Design method of filled cement stabilized macadam

Abstract

The application discloses a design method of filling type cement stabilized macadam, and belongs to the technical field of design and application of road engineering materials. In view of the problems of shrinkage cracking of the cement stabilized macadam base, low strength of the anti-cracking cement stabilized macadam and construction difficulty, based on the aggregate step-by-step filling theory, the volume parameters of the cement stabilized macadam are determined through a tamping filling experiment, the 7d unconfined compressive strength is tested, and the aggregate filling ratio, the cement dosage and the mass ratio of the cement filler of the filling type cement stabilized macadam are sequentially determined. The application can be adjusted according to actual materials, the design method is flexible and convenient, and the design effect is stable. According to indoor tests and actual engineering inspection, the dry shrinkage performance of the cement stabilized mixture is greatly improved, the reflection cracks of the filling type cement stabilized macadam base pavement are obviously reduced, and the anti-cracking effect is remarkable.

Description

Technical Field

[0001] This invention relates to a design method for filled cement-stabilized crushed stone, belonging to the technical field of road engineering material design and application. Background Technology

[0002] Reflective cracking is a typical defect in semi-rigid base pavements. Its appearance leads to a decline in the performance and shortened service life of asphalt pavements. On the one hand, cracks disrupt the continuity and integrity of the pavement structure, reducing pavement smoothness and affecting driving comfort. On the other hand, moisture enters the pavement structure through cracks, accumulating in the base and surface layers. Under traffic loads, this generates significant dynamic water pressure, continuously eroding the base layer and causing water damage, which can even develop into structural damage. To reduce the occurrence of reflective cracking, it is necessary to fundamentally reduce the shrinkage cracking of cement-stabilized crushed stone.

[0003] Treatment measures for reflective cracks can be categorized into four types, based on the entire pavement structure system. One type involves filling cracks and injecting polymer grout. Another involves treating the asphalt surface layer, such as thickening the surface layer, improving its material properties, and in-situ thermal recycling. A third type involves laying an interlayer between the base course and the surface layer, such as graded crushed stone interlayers (inverted structure), polyester fiberglass interlayers, and rubber asphalt stress-absorbing layers. The fourth type directly improves the properties of the base course material. While the first three treatment measures can delay or even reduce the occurrence of reflective cracks to some extent, they do not address the root cause. The fundamental cause of reflective cracks is the shrinkage cracking of the base course material; therefore, a better treatment effect can only be achieved by addressing the base course material itself.

[0004] Filled cement-stabilized crushed stone enhances its crack resistance through mix design, demonstrating its effectiveness in suppressing reflective cracking in practical engineering applications. However, filled cement-stabilized crushed stone contains weak bonding interfaces, which crack during shrinkage. Its properties transition towards granular materials, exhibiting good deformation absorption. The use of large-diameter crushed stone and the addition of cement-stabilized aggregate further improves its strength and stiffness, avoiding the low bearing capacity problem of graded crushed stone base courses. However, filled cement-stabilized crushed stone faces construction challenges that hinder widespread adoption. The construction process is complex, involving three stages of paving, with the main aggregate and two types of filler materials laid sequentially, resulting in low construction efficiency. Furthermore, this technique requires manual paving, slowing down the construction process. Additionally, the compressive strength of filled cement-stabilized crushed stone is typically lower than that of ordinary cement-stabilized crushed stone. Summary of the Invention

[0005] Purpose of the invention: To overcome the shortcomings of existing large-particle-size cement-stabilized crushed stone, such as construction difficulties and low strength, this invention provides a design method for infill-type cement-stabilized crushed stone. Starting from the perspective of preventing reflective cracking in the cement-stabilized crushed stone base layer, the method designs the cement-stabilized crushed stone mixture to ensure strength performance, reduce the drying shrinkage of this material and the shrinkage cracking of the base layer, reduce road cracking, extend road service life, and simultaneously reduce asphalt layer thickness, saving construction costs. This method is flexible in design, highly efficient in construction, and applicable to projects in various regions.

[0006] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0007] The design method for filled cement-stabilized crushed stone according to the present invention comprises the following specific steps:

[0008] Step 1: Determine the type of aggregate to be used in the mixture. The aggregate is divided into skeleton coarse aggregate, filler coarse aggregate, and fine aggregate; the skeleton coarse aggregate is used to form the skeleton structure.

