 283kg/m³S12 fills the S8S9 voids, leaving voids that can be filled with smaller particle aggregates. The volume of the filled void is: (541-.

A semi-compact framework structure is arranged between S12 and S8S 9.

S14 particle size: 3-5 mm; compared with S8, S9, the particle size ratio is 3.33 minimum, 5 maximum, > 2.4143 minimum particle size ratio minimum, with a determinant arrangement of S8, S9, 485 liters of total voids, 107 liters of S12 already filled, 380 liters of S14 can be filled with a void volume 275+95 at most:

the space of the S8 and S9 determinant arrangement can contain S14 at most: s14_max＝380*(1-0.48)*2.7＝534kg/m³Actual usage amount is 458 kg/m³And residual gaps are formed after filling, and the volume of the gaps is as follows: (534-458)/2.7-28 liters. If 20X 2.7-54 kgS14 aggregate is used more in the mixing proportion, the porosity of the prepared asphalt concrete is 3%; aggregate 10 × 2.7 ═ 27kgS14 was used in many cases to prepare a mixtureThe void ratio of the asphalt concrete is 4 percent; the asphalt mixture is more perfect.

Between S12, S14 and S8S9, it is basically close to skeleton compact structure.

S14 remaining may fill the unfilled volume 28 liters. 380 liters of post-fill void: 380 x 0.48+28 x 210 litres.

S16 particle size: 0-3 mm; compared with S12, S14, the particle size ratio is 2 at the minimum and 4 at the maximum, and S12, S14 determinant form S16 which can accommodate the determinant at the maximum in the fillable interspace 210 liter: s16_max＝210*(1-0.48)*2.7＝295kg/m³Actually, 165kg/m³48 liters/2.7 ═ 295-.

Forming a gap after aggregate filling: 210 × 0.48 — 101 liters total void volume: ve 101+48 149 litres

Maximum adsorption of 24 liters of S75 mineral powder on asphalt: 24 × 3-72 liters.

Maximum adsorption of S16 fine aggregates to bitumen: 165/2700 x 40 ═ 2.4 liters

Maximum total surface area of coarse aggregate: 777/2700 × 500+613/2700 × 550+283/2700 × 1100+448/2700 × 2200 ═ 750m²The maximum adsorption capacity to asphalt is 2.5L.

The maximum adsorption of the aggregate on asphalt: 77 liters. The actual use of asphalt: 75 liters of

The ratio of the expanded area of the asphalt to the total area of the aggregate according to the particle size: 50% < (encapsulation of aggregate by bitumen) 75/77 ═ 97% < 100%.

The total volume of the mineral powder and the asphalt: void volume of 99 liters asphalt concrete: 149-99 liters (50 liters)

Between the mineral powder asphalt and the S12S14, the structure is semi-compact skeleton compact structure with certain gap.

Void ratio of asphalt concrete: 50/1000 × 100% ═ 5% asphalt concrete volume weight: 2357+90 ═ 2447kg/m³

From the above calculations we can derive: the intermittent graded asphalt mastic macadam is more economical and durable because the mix proportion of the asphalt mastic macadam is designed and prepared to be coincided with the filling rule among aggregates of the asphalt mixture. The particle size ratio and the volume filling ratio between aggregates are not further specified.

If the oilstone ratio in the above example is 4.5%, the useful oil amount: c106 kg/m³Volume V of asphalt_CWhen the cement consumption is increased by 12(4 liters) kg, the porosity of the prepared asphalt concrete is 3 percent, wherein the cement consumption is 88 liters.

The volume weight of the asphalt concrete which is designed and constructed ordinarily is less than 2450kg/m³The void ratio of the asphalt concrete must not be less than 4%.

Within a reasonable application range, the amount of asphalt in the asphalt mixture is greatly related to the asphalt adsorption rate (namely, the amount of the asphalt in the asphalt mixture is greatly related to the aggregate particle size), and is closely related to the control of the void ratio of the asphalt mixture.

Example 6 Henan Jijiao new highway a certain section, the author deploys ATB-25 dense graded asphalt stabilized macadam used in the lower surface layer of the highway named as the first project, the oil-stone ratio is 3.6%, and the passing rate of each sieve pore of mineral materials is shown in the following table:

mesh opening mm	31.5	26.5	19.0	16.0	13.2	9.50	4.75	2.36	1.18	0.6	0.3	0.15	0.075	＜0.075
															Percent passing through	100	96	78	65	56	47	31	21	15	11	8	6	4
Cumulative percent of screen residue%	0	4	22	35	44	53	69	79	85	89	92	94	96	100
															Calculated by percent of screen residue%	0	4	18	13	9	9	16	10	6	4	3	2	2	4
Diameter code		Φ1	Φ2	Φ3	Φ4	Φ5	Φ6	Φ7	Φ8	Φ9	Φ10	Φ11	Φ12

The structure type and characteristics of the mix proportion are analyzed in a test mode.

Solution: analysis from a large frame: the asphalt mixture has the volume ratio of phi 5-9.5mm as the passing node of 53: 47, 19/4.75-4 > 2.4143 and 9.5/0.6-16 > 6.46, and is in accordance with the single-stage aggregate filling rule of determinant arrangement.

Filling analysis of aggregate of each grade from a framework compact structure state: because: the adjacent two stages of phi 5, phi 6, phi 7, … … and phi 12 are in a 2-fold proportion relation.

a) Filling of aggregate Φ 1: because Φ 1/Φ 3 is 26.5/16 is 1.656 > 1.366, Φ 1/Φ 4 is 26.5/13.2 is 2 > 1.366, Φ 1/Φ 5 is 26.5/9.5 is 2.789 > 2.4143; phi 5/phi 6 is 9.5/4.75 is 2 > 1.366; phi 5/phi 7-9.5/2.36-4 > 2.4143; 4 percent of row gaps of 26.5-31.5mm crushed stone phi 1 can be filled with crushed stone phi 3: d₂₁4% 28/72% 1.5556%, filled with crushed stone Φ 5: d₂4% by 0.271 (1-0.4764) by 0.5676%, which can be filled with aggregate Φ 6: d₃₁0.5676 × 28/72 ═ 0.2207%, the gravel Φ 7 can be filled: d₃＝4％*0.271²0.1538% of (1-0.4764), which can be filled with aggregate Φ 8: d₄₁0.1538 × 28/72 ═ 0.0598%, the gravel Φ 9 can be filled: d₄＝4％*0.271³(1-0.4764) ═ 0.0417%, aggregate Φ 10 can be filled: d₅₁0.0417 × 28/72 ═ 0.0162%, the aggregate Φ 11 can be filled: d₅＝4％*0.271⁴(1-0.4764) ═ 0.0113%, the aggregates Φ 12 can be filled: d₆₁＝0.0113*28/72＝0.0044％

b) Filling of aggregate Φ 2: as phi 2/phi 4 is 19/13.2 is more than 1.44 and more than 1.366, and phi 2/phi 6 is 19/4.75 is more than 2.4143; 18 percent of row gaps of crushed stone phi 2 with the diameter of 19-26.5mm can be filled with crushed stone phi 4: d₂₁18% 28/72% 7%, filled with crushed stone Φ 6: d₂＝18％*0.271 × 1-0.4764 ═ 2.5541%, aggregate Φ 7: d₃₁2.5541%. 28/72%. 0.9933%, which may be filled with aggregate Φ 8: d₃＝18％*0.271²0.6922% of (1-0.4764), filled with crushed stone Φ 9: d₄₁0.6922 × 28/72 ═ 0.2692%, the aggregate Φ 10 can be filled: d₄＝18％*0.271³0.1876% of (1-0.4764), which can be filled with aggregate Φ 11: d₅₁0.1876 × 28/72 ═ 0.0729%, the aggregate Φ 12 can be filled: d₅＝18％*0.271⁴*(1-0.4764)＝0.0508％

