Building solid waste-red clay mixed subgrade filling permanent deformation prediction model and modeling and prediction method

Abstract

The application discloses a kind of building solid waste-red clay mixed roadbed filler permanent deformation estimation model and modeling, estimation method, the maximum dry density, optimum moisture content and CBR value of building solid waste-red clay mixed roadbed filler under different building solid waste incorporation rate are determined by compaction test, California bearing ratio test;Prepare the building solid waste-red clay sample of different building solid waste incorporation rate, carry out dry-wet cycle test to it, carry out triaxial test to the sample after preset dry-wet cycle number, determine its resilience modulus and permanent deformation;Establish the elastic deformation increment estimation model considering building solid waste incorporation rate, dry-wet cycle number comprehensively, and then obtain the permanent deformation estimation model considering stress-strain relationship, physical state, cycle loading number, building solid waste incorporation rate, dry-wet cycle number comprehensively, then the permanent deformation of building solid waste-red clay mixed roadbed filler is accurately and quickly estimated using the permanent deformation estimation model.

Description

Technical Field

[0001] This invention belongs to the field of road engineering technology and relates to a model for predicting permanent deformation of mixed roadbed filler material of construction solid waste and red clay, as well as the modeling and prediction method. Background Technology

[0002] Red clay is widely distributed in the humid and hot regions of southern my country. With the rapid development of transportation infrastructure construction in these areas, the use of red clay as roadbed filler is unavoidable in areas with scarce road construction materials. However, red clay is a typical highly plastic and highly dispersible unsaturated clay. Its engineering characteristics, such as numerous fissures, water absorption expansion, and water loss shrinkage, make red clay roadbeds prone to significant deformation and even overall instability and failure under the combined effects of humid and hot environments and vehicle dynamic loads. Therefore, to ensure the stability and durability of red clay roadbeds during their operational period, scholars at home and abroad have conducted many studies on its treatment methods. Among them, the most common treatment method in engineering is the addition of admixtures (such as cement and quicklime). However, this improvement method falls under the category of chemical modification, has a short effective period, and has certain adverse environmental impacts. On the other hand, with the vigorous promotion of infrastructure construction and urbanization in my country, the amount of construction solid waste generated is increasing rapidly. The huge amount of construction solid waste that is difficult to dispose of has seriously restricted the sustainable development of cities, and the problem of its effective recycling, disposal, and reuse urgently needs to be solved.

[0003] Permanent deformation, as an important mechanical indicator characterizing the deformation and stability of roadbeds, is of great significance for scientifically evaluating the permanent deformation characteristics of construction waste-red clay mixed fillers under wet-dry cycling conditions. Generally, indoor triaxial testing is a widely accepted method for determining permanent deformation. However, considering the high cost, long processing time, and requirement for specialized personnel, triaxial testing cannot accurately and quickly obtain the permanent deformation of construction waste-red clay mixed fillers under wet-dry cycling conditions. Currently, domestic and international scholars typically employ three methods to determine permanent deformation: The first is through empirical methods, but the range of permanent deformation variations for each roadbed filler is large, making quantitative analysis impossible. The second method involves establishing a complex constitutive model to simulate each cycle. This method requires memorizing the yield surface generated in each cycle, resulting in a large computational load and making it difficult to widely apply in engineering. The third method is to conduct dynamic triaxial tests and then use the Tseng model in the Mechanistic-Empirical Pavement Design Guide (MEPDG) to predict permanent deformation. Although the Tseng model has the advantages of fewer model parameters and wider applicability, it does not consider all factors and ignores the effects of wet-dry cycles, stress variables and state variables. Summary of the Invention

[0004] To address the aforementioned issues, this invention provides a model and method for predicting the permanent deformation of a mixed roadbed filler made from construction solid waste and red clay. This addresses the problems of short-term effectiveness and adverse environmental impact of current methods for chemically improving the stability of red clay roadbeds, as well as the inability to accurately and quickly determine the permanent deformation of the roadbed.