[0009] Step 2: Determine the ratio between the skeleton coarse aggregate and the fill coarse aggregate through a compaction and filling test;

[0010] Determine the ratio between the skeleton coarse aggregate and the filler coarse aggregate so that the filler coarse aggregate can fully fill the gaps in the skeleton structure to support the skeleton structure and improve the interlocking strength of the skeleton structure.

[0011] Step 3: Without interfering with the skeleton structure in Step 2, preset the filling amount of fine filler, and determine the cement dosage in the fine filler by changing the ratio of cement to fine aggregate.

[0012] Step 4: Based on the ratio between the skeleton coarse aggregate and the filler coarse aggregate determined in Step 2 and the cement dosage determined in Step 3;

[0013] The ratio between the sum of the skeleton coarse aggregate and the filler coarse aggregate and the filler fine aggregate was determined by compaction test;

[0014] Step 5: After determining the skeleton coarse aggregate, filler coarse aggregate, and filler fine aggregate, determine the optimum moisture content and maximum dry density of the filler water-stabilized mixture through a compaction test.

[0015] In the filler cement-stabilized crushed stone design method of the present invention, the skeleton coarse aggregate in step 1 is 19-26.5mm limestone crushed stone or 20-30mm crushed stone;

[0016] The filling type cement-stabilized crushed stone uses limestone crushed stone with a particle size of 19-26.5mm as the main skeleton;

[0017] Based on the Bailey method PCS = 0.22 NMPS, limestone crushed stone with a single particle size of 2.36 mm-4.75 mm or crushed stone of 3-5 mm is used as the filler coarse aggregate;

[0018] Fine aggregates are stone chips with a particle size of <2.36mm or stone chips with a particle size of 0-3mm;

[0019] The filler material is cement mortar formed by mixing fine aggregate with cement and water.

[0020] In the design method of the filled cement-stabilized crushed stone described in this invention, step 2 is performed by calculating the coarse aggregate skeleton void ratio (VSA) and mineral aggregate void ratio (VCA) under dry compaction conditions through a compaction filling test.

[0021] As the proportion of coarse aggregate increases, the void ratio (VSA) of the coarse aggregate skeleton gradually increases while the void ratio (VCA) of the aggregate gradually decreases. When an inflection point K appears, K is selected as the proportion of coarse aggregate.

[0022] In the filler cement-stabilized crushed stone design method of the present invention, the ratio of cement to fine aggregate in step 3 is: α 填 The cement ratio α 填 The calculation formula is:

[0023]

[0024] m 水泥 m 细 The mass of cement and fine aggregate is expressed in grams.

[0025] The formula for calculating the coarse aggregate skeleton void ratio (VSA) in the filler cement-stabilized crushed stone design method of this invention is as follows:

[0026]

[0027] The formula for calculating the void ratio (VCA) of mineral aggregate is:

[0028]

[0029] The apparent density of the skeleton coarse aggregate and the filler coarse aggregate is given in g / cm³. 3 ;

[0030] The apparent density of the skeleton coarse aggregate and the filler coarse aggregate is given in g / cm³. 3 .

[0031] The formulas for calculating the ratio K of skeleton coarse aggregate and filler coarse aggregate are as follows:

[0032]

[0033] mskeleton and mfiller are the masses of the skeleton coarse aggregate and the filler coarse aggregate, respectively, in grams.

[0034] In the filler cement-stabilized crushed stone design method of the present invention, the mass ratio of the filler fine material in step 3 is: P 填 This ratio is the proportion of fine filler at the inflection point of the volumetric parameter change trend in the compaction test, and the calculation formula is:

[0035]

[0036] The design method for filled cement-stabilized crushed stone provided by this invention has the following advantages:

[0037] (1) The design method for filled cement-stabilized crushed stone provided by this invention mainly relies on physical tests in the current specifications, which has high design efficiency and can be adjusted according to actual materials. The design method is flexible and convenient and the design effect is stable. According to indoor tests and actual engineering inspections, the drying shrinkage performance of water-stabilized mixtures is greatly improved, the reflective cracks of filled cement-stabilized crushed stone base pavement are significantly reduced, and the crack resistance effect is significant.