c) Filling of aggregate Φ 3: because phi 3/phi 5 is 16/9.5 is more than 1.68 and more than 1.366, and phi 3/phi 6 is 16/4.75 is more than 3.37 and more than 2.4143; and (13-1.556)%, 11.444% of 16-19mm crushed stone phi 3 determinant gaps can be filled with crushed stone phi 5: d₂₁11.444%. 28/72%. 4.4504%, Φ 6: d₂11.444% by 0.271 (1-0.4764) by 1.6239%, Φ 7: d₃₁1.6239% >, 28/72% >, 0.6315%, can be filled with Φ 8: d₃＝11.444％*0.271²0.4401% of (1-0.4764), can be filled with Φ 9: d₄₁0.4401 × 28/72 ═ 0.1711%, Φ 10 can be filled: d₄＝11.444％*0.271³0.1193% with (1-0.4764), Φ 11: d₅₁0.1193 × 28/72 ═ 0.0464%, Φ 12 can be filled: d₅＝11.444％*0.271⁴*(1-0.4764)＝0.0323％

d) Filling of aggregate Φ 4: as phi 4/phi 5 is 13.2/9.5 is more than 1.39 and more than 1.366, and phi 4/phi 6 is 13.2/4.75 is more than 2.78 and more than 2.4143; and 9% -7% of 2% of 13-16mm crushed stone phi 4 determinant gaps can be filled with crushed stone phi 5: d₂₁2% 28/72% 0.7778%, filled with crushed stone Φ 6: d₂2% by 0.271 (1-0.4764) by 0.2838%, which can be filled with aggregate Φ 7: d₃₁0.2838%. 28/72% >, 0.1104%, aggregates Φ 8: d₃＝2％*0.271²0.0769% of (1-0.4764), filled with crushed stone Φ 9: d₄₁0.0769 × 28/72 ═ 0.0299%, the aggregate Φ 10 can be filled: d₄＝2％*0.271³0.0208% of (1-0.4764), which can be filled with aggregate Φ 11: d₅₁0.1876 × 28/72%, which can be filled with aggregate Φ 12: d₅＝2％*0.271⁴*(1-0.4764)＝0.0056％

e) Filling of aggregate Φ 5: because phi 5/phi 6 is 9.5/4.75 is more than 2 and more than 1.366, and phi 5/phi 7 is 9.5/2.36 is more than 4 and more than 2.4143; 9% -0.5676% -4.4504% -0.7778% -3.2042% of 9.5-13mm broken stone phi 5 determinant gaps can be filled with phi 6: d₂₁3.2042%. 28/72%. 1.2461%, Φ 7: d₂3.2042% by 0.271 (1-0.4764) by 0.4547%, Φ 8: d₃₁0.4547%. 28/72%. 0.1768%, Φ 9: d₃＝3.2042％*0.271²0.1232% of (1-0.4764), can be filled with Φ 10: d₄₁0.1232 × 28/72 — 0.0479%, Φ 11: d₄＝3.2042％*0.271³(1-0.4764) ═ 0.0334%; aggregate filling Φ 12: d₅₁＝0.0334*28/72＝0.0130％

f) Filling of aggregate Φ 6: because phi 6/phi 7 is 4.75/2.36 is 2 > 1.366, and phi 6/phi 8 is 4.75/1.18 is 4 > 2.4143; 16% -0.2207% -2.5541% -1.6239% -0.2838% -1.2461%, 10.0714% of 4.75-9.5mm broken stone phi 6 determinant gaps can be filled with phi 7: d₂₁10.0714% >, 28/72% >, 3.9167%, can be filled with Φ 8: d₂10.0714% by 0.271 (1-0.4764) by 1.4291%, Φ 9: d₃₁1.4291%. 28/72%. 0.5558%, Φ 10: d₃＝10.0714％*0.271²(1-0.4764)2 ═ 0.4120%, Φ 11: d₄₁0.4120% >, 28/72% >, 0.1602%, can be filled with Φ 12: d₄＝10.0714％*0.271³*(1-0.4764)＝0.1170％

j) Filling of aggregate Φ 7: because phi 7/phi 8 is more than 1.366, phi 7/phi 9 is more than 2.4143; 10% -0.1538% -0.9933% -0.6315% -0.1104% -0.4547% -3.9167 ═ 3.7396% of a phi 7 determinant gap of crushed stone with the thickness of 2.36-4.75mm, which can be filled with phi 8: d₂₁3.7396%. 28/72%. 1.4543%, Φ 9: d₂3.7396% by 0.271 (1-0.4764) by 0.5306%, Φ 10: d₃₁0.5306%. 28/72%. 0.2063%, Φ 11: d₃＝3.7396％*0.271²(1-0.4764)2 ═ 0.1438%, and the crushed stone Φ 12 can be filled: d₄₁＝0.4120％*28/72＝0.0559％

h) Filling of aggregate Φ 8: due to the fact thatPhi 8/phi 9 is more than 1.366, phi 8/phi 10 is more than 2.4143; the rest 6% -0.0598% -0.6922-0.4401% -0.0769% -0.1768% -1.4291% -1.4543%, namely 1.6711% of determinant gaps with the diameter of 1.18-2.36mm phi 8, can be filled with phi 9: d₂1-1.6711% >, 28/72-0.6499%, can be filled with Φ 10: d₂1.6711% by 0.271 (1-0.4764) by 0.2371%, Φ 11: d₃₁0.2371%. 28/72%. 0.0922%, Φ 12: d₃＝1.6711％*0.271²*(1-0.4764)2＝0.0643％

i) Filling of aggregate Φ 9: Φ 9 remaining after filling of aggregate: 4% -0.0417% -0.2692% -0.1711% -0.0299% -0.1232% -0.5558% -0.5306% -0.6499%, 1.6286%. 1.6286% of 0.6-1.18mm aggregate phi 9 determinant voids can be filled with phi 10: d₂₁1.6286%. 28/72%. 0.6333%, filled with crushed stone Φ 11: d₂1.6286% by 0.271 (1-0.4764) by 0.2311%, and the aggregate Φ 12: d₃＝0.2311*28/72＝0.0899％。

g) Filling of aggregate Φ 10: the rest 3% -0.0162% -0.1876% -0.1193% -0.0208% -0.0479% -0.4120% -0.2063% -0.2371% -0.6333% 1.1195% of 0.3-0.6 aggregate determinant arrangement gaps can contain aggregate phi 11: d₂₁1.1195%. 28/72%. 0.4354%, filled with crushed stone Φ 12: d₂＝1.1195％*0.271*(1-0.4764)＝0.1589％

k) Filling of aggregate Φ 11: the rest 2% -0.4354% -0.2311% -0.0922-0.1438% -0.1602% -0.0334% -0.0081% -0.0464% -0.0729% -0.0113% -0.7652% of aggregate in the determinant arrangement gap can accommodate phi 12: d₂₁0.7652% >, 28/72% >, 0.2975%, Φ 11 remaining: 0.4677%, Φ 12 remaining: 1.11 percent.