[0005] The technical solution adopted in this embodiment of the invention is a permanent deformation prediction model for mixed roadbed filler made from construction solid waste and red clay. This model comprehensively considers the stress-strain relationship, physical state, and number of cyclic loading cycles, as shown in the following formula:

[0006]

[0007] Among them, (ε p )0 represents the permanent deformation after 0 wet-dry cycles, N load The loading cycle number is σ1, the major principal stress is σ3, and the minor principal stress is M. R For the resilient modulus, the major principal stress σ1, the minor principal stress σ3, and the resilient modulus M R This represents the stress-strain relationship; R d R is the density ratio. w The humidity ratio is R, CBR is the CBR value, and density ratio is R. d Humidity ratio R w CBR represents the physical state; α1, α2, α3, α4, and α5 represent the model parameters.

[0008] The second technical solution adopted in this embodiment of the invention is a permanent deformation prediction model for mixed roadbed filler of construction solid waste and red clay. This model comprehensively considers the stress-strain relationship, physical state, number of cyclic loading cycles, and the incorporation rate of construction solid waste, as shown in the following formula:

[0009]

[0010] Among them, (ε p )0 represents the permanent deformation after 0 wet-dry cycles, N load λ represents the number of times the loop is loaded. CDW The inclusion rate of construction solid waste, σ1 is the major principal stress, σ3 is the minor principal stress, and M is the minor principal stress. R For the resilient modulus, the major principal stress σ1, the minor principal stress σ3, and the resilient modulus M R This represents the stress-strain relationship; R d R is the density ratio. w The humidity ratio is R, CBR is the CBR value, and density ratio is R. d Humidity ratio R w CBR represents the physical state; α1, α2, α3, α4, α5, b1, b2, b3, and b4 represent the model parameters.

[0011] The third technical solution adopted in this embodiment of the invention is a permanent deformation prediction model for mixed roadbed filler made from construction solid waste and red clay. This model comprehensively considers stress-strain relationships, physical states, number of cyclic loading cycles, elastic-strain increment, and number of wet-dry cycles, as shown in the following formula:

[0012]

[0013] Among them, (ε p ) i For the permanent deformation under the i-th wet-dry cycle, N DW N represents the number of wet-dry cycles. load λ represents the number of times the loop is loaded. CDW The percentage of solid waste incorporated into the construction process; σ1 is the major principal stress, σ3 is the minor principal stress, and M... R For the resilient modulus, the major principal stress σ1, the minor principal stress σ3, and the resilient modulus M R This represents the stress-strain relationship; R d R is the density ratio. w The humidity ratio is R, CBR is the CBR value, and density ratio is R. d Humidity ratio R w CBR represents the physical state; α1, α2, α3, α4, α5, b1, b2, b3, b4, c1, c2, c3, d1, d2, d3, d4, and d5 represent the model parameters.

[0014] Furthermore, α1 = 0.187, α2 = 0.213, α3 = 0.317, α4 = 16.477, and α5 = 0.037.

[0015] Furthermore, b1 = 0.002, b2 = 0.187, b3 = 0.187, and b4 = 0.037.

[0016] Furthermore, c1 = 0.318, c2 = -0.011, c3 = -0.507; d1 = 2.659, d2 = -0.396, d3 = -0.126, d4 = 1.626, d5 = -0.879.

[0017] The fourth technical solution adopted in this embodiment of the invention is a modeling method for predicting the permanent deformation of a mixed roadbed filler made from construction solid waste and red clay, as described above, which comprehensively considers stress-strain relationships, physical states, and cyclic loading times. This method is carried out according to the following steps:

[0018] The maximum dry density, optimum moisture content, and CBR value of the construction solid waste-red clay mixed filler were determined by compaction tests and California load ratio tests.

[0019] Construction solid waste-red clay samples were prepared and triaxial tests were conducted to determine their resilient modulus and permanent deformation. The resilient modulus and permanent deformation characteristics of the samples under different cyclic loading cycles were analyzed.

[0020] Based on the test results of compaction tests, California load ratio tests, and triaxial tests, a permanent deformation prediction model that comprehensively considers stress-strain relationships, physical state, and number of cyclic loading cycles is established.

[0021] The fifth technical solution adopted in this embodiment of the invention is a modeling method for predicting the permanent deformation of a mixed roadbed filler of construction solid waste and red clay, which comprehensively considers stress-strain relationship, physical state, number of cyclic loading cycles and construction solid waste incorporation rate, as described above, and is carried out according to the following steps:

[0022] The maximum dry density, optimum moisture content, and CBR value of the mixed roadbed filler of construction solid waste and red clay under different construction solid waste incorporation rates were determined by compaction test and California bearing ratio test.