[0038] (2) The compressive, splitting and flexural strength of the cement-stabilized crushed stone designed in this invention is significantly improved compared with the existing crack-resistant water-stabilized materials, and can meet the requirements of road bearing capacity.

[0039] (3) The filled cement-stabilized crushed stone designed in this invention is transported from the plant to the site for mechanized paving, eliminating the need for road mixing and manual assistance required for existing crack-resistant water-stabilized mixtures. This significantly improves construction efficiency and accelerates road opening time. Actual engineering construction has verified that, under controlled construction techniques, no severe segregation, which can occur in discontinuous graded mixtures, was observed. The paving, compaction, and subsequent testing of the filled cement-stabilized crushed stone base layer were satisfactory. Attached Figure Description

[0040] Figure 1 Design flowchart for cement-stabilized crushed stone filling

[0041] Figure 2 The variation of 7-day unconfined compressive strength of water-stabilized material with filling ratio K

[0042] Figure 3 The variation of 7-day unconfined compressive strength of water-stabilized cement with cement dosage.

[0043] Figure 4 The variation of 7-day unconfined compressive strength of water-stabilized material with the mass ratio of water-stabilized filler.

[0044] Figure 5 Construction site for filling water-stabilized test section

[0045] Figure 6 To improve the construction effect of water-stabilized base course Detailed Implementation

[0046] The invention will now be further described with reference to the accompanying drawings.

[0047] Step 1: Determine the types of aggregates used in the mixture, which are divided into skeleton coarse aggregate, filler coarse aggregate, and fine aggregate. The skeleton coarse aggregate uses 19-26.5mm limestone crushed stone or 20-30mm crushed stone, balancing the formation of the skeleton structure with ease of construction. The filler cement-stabilized crushed stone using 19-26.5mm crushed stone as the main skeleton has relatively low strength; therefore, coarse aggregate is used as filler within the coarse aggregate skeleton to improve the overall strength of the cement-stabilized crushed stone. According to the Bailey method, PCS = 0.22 NMPS, the maximum particle size of the filler coarse aggregate is approximately 4.75mm; therefore, 2.36mm-4.75mm single-particle-size limestone crushed stone is used as the filler coarse aggregate.

[0048] Compaction and filling tests revealed that the aggregate porosity was minimized when the skeleton coarse aggregate was 19-26.5mm limestone crushed stone and the filler coarse aggregate was 2.36-4.75mm crushed stone. Therefore, 2.36-4.75mm or 3-5mm crushed stone was used as the filler coarse aggregate. <2.36mm or 0-3mm stone chips were selected as the fine aggregate. In addition to fine aggregate, the filler also included cement and water.

[0049] Step 2: Determine the ratio of skeleton coarse aggregate to filler coarse aggregate through a compaction and filling test, ensuring that the skeleton coarse aggregate fully fills the gaps in the coarse skeleton to guarantee the strength of the mixture. Calculate the coarse aggregate skeleton void ratio (VSA) and aggregate void ratio (VCA) under dry compaction conditions.

[0050]

[0051] mskeleton and mfiller are the masses of the skeleton coarse aggregate and the filler coarse aggregate, respectively, in grams.

[0052] The apparent density of the skeleton coarse aggregate and the filler coarse aggregate is given in g / cm³. 3 .

[0053] As the proportion of coarse aggregate increases, the VSA (Vacuum Aspect Ratio) of the coarse aggregate skeleton gradually increases, while the VCA (Vacuum Cavity Ratio) of the aggregate gradually decreases. When the mass of coarse aggregate increases to a certain proportion, the increase of VSA and the decrease of VCA will reach an inflection point K, with a significant increase in the rate of change. This means that the skeleton begins to be stretched, and the mixture is in a dense skeleton state at this point. The unconfined compressive strength of the water-stabilized mixture at this proportion is also higher than that of other proportions.

[0054]

[0055] The ratio is adjusted and determined through unconfined compressive strength tests. After multiple designs and tests, the ratio K is usually between 0.2 and 0.3.

[0056] Step 3: Determining the filler mix proportion should begin with determining the cement dosage. The filler quantity should be determined without interfering with the coarse aggregate skeleton. The cement-to-fine aggregate ratio in the filler should be varied, and the cement dosage should be determined through unconfined compressive strength and splitting fracture tests. The strength of the filled water-stabilized mixture increases with the increase of the cement dosage, but it is not a monotonically linear increase; rather, it exhibits a two-stage linear growth pattern.