The above calculations we have found: the asphalt stabilized macadam has residue after each grade of aggregate filling, and is a suspension compact structure with a lower suspension coefficient.

Drawings

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

Detailed Description

1. Digital asphalt mixture preparation method

The preparation method of the digital asphalt mixture comprises four steps of three steps and one certificate.

Step 1, determining a preparation target of an asphalt mixture according to a climate section where a road is located, a road standard and a road structure layer function; the target is called for short.

1.1.1 the climate section of the road is divided into a temperature section and a rainfall section

1.1.1.1 the temperature interval of the road is divided into the following sections according to the high-low temperature interval: a first-level high-temperature region and a second-level low-temperature region.

The first-stage high-temperature area is divided into the following parts according to the temperature in centigrade: summer heat area, average maximum temperature of hottest month is more than 30 ℃, and number 1 represents; in the summer hot zone, the average maximum temperature of the hottest month is 20-30 ℃, and the number is represented by 2; in the cold summer area, the average maximum temperature in the hottest month is less than 20 ℃, and the number is represented by 3.

The secondary low-temperature area is divided into the following parts according to the temperature in centigrade: in severe winter cold regions: the extreme lowest temperature is lower than-37 ℃, and is represented by a number 1; in winter cold regions: the extreme minimum temperature is-37 ℃ to-21.5 ℃, and is represented by a numeral 2; and (3) in a cold area in winter: the extreme lowest temperature is-21.5 to-9 ℃, and is represented by a numeral 3; a winter warm area: the extreme minimum air temperature is > -9 ℃ and is represented by the numeral 4.

1.1.1.2 the rainfall interval that road is located divides into according to the rainfall size: in the wet area, the annual rainfall is more than 1000mm and is represented by a number 1; wet area, annual rainfall 1000mm-500mm, represented by number 2; a half-dry area with annual rainfall of 500mm-250mm, represented by numeral 3; in arid regions, annual rainfall < 250mm, represented by the number 4.

1.1.1.3 the climate zone of the asphalt and the asphalt mixture consists of a temperature zone and a rainfall zone. The first number represents a high temperature zone, the second number represents a low temperature zone, and the third number represents a rainfall zone. The representation method comprises the following steps: 1-2-3.

1.1.2 road Standard

Roads in China are divided into five levels, namely highways, first-level roads, second-level roads, third-level roads and fourth-level roads.

1.1.3 road pavement structure layer

The road pavement structure layer is divided into: a base layer and a surface layer.

The base layer can be divided into a subbase layer and a base layer; the surface layer asphalt mixture can be divided into an upper surface layer, a middle surface layer and a lower surface layer or a surface layer and a surface layer. Each layer functions differently. The base layer is required to have certain rigidity, can bear the pressure transmitted by the surface layer and disperse the pressure in the cushion layer soil subgrade. The upper surface layer (surface layer) is required to resist the horizontal force of a vehicle and the attractive force of a tire, is required to resist sliding and wear and has a certain groove depth; the middle layer, the lower layer or the surface layer is used for ensuring the strength of the surface layer.

1.1.4 determining the target for preparing asphalt mixture

The road standard determines the grade of asphalt, the climate section determines the grade of asphalt, and the type of asphalt mixture determines the type of aggregate.

The asphalt mixture preparation target can be an asphalt mixture inter-aggregate structural target, can be an asphalt mixture variety target, and can also be an asphalt mixture mechanical target, a durability target, or other preparation targets (such as maximum settlement, allowable deformation, permeability, porosity, wear resistance, scouring resistance) and the like.

The structural targets include dense asphalt concrete, asphalt stabilized macadam, asphalt mastic mixture, open-graded asphalt mixture, and semi-open-graded asphalt mixture. Or the materials are prepared according to a suspension compact structure mixture, a framework compact structure mixture, a porous framework compact structure mixture and a porous framework compact structure mixture.

The mechanical goals mainly include: rut resistance, water stability, low temperature crack resistance, water seepage, split tensile strength, shear strength, fatigue strength, elastic modulus, flexural tensile strength, flexural tensile modulus, volume weight, and the like. Durability goals primarily include: resistance to permeation, resistance to freeze-thawing, and the like. Other formulation objectives of concrete mainly include: permeability, settling volume, void fraction for a given condition, deformation (dry shrinkage, wet expansion, temperature deformation, etc.), volume stability, scour resistance, abrasion resistance, and the like.

The asphalt mix structural target, the mechanical target, the durability target, and other formulation targets, one or more of which may be selected to design the formulation concrete mix.

And selecting specific varieties of the digital asphalt mixture according to the climate section of the road, the road standard and the structure layer function of the asphalt mixture.

The maximum aggregate particle size is mainly determined by the paving thickness of the digital asphalt mixture. The inventor gives suggestions that: the maximum particle size of the aggregate should not be greater than one third of the formed thickness.

As long as any petroleum asphalt (including modified asphalt thereof) meeting the specification requirement in a relevant temperature interval can be prepared into qualified and high-quality digital asphalt mixture by applying the preparation method of the inventor. When higher-grade asphalt is used, the asphalt wrapping rate is properly reduced, and a good effect can be obtained.

Such as a certain highway asphalt concrete AC-20 middle surface layer or coarse grain asphalt concrete AC-25 lower surface layer, a certain area of coarse grain ATB-30 asphalt stabilized macadam first level highway lower surface layer, a certain city road upper surface layer of half-open graded fine grain AM-13, etc.

Step 2, determining raw materials of each component of the asphalt mixture according to the preparation target of the asphalt mixture and the supply condition of the raw materials; called as the fixed raw material for short.

According to the supply condition of local coarse and fine aggregates and the pavement structure layer, determining coarse aggregates (S1-S14, 14 kinds of selectable coarse aggregates in total), fine aggregates (natural sand, machine-made sand and stone chips, which are optional items or not available items), and mineral powder (which are optional items or not available items).

Determining the asphalt varieties (high-density roadbed, high-density aggregate base layer without asphalt) in the digital asphalt mixture according to the climatic conditions of the position of the road and the road standard.

The varieties of other component raw materials of the asphalt mixture such as a fiber stabilizer (optional or unnecessary) are determined according to the pavement structure layer.

The apparent density of the selected raw material was tested. The above raw materials must be qualified raw materials.

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

1.3.1 aggregate-to-aggregate structural form:

the method is characterized in that a Wang concrete model is utilized to prepare one of the following four structural forms among aggregates of the asphalt mixture with unit volume:

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 reasonable particle size proportion and the reasonable volume proportion of the aggregates are filled into the gap formed by the large aggregates under the specific arrangement order of the large aggregates, and one of the four structures of a, b, c and d and the unique structural form are formed:

a. a certain margin (a suspension compact structure) is left after the coarse-level aggregate gap is completely filled; or: b. no margin is left just after the coarse primary aggregate gap is completely filled (a completely compact structure, a skeleton compact structure); or: c. is not enough to completely fill the coarse primary aggregate gaps (porous skeleton compact structure); or: d. the coarse primary aggregate gaps (porous skeleton compact structure) are not filled completely; the asphalt mixture has set porosity and stacking density.