[0023] Construction solid waste-red clay samples with different construction solid waste incorporation rates were prepared and triaxial tests were conducted to determine their resilient modulus and permanent deformation. The resilient modulus and permanent deformation characteristics of the samples under different construction solid waste incorporation rates and cyclic loading times were analyzed.

[0024] Based on the results of triaxial tests, a formula for the relationship between the resilient modulus and the incorporation rate of construction solid waste was established.

[0025] Based on the test results of compaction test, California load ratio test, and triaxial test, a permanent deformation prediction model is established that comprehensively considers stress-strain relationship, physical state, number of cyclic loading, and building solid waste incorporation rate.

[0026] The sixth technical solution adopted in this embodiment of the invention is a modeling method for predicting the permanent deformation of a mixed roadbed fill material of construction solid waste and red clay, as described above, which comprehensively considers stress-strain relationship, physical state, number of cyclic loading, elastic-strain increment, and number of wet-dry cycles. This method is carried out according to the following steps:

[0027] The maximum dry density, optimum moisture content, and CBR value of the building solid waste-red clay mixed filler under different building solid waste incorporation rates were determined by compaction tests and California load ratio tests.

[0028] Construction solid waste-red clay samples with different incorporation rates of construction solid waste were prepared and subjected to dry-wet cycle tests.

[0029] Triaxial tests were conducted on the samples after a preset number of wet and dry cycles to determine their resilient modulus and permanent deformation, and the resilient modulus and permanent deformation characteristics of the samples under different building solid waste incorporation rates and number of cyclic loading cycles were analyzed.

[0030] Based on the test results of compaction tests, California load ratio tests, and triaxial tests, a permanent deformation prediction model that comprehensively considers stress-strain relationships, physical states, and the number of cyclic loading cycles is established:

[0031]

[0032] Among them, (ε p )0 represents the permanent deformation after 0 wet-dry cycles, N load The loading cycle number is σ1, the major principal stress is σ3, and the minor principal stress is M. R For the resilient modulus, the major principal stress σ1, the minor principal stress σ3, and the resilient modulus M R This represents the stress-strain relationship; R d R is the density ratio. w The humidity ratio is R, CBR is the CBR value, and density ratio is R. d Humidity ratio R w CBR represents the physical state; α1, α2, α3, α4, and α5 represent the model parameters.

[0033] Based on the results of triaxial tests, the relationship between the resilient modulus and the incorporation rate of construction solid waste is established:

[0034] M R =b1λ CDW 3 +b2λ CDW 2 +b3λ CDW +b4; (2)

[0035] Where, λ CDW b1, b2, b3, and b4 are model parameters, representing the rate of inclusion of construction solid waste.

[0036] A resilience modulus ratio was constructed, and based on the test results of wet-dry cycle tests and triaxial tests, a resilience modulus ratio prediction model was established that comprehensively considers the construction solid waste incorporation rate and the number of wet-dry cycles.

[0037]

[0038] Where M is the resilient modulus ratio, ΔM R For elastic increment, N DW c1, c2, and c3 are the number of wet-dry cycles, and c1, c2, and c3 are model parameters.

[0039] Based on the resilient modulus ratio prediction model and the relationship between resilient modulus and construction solid waste incorporation rate, a comprehensive elasticity increment prediction model considering construction solid waste incorporation rate and dry-wet cycle number is established:

[0040]

[0041] Based on the established permanent deformation prediction model and elastic-strain increment prediction model that comprehensively consider stress-strain relationship, physical state, and number of cyclic loading cycles, a permanent deformation prediction model that comprehensively considers stress-strain relationship, physical state, number of cyclic loading cycles, construction solid waste incorporation rate, and number of wet-dry cycles is established using the following formula:

[0042] (ε p ) i =(ε p )0+Δ(ε p (6)

[0043]

[0044] Among them, (ε p ) i For the permanent deformation under the i-th wet-dry cycle, Δ(ε) p ) represents the difference in permanent deformation between the i-th wet-dry cycle and the 0th wet-dry cycle, and d1, d2, d3, d4, and d5 are model parameters.