[0057]

[0058] m_cement and m_fine are the mass of cement and fine aggregate, respectively, in grams.

[0059] When cement ratio α 填 At lower concentrations, increasing the cement dosage only improves the strength of the water-stabilized filler in the gaps between the aggregates, with a small increase in the overall strength of the cement-stabilized crushed stone, resulting in slow strength growth. When the cement ratio of the water-stabilized filler exceeds the inflection point, more hydration products are produced, which not only increases the strength of the water-stabilized filler but also improves the bond between the water-stabilized filler and the coarse aggregate in the aggregate, as well as among the coarse aggregate itself. At this point, the filled cement-stabilized crushed stone approaches the characteristics of cement-stabilized crushed stone, thus exhibiting higher compressive strength. Furthermore, increasing the cement dosage has a significant impact on the strength of the aggregate structure, leading to a rapid increase in both compressive strength and splitting tensile strength.

[0060] The crack resistance of filled cement-stabilized crushed stone is related to the bonding state between the water-stabilized filler and the skeleton structure. When the bond between the water-stabilized filler and the skeleton coarse aggregate is weak, the shrinkage of the water-stabilized filler will cause it to break away from the skeleton coarse aggregate, consuming energy through micro-cracks and thus avoiding stress concentration that leads to wider cracks. When the bond between the water-stabilized filler and the skeleton coarse aggregate is strong, the shrinkage of the water-stabilized filler will cause it to move along the skeleton coarse aggregate, leading to stress concentration and wider cracks. Therefore, the cement dosage of the water-stabilized filler should be set at the turning point of the strength growth stage to ensure the crack resistance of the filled cement-stabilized crushed stone while maximizing its strength. Through multiple design and testing, the turning point of the cement dosage, i.e., the appropriate cement-fine aggregate ratio α, is generally between 0.25 and 0.3.

[0061] Step 4: After determining the filling ratio K of the coarse aggregate in the cement-stabilized crushed stone and the cement dosage α of the water-stabilized filler... 填 Afterwards, the mix design of the cement-stabilized crushed stone also needs to determine the mass ratio P of the water-stabilized filler. 填 .

[0062] Using different mass ratios P ​​of water-stabilized filler 填The coarse aggregate skeleton void ratio (VSA) and mineral aggregate void ratio (VCA) of filled cement-stabilized crushed stone were determined through compaction tests. With the increasing mass proportion of the water-stabilized filler, both VSA and VCA continuously increased. This is because the filler expands the skeleton structure formed by the coarse aggregate and the filler coarse aggregate, leading to increased skeleton voids. The dry density of the filled cement-stabilized crushed stone gradually increased with the increasing mass proportion of the water-stabilized filler, but the rate of increase gradually slowed down. This indicates that initially, increasing the amount of water-stabilized filler made the filled cement-stabilized crushed stone denser, but once the water-stabilized filler completely filled the skeleton voids, the overall density of the mixture became the mixed density of the water-stabilized filler and coarse aggregate, hence the slow increase. According to the compaction tests, the growth of the coarse aggregate skeleton void ratio (VSA) and mineral aggregate void ratio (VCA) of the filled water-stabilized stone accelerated, while the growth of the dry density slowed down at a certain P... 填 There is also an inflection point at this point because, at this time, the water-stabilized filler just fills the gaps in the skeleton and is fully compacted. Continuing to increase the filler volume causes the coarse aggregate skeleton structure to be stretched open, and the water-stabilized filler is no longer separated by the coarse aggregate skeleton, but becomes a continuous phase. The 7-day unconfined compressive strength test results also show that when P... 填 When the proportion of filler material is less than that at the inflection point, the compressive strength of the water-stabilized filler increases slowly. 填 When the proportion is greater than that at the inflection point, the compressive strength increases rapidly. This result also verifies that the filler mass ratio at the inflection point is the critical ratio at which the water-stabilized filler just forms a dense skeleton.

[0063] The design concept of filled cement-stabilized crushed stone is to use a coarse aggregate skeleton to isolate the water-stabilized filler, making it a dispersed phase, thereby preventing concentrated cracking during shrinkage. Therefore, based on the above test results, the mass ratio P of the water-stabilized filler is... 填 The inflection point of the growth curves for the coarse aggregate skeleton void ratio (VSA) and the aggregate void ratio (VCA) should be selected. At this point, the water-stabilized filler is fully compacted but the skeleton structure of the coarse aggregate is not destroyed. Based on multiple design and inspection tests, P 填 It is generally between 0.17 and 0.22.