1.3.2 determining the mix proportion of the asphalt mixture with the approximate unit volume (considering the metering precision, the last significant digit can be reserved to 5 times)

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

D₂＝A₁A₂e_D1ρ₂(1-e_D2)…………………2-2

D₃＝A₁A₂A₃e_D1e_D2ρ₃(1-e_D3)…………………2-3

D₄＝A₁A₂A₃A₄e_D1e_D2e_D3ρ₄(1-e_D4)……………………………2-4

……

D_(m-1)＝A₁A₂A₃……A_(n-1)e_D1e_D2e_D3……e_(m-2)ρ_(m-1)(1-e_D(m-1))…………2-5

D_m＝A₁A₂A₃……A_(n-1)A_ne_D1e_D2e_D3……e_(m-1)ρ_m(1-e_Dm)……2-6

M grade aggregate volume V_m：V_m＝D_m/ρ_m……………………2-7

Aggregate total volume ∑ V_D＝V_D1+V_D2+V_D3+……+V_Dm………………2-8

The filling coefficient A is a value in a positive interval, the powder material dosage which is one or more than one grade larger than the asphalt particle size is m-1 grade theoretically, and the m grade aggregate D_(m-1)、D_m. Please note that: m-1 grade, m grade aggregate D_(m-1)、D_mAlready in the form of ore fines.

Aggregate total surface area was calculated as estimated above. Since the total surface area measured for coarse aggregate is small, we all measure the total surface area at 15% critical mesh throughput. Fine aggregate S15 according to 11000m²/m³Metering, average particle size 0.55-0.6 mm; s16 at 15000m²/m³Metered, the average particle size is 0.45 mm. Aggregate 1m in each specification³The total (apparent) volumetric surface areas are summarized as follows:

TABLE 2-1-1 aggregate 1m for each specification³(apparent) volume maximum total surface area (unit: m)²/m³) Summary of the invention

Specification of	S1	S2	S3	S4	S5	S6	S7	S8	S9	S10	S11	S12	S13	S14	S15	S16
																	Total area of	120	140	170	210	260	340	480	500	550	600	1000	1100	2000	2200	11000	15000

The maximum volume adsorption ratio of the asphalt modifier mineral powder to asphalt is inversely proportional to the mineral powder particle size (side length) D and directly proportional to the asphalt particle size D, and the adsorption coefficient is 6. Namely the adsorption volume ratio of the sand stone mineral powder to the asphalt is 6D/D. Particularly, the asphalt modifier mineral powder with smaller particle size absorbs asphalt, so that the amount of the adsorbent is large, and special attention needs to be paid.

The volume apparent amount of the dense-graded asphalt mixture: v_C32-122 litres … … … … 2-9

V_C75+ -20L … … … … … … 2-10

For dense-graded asphalt mixture, asphalt fullness:

40％≤V_CS/V_{set e}≤70％…………………2-11

We used ∑ A_D1-mRepresents D₁-D_mSum of surface areas of grade aggregates, ∑ A_CRepresenting the area of the developed plane of the asphalt according to the particle size of 3 μm, then: in the asphalt mixture, the planar area of asphalt is not more than 100% of the total surface area of the aggregate according to the particle size distribution and not less than 50% of the total surface area of the aggregate. The asphalt package rule formula is expressed as:

100％≥∑A_C/∑A_D1-Dm＝(3*10⁵)/ΣA_D1-Dm＞50％………………………2-12

let V_CS＝V_S+V_CThen, there are: v_{e concrete}＝V_{Set e}-V_CS………………………2-13

For dense-graded asphalt mixture, asphalt fullness: v is more than or equal to 55 percent_CS/V_{Set e}≤70％…………………2-14

The maximum volume adsorption ratio of the aggregate mineral powder to the asphalt is inversely proportional to the particle size (side length) D of the aggregate mineral powder and directly proportional to the particle size D of the asphalt, and the adsorption coefficient is 6. The particle diameter of the asphalt is d-3 μm-3.3 μm-3 x 10^-6m-3.3*10^-6m。

The volume ratio of the sand stone mineral powder to the asphalt is as follows: 6D/D … … … … … … … … … … … 2-15

The weight of the asphalt is as follows: c ═ V_Cρ_C…………………2-16

S₁＝A₁A₂A₃……A_mA_S1e_D1e_D2e_D3……e_Dm(e_C+0.26)*ρ_S1(1-e_S1)……………2-17

S₂＝A₁A₂A₃……A_mA_S1A_S2e_D1e_D2e_D3……e_Dme_S1(e_C+0.26)ρ_S2(1-e_S2)……2-18

……

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)…2-19

volume V of fine powder of grade n_Sn：V_Sn＝S_n/ρ_Sn……………………2-20

Total volume of powder ∑ V_S：∑V_S＝V_S1+V_S2+V_S3+……+V_Sn…………………2-21

1.3.3 determination of aggregate void fraction

For 2 nd to m th grade aggregates and 1 to n grade powder filling coefficients A₂ ^m、A_S1 ^SnThe value range of the suspended compact structure generating the Wang rheology is generally as follows: 1 is less than or equal to A₂ ^m＜3、1≤A_S1 ^SnLess than 3; the value range of the framework compact structure is generally as follows: a. the₂ ^m＝A_S1 ^Sn1 is ═ 1; the value range of the porous framework compact structure is generally set as follows: 0 < A₂ ^m＜1、0＜A_S1 ^SnLess than 1; the value range of the dense structure of the porous framework is generally as follows: a. the₂ ^m＝A_S1 ^Sn0; maximum first-grade aggregate filling coefficient A₁The general settings are: 1 is more than or equal to A₁> 0.4 (typically 1).

Void ratio e formed by skeleton dense structure aggregate_Collection：e_Collection＝A₁e_D1e_D2e_D3……e_Dme_S1e_S2……e_Dn…2-22

We use

Represents the fill factor A₂-A_mWhen is coming into contact with

Medium arbitrary fill factor ∑ A_m＞∑A_(m-1)Then, it is smaller by one stepThe surplus is left after the aggregates are filled in the primary aggregate gaps, the structure between the aggregates is a suspended compact structure, and the surplus coefficient of the aggregates is ∑ A_m-∑A_(m-1)The suspension coefficient can increase the void ratio between asphalt mixture aggregates and cement concrete aggregates, and the aggregate surplus coefficient is ∑ A_m-∑A_(m-1)Increased aggregate void fraction:

e₂₂＝(A₁A₂-A₁)e_D2e_D3e_D4……e_D(m-1)e_Dm…………………2-23

e₂₃＝(A₁A₂A₃-A₁A₂)e_D3e_D4……e_D(m-1)e_Dm…………………2-24

e₂₄＝(A₁A₂A₃A₄-A₁A₂A₃)e_D4……e_D(m-1)e_Dm…………………2-25

……

e_2(m-1)＝(A₁A₂A₃……A_(m-1)-A₁A₂A₃……A_(m-2))e_D(m-1)e_Dm………2-26

e_2m＝(A₁A₂A₃……A_m-A₁A₂A₃……A_(m-1))e_Dm…………………2-27

aggregate compacted total void fraction ∑ e_Collection：∑e_Collection＝e_Collection+e₂₂+e₂₃+e₂₄+……+e_2(m-1)+e_2m…………2-28

The volume of the concrete constituent material (aggregate asphalt mineral powder) is nearly unit, V is ∑ V_D+V_C+∑V_S………2-29

Void volume V of near unit volume asphalt mixture_g：V_g＝V∑e_Collection/(1-∑e_Collection)………2-30

Volume V of near unit volume asphalt mixture_{Concrete and its production method}The apparent volume and gas (gas) volume of all the components of the concrete are ∑ V_gAnd (3) the sum:

V_{concrete and its production method}＝∑V_D+V_C+∑V_S+V_g………………………2-31

Assuming that we used a maximum aggregate of S6 in the concrete (coarse-grained asphalt stabilized macadam was prepared for asphalt mix, the aggregate size was large enough), and an inter-aggregate determinant (aggregate to aggregate particle diameter ratio is minimum), carefully choosing the raw materials, the largest and smallest sizes of the second grade aggregates that can be effectively filled and have the highest inter-aggregate density were: 31.5/3.298-9.55 mm, 15/3.298-4.55 mm, particle size in this range is S12 aggregate; the maximum and minimum sizes of the third grade aggregate are: 9.5/3.298-2.88 mm, 4.75/3.298-1.4 mm; the third-stage aggregate can only be filled in the gaps of the S16 fine aggregate; the fourth grade aggregate can only use the bituminous ore fines to fill the aggregate voids.

If the voids are first grade aggregates per packing order (the raw material with interconnected voids per packing order is first grade-although it may be two different particle size raw materials-the inventors note), no matter how carefully we choose the raw material particle size, we can choose the largest number of particle size grades of raw material larger than the asphalt particle size to be five grades; or the maximum particle size order of the raw material of asphalt particle size is three stages. That is, the maximum bin space of the aggregate bin of the asphalt mixture is six; one ore powder bin to two ore powder bins.

1.3.4 determining the theoretical mixing proportion of the asphalt mixture

When ∑ V_DLRepresenting aggregate theoretical appearanceSum of volumes, V_CLRepresenting the concept theoretical volume, ∑ V_SLRepresenting the sum of theoretical apparent volumes of powders, V_gLTheoretical volume V of concrete main composition material expressed by formula for theoretical gas formation volume_LComprises the following steps:

V_L＝∑V_DL+V_CL+∑V_SL+V_gL1000 liters … … … … … … … … … 2-32

The theoretical mixing ratio formula expression: d_mL＝D_m/V_{Concrete and its production method}……………………2-33

C_L＝C/V_{Concrete and its production method}……………………………………………2-34

S_nL＝S_n/V_{Concrete and its production method}………………………………………2-35

V_gL＝V_g/V_{Concrete and its production method}……………………………2-36

The formula 2-1-the formula 2-36 is a mathematical expression of a digital concrete model. The size of the primary aggregate (ore powder) is at least 1.366 times or more of that of the primary aggregate (ore powder). Only coarse and fine aggregates and mineral powder (no asphalt) are used, and the prepared asphalt mixture is digital high-density aggregates. Wherein: v, represents volume, unit liter or m³(ii) a C, comment abbreviation, representing cementing material asphalt; d₁-D_m1 st to m th grade aggregates and their amount in kg/m³；A₁-A_mThe filling coefficient of the 1 st to m th grade aggregates is dimensionless; rho₁-ρ_mApparent density of grade 1 to mth aggregates, unit: kg/m³；e_D1-e_DmThe void ratio of the 1 st to the m th grade aggregates is dimensionless; (A)_m-A₁) The m-th level aggregate suspension coefficient, also called margin coefficient, is dimensionless ∑ A_D1-Dm，D₁-D_mSum of the surface areas of the graded aggregates (total surface area), unit: m is²；e_2mVoid ratio increase value caused by the mth grade aggregate surplus coefficient; v_{Set e}Aggregate forms void volume; v_CSVolume of asphalt containing modifier; s₁，S₂，……， S_nThe size of the ore powder is one grade, 2 grade, … … or n grade smaller than the size of S particle, L, theory, ∑, summation, e_{Concrete and its production method}: void fraction of asphalt mixture.

Step 4, verifying a theoretical mixing proportion preparation target; retesting or detecting a formulated target by a third party (namely a closed test and double blind detection which are often called by us); target (detection) verification for short.

If the detection result and the calculation error are large, finding out a distortion factor, returning to the step 3, and preparing the concrete again; if the detection result is the same as the set target, the production stage can be entered.

The theoretical mixing proportion process of the prepared concrete is called three-definite-one syndrome for short.

Example 7 fine-grained, close-graded SMA-10 bituminous mastic macadam having a porosity of 3.5% was used on roads before the government of a certain city in the south of the river.

Solution: the fine-grained SMA-10 asphalt mastic macadam with the porosity of 3.5 percent is an asphalt mixture with the largest total surface area in all dense-graded asphalt concrete, half-open-graded asphalt macadam AM and open-graded drainage asphalt wearing layer OGFC.

Determining a preparation target: zhengzhou 1-3-2, hot summer and cold winter. SMA-10 asphalt mixture with a skeleton compact structure and a porosity of 3.5 percent is used for expressway.

Determining the raw materials of the asphalt mixture: asphalt: selecting grade A No. 70 road petroleum asphalt; aggregate S12, crushed stone S14, machine-made sand S16 and mineral powder which are slag portland cement.

Particle size ratio between S12 and S14 crushed stones: 2.4143 > 5-10/3-5 ═ 2 > 1.366

Aggregate S12, S16 machine-made inter-sand particle size ratio: 5-10/0-2 ═ 4- ∞ > 2.4143, and some particles > 4.45, > 6.46 (these small particle sands can fill the smallest first order voids according to the large scale filling rules)

S16 machine-made sand level grade particle size and cement particle diameter ratio: 330 x 3000/15000 ═ 33 > 6.46 (cement for modification, ratio of particle size of sand to cement can be eliminated by computer)

The aggregate S12 and S14 crushed stones are the same mother rock basaltRock fracture, apparent density ρ₁＝ρ₂＝2730kg/m³(ii) a The machine-made sand is limestone crushed and has apparent density rho₃＝2710kg/m³(ii) a The cement is Portland slag cement 32.5 cement with apparent density rho_S＝3000kg/m³(ii) a Specific surface area 350m²Per kg; no. 70 road petroleum asphalt apparent density 1160kg/m³。

The particle diameter ratio of the cement asphalt: 2*10⁶Per 350X 3000 ═ 2 (for asphalt adsorption, the particle diameter ratio was calculated)

Determining the mixing proportion of the asphalt mixture: preparing a mixture with a dense-graded framework and a dense structure, wherein the filling coefficient is A₁＝A₂＝A₃＝1；e_D1＝48％ e_D2＝40％

S12 crushed stone dosage: d₁＝A₁ρ₁(1-e_D1)＝2730*0.52＝1420kg/m³

S14 crushed stone dosage: 1420: (D)₂₁/A₂₁)＝72∶28 D₂₁＝550kg/m³

Filling the gaps left by the row-column arrangement of the S12 crushed stones: e.g. of the type_D1e_D228%, machine-made sand dosage of S16:

D₂＝A₁A₂₁A₂e_D1e_D2ρ₂(1-e_D2)＝0.28*2710*(1-0.4)＝460kg/m³

aggregate porosity: e.g. of the type_Collection＝0.28*0.4*100％＝11.2％

Asphalt cement requires filling of voids: 11.2% -e_CS＝3.5％ e_CS＝7.7％

Asphalt fullness: 7.7/11.2 × 100% < 68.8% < asphalt saturation 70%, > 55%, and the total amount of asphalt fines should be 77 liters, in the optimum range of asphalt usage.