[0064] Step 5: After determining the dosage of skeleton coarse aggregate, filler coarse aggregate, fine aggregate and cement, determine the optimum moisture content and maximum dry density of the filler water-stabilized mixture through compaction test.

[0065] Example 1

[0066] Adopting such Figure 2-6 As shown: The specific design steps of the design method for filled cement-stabilized crushed stone are as follows:

[0067] (1) Select a suitable single-size skeleton coarse aggregate and adopt the Bailey process according to the particle size of the skeleton coarse aggregate.

[0068] PCS = 0.22 NMPS determines the coarse aggregate to be filled with a single particle size, and the fine aggregate is <2.36 mm.

[0069] (2) Mix the filler coarse aggregate and the skeleton coarse aggregate according to different filling ratios K (mass of filler coarse aggregate: mass of skeleton coarse aggregate), conduct a compaction filling test, form a filled cement-stabilized crushed stone specimen, determine its 7-day unconfined compressive strength, and select the filling ratio with the maximum strength as the final value based on the test results.

[0070] (3) By using different cement dosages α for water-stabilized fillers, the filling ratio K of coarse aggregate and the mass ratio P of water-stabilized fillers are controlled. 填 Similarly, for molded and filled cement-stabilized crushed stone specimens, their 7-day unconfined compressive strength was measured, and the inflection point of rapid strength increase was selected as the final value based on the test results.

[0071] (4) Based on the determined filling ratio K of coarse aggregate and the cement dosage α of water-stabilized filler, different mass ratios P ​​of water-stabilized filler are adopted. 填 The void ratio (VSA) and void ratio (VCA) of coarse aggregate in the filled cement-stabilized crushed stone skeleton were determined by compaction tests. Filled cement-stabilized crushed stone specimens were molded using the mix proportions from the previous step, and 7-day unconfined compressive strength tests were conducted. Based on the inflection points of the unconfined compressive strength curves and the increases in VSA and VCA, the mass ratio P of the water-stabilized filler was determined. 填 .

[0072] (5) Determine the optimal moisture content and maximum dry density of the water-stabilized mixture through compaction tests, and complete the mix design.

[0073] The invention will be further illustrated below with reference to examples.

[0074] Suitable raw materials were selected indoors and molded into filled cement-stabilized crushed stone specimens according to different filling ratios K. Their 7-day unconfined compressive strength was then determined. The test results are as follows: Figure 2 As shown, the filling ratio of coarse aggregate is set at 25%.

[0075] Cement dosage α using different water-stabilized fillers 填 Control the filling ratio K of coarse aggregate and the mass ratio P of water-stabilized filler. 填 Similarly, for molded and filled cement-stabilized crushed stone specimens, the 7-day unconfined compressive strength was determined. The test results are as follows: Figure 3 As shown, the strength increases rapidly between 25% and 35%, and the cement dosage of the water-stabilized filler is set as the inflection point at 25%.

[0076] Use 2.36-4.75mm coarse aggregate as filler, K is 25%, α填 The dry density was determined by compaction tests, and the coarse aggregate skeleton void ratio (VSA) and mineral aggregate void ratio (VCA) were calculated. The cement dosage and volumetric parameters for cement-stabilized crushed stone with different mass ratios of water-stabilized filler are shown in Table 1.

[0077] Table 1. Volumetric parameters of cement-stabilized crushed stone with different mass ratios of water-stabilized filler.

[0078]

[0079] Based on the compaction test results of the cement-stabilized crushed stone filled specimens, 7-day unconfined compressive strength tests were conducted on the molded specimens. The 7-day unconfined compressive strength of the cement-stabilized filler with different mass ratios is as follows: Figure 4 As shown. It can be seen that P 填 When the mass ratio is greater than 29.5%, the void ratio (VSA) of the coarse aggregate skeleton and the void ratio (VCA) of the mineral aggregate increase rapidly with compressive strength, and the skeleton structure is destroyed. Therefore, the mass ratio of the water-stabilized filler is set at 29.5%.