Because the particle diameter ratio of the mineral powder asphalt is 2, the mineral powder adsorption coefficient is 3, and the maximum usage amount of the mineral powder is as follows:

V_S∶V_C1＝1∶3 V_S+V_C1solve equation 77: v_C158 l V_S19 liters (L)

Aggregate S12, crushed stone S14, and total area of S16 mechanism sand: 0.52 × 1100+0.2 × 2200+0.28 × 0.6 × 15000 ═ 3500 square meters

Wherein, the fine aggregate area: 0.28 × 0.6 × 15000 ═ 2500 square meters, accounting for 70% or more of the total aggregate area.

Due to the spreading area (3-3.3) × 10 of asphalt plane⁵m²/m³The aggregate is wrapped with 10-12 liters of asphalt. Because the asphalt is required to wrap the aggregates to be less than or equal to 100 percent, when the asphalt is neglected to wrap the coarse aggregates, the asphalt wraps all the aggregates including the mineral powder to be less than 100 percent and more than 50 percent. The largest influence on the asphalt mixture is the amount of mineral powder in the asphalt mixture and then the amount of fine aggregates.

Namely: v_C2< 12 liters, project decided to use 65 liters of bitumen.

The asphalt dosage is as follows: c65 × 1.16 — 75kg, the amount of mineral powder: and adding 57kg of fiber into the S-19-3-57 kg of the fiber to prepare the mastic asphalt.

The asphalt mastic SMA-10 comprises the following components in proportion: aggregate S12, crushed S14, machine-made sand S16, powdered ore 1420, 550, 460, 57

Theoretical volume weight: 2560Kg/m³The oil-stone ratio is 3.1%.

Detecting the target mixing ratio: the mechanical target of the prepared asphalt mixture is as follows: the high temperature stability, the water stability and the crack resistance are qualified in one test and all reach and exceed the standard of the highway.

The asphalt-stone ratio of the asphalt mixture is only 3.1 percent, and the volume weight of the asphalt mixture reaches 2560kg/m³And the construction compaction is very easy, and the consistency of a laboratory and the construction is very good.

Example 8A bottom layer of a certain expressway in Henan is stabilized with coarse-grained dense-graded ATB-30 asphalt having a porosity of 3% and a thickness of 13 cm.

Solution: coarse grain type dense-graded ATB-30 asphalt stabilized macadam with the porosity of 3 percent is an asphalt mixture with smaller total surface area in all dense-graded asphalt concrete, semi-open-graded asphalt macadam AM and open-graded drainage asphalt wearing layer OGFC.

Determining a preparation target: zhengzhou 1-3-2, hot summer and cold winter. The porosity of a framework compact structure for the expressway is 3 percent of ATB-30 asphalt stabilized macadam.

Determining the raw materials of the asphalt mixture: selecting grade A No. 70 road petroleum asphalt; aggregate S6 crushed stone, S9 crushed stone, S12 crushed stone, S14 crushed stone.

The particle size ratio between the S6 crushed stone and the S9 crushed stone is as follows: 2.4143 > 15-30/10-20 ═ 1.5 > 1.366

The particle size ratio between the S6 crushed stone and the S12 crushed stone is as follows: 4.45 > 15-30/5-10 ═ 3 > 2.4143

Particle size ratio between 512 crushed stones and S14 crushed stones: 2.4143 > 5-10/3-5 ═ 2 > 1.366

The crushed stone S6, S9, S12 and S14 is diabase crushed stone with apparent density of 2720kg/m³(ii) a No. 70 road petroleum asphalt apparent density 1210kg/m³。

Determining the mixing proportion of the asphalt mixture:

preparing a bottom surface layer of dense-graded asphalt macadam with a filling coefficient of A₁＝A₂＝A₃＝A₄＝A₆＝1；e_D1＝e_D3＝50％e_D5＝45％

S6 crushed stone dosage: d₁＝A₁ρ₁(1-e_D1)＝2720*(1-0.5)＝1360kg/m³

S9 crushed stone dosage: 1360: (D)₂/A₂)＝72∶28 D₂₁＝530kg/m³

Filling the gaps left by the row-column arrangement of the S6 crushed stones: e.g. of the type_D1e_D230%, the amount of broken stone S12:

D₂＝A₁A₂A₃e_D1e_D2ρ₃(1-e_D3)＝0.30*2720*(1-0.5)＝410kg/m³

s14 crushed stone dosage: 410: (D)₃₁/A₄)＝72∶28 D₃₁＝160kg/m³

Aggregate porosity: (0.3 × 0.5-0.3 × 0.5 × 0.4) 100% ═ 9%

When the asphalt is used for 60 liters, the void ratio of the asphalt mixture is 3 percent, and the asphalt plumpness is as follows: 6/9 ═ 66.7% < 70%, > 55%, bitumen usage: 60 x 1.21-73 kg

Theoretical volume weight of asphalt mixture: 2530g/m³The oilstone ratio is 3.0%.

The coarse grain type dense-graded ATB-30 asphalt stabilized macadam with the porosity of 3 percent of the asphalt mixture comprises the following components in percentage by weight:

s6 crushed stone, S9 crushed stone, S12 crushed stone and S14 crushed stone are 1360, 530, 410 and 160, and the oil-stone ratio is 3 percent.

Detecting the target mixing ratio: the mechanical target of the prepared asphalt mixture is as follows: the high temperature stability, the water stability and the crack resistance are qualified in one test and all exceed the standard of the highway.

The asphalt-stone ratio of the asphalt mixture is only 3 percent, and the volume weight of the asphalt mixture reaches 2530kg/m³When the concrete is paved, large broken stones are more, and the normal phenomenon is that the framework is in a compact structure. The suspension dense structure asphalt mixture is uniform and cannot be isolated, but has larger void ratio. The paved mixture with the framework compact structure is very easy to construct and compact, and the consistency of a laboratory and construction is very good.

The coarse and fine aggregates carry stone powder, and can adsorb asphalt to a certain extent. The inventors believe that this fraction of stone dust is beneficial for improving the properties of the bitumen.

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

2.1. The digital asphalt mixture prepared according to the digital asphalt mixture preparation method has the characteristics that the asphalt mixture with a compact framework structure has the following mix ratio: 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, asphalt 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 ρ₁0-0.8 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 to 0.7 times of that of asphalt C, the apparent density of which is rho_C0-0.13 times of the total amount of the asphalt powder, and the powder S with the size equivalent to that of the asphalt particles is the apparent density rho of the powder S_S0-0.8 times of the amount of the first-grade powder S finer than the size of the asphalt particles₁Is its apparent density ρ_S10-0.7 times of the size of the asphalt particles and is finer than the size of the asphalt particles₂Is its apparent density ρ_S20-0.6 times of the amount of the third-grade powder S finer than the size of the asphalt particles₃Is its apparent density ρ_S30-0.5 times of the asphalt particle size of the four-stage powder S₄Is its apparent density ρ_S4… …, finer than the asphalt grain size, and is a grade n powder S_nIs its apparent density ρ_Sn0-0.4 times of the total weight of the composition.

2.2. The digitized asphalt mixture prepared according to the digitized asphalt mixture preparation method has the characteristics that the asphalt mixture with a 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 D₁With D having a smaller particle size₂-D_mGrade aggregate, asphalt 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 ρ₁0-0.8 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 ρ₃0-0.6 times of that of asphalt C, the apparent density rho of which is_C0-0.13 times of the powder S, the apparent density rho of the powder S_S0-0.4 times of the amount of the asphalt powder S, which is one or more than one grade finer than the size of the asphalt particles_nIs ρ of its apparent density_Sn0-0.3 times of the total weight of the composition.

2.3. The digital asphalt mixture prepared according to the digital concrete model has the characteristics that the mix proportion of the suspension dense structure asphalt mixture is as follows: a) particle size ratio characterized by: big (a)The primary aggregate particle size is at least 1.366 times and more than the smaller primary aggregate particle size; b) the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, asphalt 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 ρ₁0-0.8 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 to 0.7 times of that of asphalt C, the apparent density of which is rho_C0-0.13 times of the amount of the first-grade powder S finer than the size of the asphalt particles₁Is its apparent density ρ_S10-0.7 times of the size of the asphalt particles and is finer than the size of the asphalt particles₂Is its apparent density ρ_S20-0.7 times of the amount of the third-grade powder S finer than the size of the asphalt particles₃Is its apparent density ρ_S30-0.6 times of the asphalt particle size, and is finer than the asphalt particle size₄Is its apparent density ρ_S4… …, finer than the asphalt grain size, and is a grade n 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).

2.4. The digitized asphalt mixture prepared according to the digitized asphalt mixture preparation method has the characteristics that the porous skeleton dense structure asphalt mixture mixing ratio 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 asphalt 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 that of asphalt C, the apparent density rho of which is_C0-0.4 times of the powderMaterial S is its apparent density rho_S0-0.4 times of the amount of the S powder, which is more than one grade finer than the size of the asphalt particles_nIs its apparent density ρ_Sn0-0.3 times of the total weight of the composition.

2.5. The optimized suspension dense structure asphalt mixture mixing proportion 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, asphalt 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_m0-0.5 times of that of asphalt C, the apparent density rho of which is_C0-0.8 times of the total amount of the asphalt powder, and the powder S with the size equivalent to that of the asphalt particles is the apparent density rho of the powder S_S0-0.7 times of the amount of the first-grade powder S finer than the size of the asphalt particles₁Is its apparent density ρ_S10-0.6 times of the size of the asphalt particles and is finer than the size of the asphalt particles₂Is its apparent density ρ_S20-0.6 times of the amount of the third-grade powder S finer than the size of the asphalt particles₃Is its apparent density ρ_S30-0.5 times of the asphalt particle size of the four-stage powder S₄Is its apparent density ρ_S4… …, finer than the asphalt grain size, and is a grade n powder S_nIs its apparent density ρ_Sn0-0.4 times of the total weight of the composition.

2.6. The optimized asphalt mixture with the skeleton compact structure has the following characteristics: a) particle size ratio characterized by: the primary large aggregate particle size being at least 1.3 of the primary small aggregate particle size66 times or more; b) The material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, asphalt 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 that of asphalt C, the apparent density rho of which is_C0-0.5 times of the total amount of the asphalt powder, and the powder S with the size equivalent to that of the asphalt particles is the apparent density rho of the powder S_S0-0.4 times of the amount of the first-grade powder S finer than the size of the asphalt particles₁Is its apparent density ρ_S10-0.4 times of the size of the asphalt particles and is finer than the size of the asphalt particles₂Is its apparent density ρ_S20-0.3 times of the amount of the third-grade powder S finer than the size of the asphalt particles₃Is its apparent density ρ_S30-0.3 times of the asphalt particle size, and four-stage powder S finer than the asphalt particle size₄Is its apparent density ρ_S4… …, is finer than the asphalt grain size by a factor of n_nIs its apparent density ρ_sn0-0.2 times of the total weight of the composition.

2.7. The optimized porous skeleton compact structure digital asphalt mixture mixing ratio prepared according to the digital asphalt mixture 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, asphalt 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 D₂To its apparent appearanceDensity p₂0.01-0.4 times of that of the third-grade aggregate D₃Is its apparent density ρ₃0-0.4 times of that of asphalt C, the apparent density rho of which is_C0-0.4 times of the amount of the asphalt powder S, which is one or more than one grade finer than the size of the asphalt particles_nIs its apparent density ρ_Sn0-0.3 times of the total weight of the composition.

2.8. The mixing proportion characteristic of the digital settlement-free high-density framework compact structure roadbed prepared by the preparation method of the digital asphalt mixture comprises three parts of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic: the particle size ratio 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; the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, mineral powder S grade and S₁-S_nAt least one of the stages is uniformly mixed to form a skeleton compact structure; the apparent volume ratio is characterized by (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0.3-0.8 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 total weight of the composition.

2.9. The mixing proportion characteristic of the digital settlement-free high-density suspension compact structure roadbed prepared by the preparation method of the digital asphalt mixture comprises three parts of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic: the particle size ratio 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; the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, mineral powder S grade and S₁-S_nAt least one of the stages is uniformly mixed to form a suspension compact structure; the apparent volume ratio is characterized by (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0.3-0.8 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 total weight of the composition.

Effects of the implementation

By recognizing the objective rule of the asphalt mixture and utilizing a digital concrete model, the invention enables the test science of the heat-sensitive material of the asphalt mixture, the result of which can be known only through the test, to be converted into the scientific and digital science of calculation, so that a plurality of test results of the asphalt mixture can be known first through the calculation, the labor of scientific and technical personnel is reduced, and the design test time is saved. The preparation method of the digital asphalt mixture has strong operability and high adaptability. The digital asphalt mixture prepared according to the preparation method of the digital asphalt mixture has the advantages of high mixing ratio, high density, compactness, water resistance, set friction coefficient and surface structure depth, high-temperature stability, low-temperature crack resistance, strong fatigue resistance and rutting resistance, and the following main characteristics in all indexes:

1. the roughness of the surface of the asphalt mixture can be randomly controlled, the friction coefficient of the surface of the pavement can be randomly adjusted, and the vehicle can run more comfortably; the void ratio is controllable and adjustable.

2. The asphalt mixture has reasonable material proportion. The grain diameter ratio of the aggregates of two adjacent stages is more than 1.366, the weight of the aggregates of the finer stage is required to be just filled with the gaps formed by the aggregates of the coarser stage, or the gaps formed by the aggregates of the coarser stage cannot be filled with the aggregates of the finer stage by a set proportion, namely the proper grain size and the proper material weight are filled with the proper volume, the quality of the asphalt mixture is uniform, and the calculated volume weight is consistent with the actual construction volume weight.

3. Under proper temperature, the digital asphalt mixture has good workability, is easier to construct and is easier to compact; the difficulty of quality management and quality control in the construction process can be obviously reduced; the one-time test qualification rate of the digital asphalt mixture is 100 percent.

4. Has high economical efficiency and applicability. The high-temperature stability and the low-temperature crack resistance are improved, the fatigue resistance, the track resistance and the anti-crowding capability are enhanced, the digital asphalt mixture pavement has lower cost … …, is compact and waterproof, has large water damage resistance, strong high-temperature permanent deformation resistance, controllable porosity, stable performance, less maintenance and long service life, and has super-long durability and extremely high stability; the asphalt mixture pavements with the same quantity, the same scale and the same service life are built, the consumption of the asphalt sand stone materials of the high-performance asphalt mixture is reduced, and the purposes of energy conservation, consumption reduction, emission reduction and efficiency increase are achieved; therefore, the method has high economical efficiency, applicability and environmental protection.