[0080] The gradation of the filled cement-stabilized crushed stone determined by the above steps is shown in Table 2, with a cement content of 6% and an optimum moisture content of 4.2%.

[0081] Table 2 Gradation of Filled Cement Stabilized Crushed Stone

[0082]

[0083] The test road was paved according to the above mix proportions to observe and verify the design effect.

[0084] The construction project involves an 18cm infill cement-stabilized crushed stone base course for a section of a highway. Construction site photos are shown below. Figure 5 As shown in the image, no severe segregation occurred during the construction of the water-stabilized base course. Figure 6 As shown, the unconfined compressive strength was tested at different cross-sections 7 days later, with an average strength of 5.5 MPa, indicating that the construction quality control was good, and no reflective cracks were found in the later tests.

[0085] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any equivalent substitutions or modifications made by those skilled in the art within the scope of the technology disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A design method for filled cement-stabilized crushed stone, characterized in that: The specific steps are as follows: Step 1: Determine the type of aggregate to be used in the mixture. The aggregate is divided into skeleton coarse aggregate, filler coarse aggregate, and fine aggregate; the skeleton coarse aggregate is used to form the skeleton structure. Step 2: Determine the ratio between the skeleton coarse aggregate and the fill coarse aggregate through a compaction and filling test; Determine the ratio between the skeleton coarse aggregate and the filler coarse aggregate so that the filler coarse aggregate can fully fill the gaps in the skeleton structure to support the skeleton structure and improve the interlocking strength of the skeleton structure. The coarse aggregate skeleton void ratio (VSA) and mineral aggregate void ratio (VCA) under dry compaction conditions were calculated through compaction and filling tests. As the proportion of coarse aggregate increases, the void ratio (VSA) of the coarse aggregate skeleton gradually increases while the void ratio (VCA) of the aggregate gradually decreases. When an inflection point K appears, K is selected as the proportion of coarse aggregate. Step 3: Without interfering with the skeleton structure in Step 2, preset the filling amount of fine filler, and determine the cement dosage in the fine filler by changing the ratio of cement to fine aggregate. Step 4: Based on the ratio between the skeleton coarse aggregate and the filler coarse aggregate determined in Step 2 and the cement dosage determined in Step 3; The ratio between the sum of the skeleton coarse aggregate and the filler coarse aggregate and the filler fine aggregate was determined by compaction test; Step 5: After determining the skeleton coarse aggregate, filler coarse aggregate, and filler fine aggregate, determine the optimum moisture content and maximum dry density of the filler water-stabilized mixture through a compaction test.

2. The design method for filled cement-stabilized crushed stone according to claim 1, characterized in that: In step 1, the coarse aggregate for the skeleton is 19-26.5mm limestone crushed stone or 20-30mm crushed stone; The filling type cement-stabilized crushed stone uses limestone crushed stone with a particle size of 19-26.5mm as the main skeleton; Based on the Bailey method PCS = 0.22 NMPS, limestone crushed stone with a single particle size of 2.36 mm-4.75 mm or crushed stone of 3-5 mm is used as the filler coarse aggregate; Fine aggregates are stone chips with a particle size of <2.36mm or stone chips with a particle size of 0-3mm; The filler material is cement mortar formed by mixing fine aggregate with cement and water.

3. The design method for filled cement-stabilized crushed stone according to claim 1, characterized in that: In step 3, the ratio of cement to fine aggregate is α_fill, and the formula for calculating this ratio α_fill is: m 水泥 m 细 The mass of cement and fine aggregate is expressed in grams.

4. The design method for filled cement-stabilized crushed stone according to claim 1, characterized in that: The formula for calculating the void ratio (VSA) of coarse aggregate skeleton is: The formula for calculating the void ratio (VCA) of mineral aggregate is: The formulas for calculating the ratio K of skeleton coarse aggregate and filler coarse aggregate are as follows: mskeleton and mfiller are the masses of the skeleton coarse aggregate and the filler coarse aggregate, respectively, in grams. The apparent density of the skeleton coarse aggregate and the filler coarse aggregate is given in g / cm³. 3 .

5. The design method for filled cement-stabilized crushed stone according to claim 1, characterized in that: The mass ratio of the filler material in step 3 is: P 填 The mass ratio of the filler fines P 填 The calculation formula is:

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