The digital asphalt mixture pavement prepared by the invention has the outstanding characteristics of reasonable proportion of the components, high density, controllable gap, high strength, super-long durability, water damage resistance, strong deformation resistance, energy conservation, environmental protection, cost reduction and high performance of each function.

Claims

1. The digital concrete model has the following characteristics:

the digital concrete model is characterized in that the model is a multi-combination model established on the basis characteristics of aggregate equal-arrangement equal-gap rule, aggregate single-particle size rule and aggregate maximum and minimum void ratio, and has at least one or more than one of the following seven characteristics of A, B, C, D, E, F, J:

A. digital concrete filling rules;

B. the principle of maximum bulk density;

C. concrete pocket theory;

D. concrete king's rheological characteristics;

e.comment hinge law;

F. regulating the strength of concrete;

J. the concrete durability law;

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

2. The method comprises the following steps of (1) preparing a digital asphalt mixture according to the mixing proportion characteristics of a digital concrete model: the material is composed of four parts of characteristics of particle size proportion characteristic, aggregate structure characteristic, gap filling characteristic and 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 its apparent density ρ₁0-0.8 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 to 0.8 times of that of asphalt C, the apparent density of which is rho_C0-0.13 times of the asphalt, and the mineral powder S with the size equivalent to that of the asphalt particles is 0-0.8 times of the apparent density of the asphalt particles; first-grade mineral powder S finer than asphalt particle size₁Is its apparent density ρ_S10-0.8 times of; second grade mineral powder S finer than asphalt particle size₂Is its apparent density ρ_S20-0.7 times of; three-stage mineral powder S finer than asphalt particle size₃Is its apparent density ρ_S30-0.6 times of; … …, respectively; mineral powder S of grade n finer than asphalt particle size_nIs its apparent density ρ_Sn0-0.6 times of; m and n are natural numbers 1, 2, 3, 4, 5 and … ….

3. The preparation method of the digital asphalt mixture is characterized by comprising the following steps:

the preparation method of the digital asphalt mixture comprises the following four steps of:

step 1, determining a preparation target of the asphalt mixture, namely a target for short, according to design requirements and construction conditions;

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

step 3, determining the using amount, namely the fixed ratio, of each raw material of the concrete according to the preparation target of the asphalt mixture and the supply condition of the raw materials;

step 4, according to the mixture ratio determined in the step 3, performing test verification calculation results, which are called target detection for short;

the preparation method of the digital asphalt mixture is formed by three-determination-one detection and four characteristics.

4. The mixing proportion characteristic of the suspension compact structure digital asphalt mixture prepared according to the preparation method of the digital asphalt mixture comprises three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

the particle size ratio 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;

the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, road petroleum asphalt C, mineral powder S grade and S₁-S_nAt least one of the stages is uniformly mixed to form a suspension 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 ofAsphalt C is its apparent density ρ_C0-0.13 times of the total amount of the asphalt, and the apparent density rho of the mineral powder S which is equivalent to the size of the asphalt particles_S0-0.8 times of the amount of the first-grade mineral powder S which is finer than the size of the asphalt particles₁Is its apparent density ρ_S10-0.7 times of the mineral powder S, and is finer than the petroleum asphalt particles of roads₂Is its apparent density ρ_S20-0.7 times of the mineral powder S, and is finer than the petroleum asphalt particles of roads₃Is its apparent density ρ_S30-0.6 times of the total weight of the asphalt powder, and the four-stage mineral powder S is finer than the petroleum asphalt particles of roads₄Is its apparent density ρ_S4… …, which is 0-0.6 times of the total weight of the mineral powder S, is finer than the size of the petroleum asphalt particles of the road by n grades_nIs its apparent density ρ_Sn0-0.5 times of; m and n are natural numbers 1, 2, 3, 4, 5, 6, 7 and … ….

5. The proportion characteristic of the skeleton compact structure digital asphalt mixture prepared according to the preparation method of the digital asphalt mixture comprises three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, road petroleum asphalt C, mineral powder S grade and S₁-S_nAt least one of the stages is uniformly mixed to form a skeleton compact structure;

apparent volume ratio characteristic (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0.4-0.8 times of the amount 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 total weight of the asphalt, and the apparent density rho of the road petroleum asphalt C_C0-0.13 times of mineral powder with the same size as road petroleum asphalt particlesS is its apparent density ρ_S0-0.8 times of the mineral powder S, the mineral powder S is finer than the petroleum asphalt particles of roads₁Is its apparent density ρ_S10-0.7 times of the mineral powder S, and is finer than the petroleum asphalt particles of roads₂Is its apparent density ρ_S20-0.6 times of the mineral powder S, and the mineral powder S is finer than the petroleum asphalt particles of roads₃Is its apparent density ρ_S30-0.5 times of the total weight of the asphalt powder, and the four-stage mineral powder S is finer than the petroleum asphalt particles of roads₄Is its apparent density ρ_S4… …, which is finer than the petroleum asphalt particles of the road by n grades of mineral 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 … ….

6. The porous skeleton compact structure digital asphalt mixture mixing proportion characteristic prepared according to the digital asphalt mixture preparation method comprises three parts of characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, road petroleum asphalt C, mineral powder S grade and S₁-S_nAt least one of the stages 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 ρ₁0.4-0.8 times of the amount 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 total weight of the asphalt, and the road petroleum asphalt C is the apparent density rho of the asphalt_C0-0.13 times of the mineral powder S, and the apparent density rho of the mineral powder S_S0-0.4 times of the total weight of the mineral powder S, and the mineral powder S is one grade or more than one grade finer than the petroleum asphalt particles of roads_nIs its apparent density ρ_Sn0-0.3 times of; m and n are natural numbers 1, 2, 3, 4 and … ….

7. The mixing proportion characteristic of the porous framework compact structure digital asphalt mixture prepared by the preparation method of the digital asphalt mixture comprises three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

apparent volume ratio characteristic (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0.5-0.8 times of the amount of the second-stage aggregate D₂Is its apparent density ρ₂0-0.4 times of the total weight of the asphalt, and the road petroleum asphalt C is the apparent density rho of the asphalt_C0-0.13 times of the mineral powder S, and the apparent density rho of the mineral powder S_S0-0.3 times of the total weight of the composition.

8. The digital settlement-free high-density framework compact structure roadbed mix proportion characteristic prepared according to the digital asphalt mixture preparation method comprises three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, mineral powder S grade and S₁-S_nAt least one of the stages is uniformly mixed to form a skeleton compact structure;

the apparent volume ratio is characterized by (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0.3-0.8 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 (A), m is a natural number of 1, 2, 3, 4, 5, 6, 7, … ….

9. The digital settlement-free high-density suspension compact structure roadbed mixing proportion characteristic prepared according to the digital asphalt mixture preparation method comprises three characteristics of particle size proportion characteristic, material composition characteristic and apparent volume proportion characteristic:

the material composition is characterized in that: maximum first grade aggregate D₁With D having a smaller particle size₂-D_mGrade aggregate, mineral powder S grade and S₁-S_nAt least one of the stages is uniformly mixed to form a suspension compact structure;

the apparent volume ratio is characterized by (unit: m)³/m³): first stage aggregate D₁Is its apparent density ρ₁0.3-0.8 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 (A), m is a natural number of 1, 2, 3, 4, 5, 6, 7, … ….