[0045] The seventh technical solution adopted in this embodiment of the invention is a method for predicting the permanent deformation of mixed roadbed fill material of construction solid waste and red clay. The method uses the permanent deformation prediction model of mixed roadbed fill material of construction solid waste and red clay as described above to predict the permanent deformation of mixed roadbed fill material of construction solid waste and red clay.

[0046] The beneficial effects of this invention are as follows: Based on the influence of cyclic loading number, stress-strain relationship (major principal stress, minor principal stress, and resilient modulus), physical state (density ratio, moisture content ratio, and CBR value), mixed filler composition factors (construction solid waste incorporation rate), and environmental factors (number of dry-wet cycles) on the permanent deformation of construction solid waste-red clay mixed roadbed fill, a model for predicting the permanent deformation of construction solid waste-red clay mixed roadbed fill is established, comprehensively considering the influence of cyclic loading number, stress-strain relationship (major principal stress, minor principal stress, and resilient modulus), physical state (density ratio, moisture content ratio, and CBR value), mixed filler composition factors (construction solid waste incorporation rate), and environmental factors (number of dry-wet cycles). This model enables the prediction of permanent deformation of construction solid waste-red clay roadbed fill under different conditions. Furthermore, the model has clear physical meaning and a simple structure, requiring only... By inputting the corresponding working conditions into the model, the permanent deformation value of the construction solid waste-red clay mixed subgrade fill under the coupled action of the corresponding working conditions can be obtained. This greatly reduces the test time and difficulty, and provides significant engineering convenience for units that do not have triaxial testing conditions. It has high market promotion value. Compared with existing methods, it can conveniently, quickly and accurately obtain the permanent deformation of construction solid waste-red clay mixed subgrade fill under different conditions. It can conveniently guide the design and construction of construction solid waste in subgrade structures, achieving both green and economic benefits. Moreover, this method can be extended to the design and testing of other similar materials, and has broad application value. It solves the problems of short effective period and adverse environmental impact of current methods for chemically improving the stability of red clay subgrade, as well as the current inability to determine the permanent deformation of the subgrade more accurately and quickly. Attached Figure Description

[0047] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0048] Figure 1 This is a flowchart of the method in an embodiment of the present invention.

[0049] Figure 2(a) shows the development trend of the maximum dry density of the mixed filler under different building solid waste incorporation rates.

[0050] Figure 2(b) shows the development trend of the optimal moisture content of the mixed filler under different building solid waste incorporation rates.

[0051] Figure 2(c) shows the development trend of CBR values ​​of mixed fillers under different building solid waste incorporation rates.

[0052] Figure 3This is a diagram illustrating the development trend of resilient modulus.

[0053] Figure 4 This is a graph showing the development trend of the resilient modulus ratio M.

[0054] Figure 5 This is a diagram illustrating the developmental pattern of permanent deformation.

[0055] Figure 6 This is a graph showing the relationship between permanent deformation and the number of cyclic loading cycles.

[0056] Figure 7 This is the robustness verification result of the model established in this invention. Detailed Implementation

[0057] The technical solutions of the present invention will be clearly and completely described below with reference to the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0058] Example 1

[0059] This embodiment provides a modeling method for predicting the permanent deformation of a mixed roadbed fill material consisting of construction solid waste and red clay, including the following steps:

[0060] Compaction tests and California bearing ratio (CBR) tests were conducted in accordance with the "Specifications for Geotechnical Testing of Highways" (JTG 3430-2020). The maximum dry density, optimum moisture content and CBR value of the construction solid waste-red clay mixed subgrade fill were determined through the compaction test and the California bearing ratio (CBR) test.

[0061] Construction solid waste-red clay samples were prepared and triaxial tests were conducted to determine their resilient modulus and permanent deformation. The resilient modulus and permanent deformation characteristics of the samples under different cyclic loading cycles were analyzed.

[0062] Based on the test results of compaction test, California load ratio test and triaxial test, a permanent deformation prediction model that comprehensively considers stress-strain relationship, physical state and number of cyclic loading is established, as shown in equation (1):

[0063]

[0064] Among them, (ε p )0 represents the permanent deformation after 0 wet-dry cycles, N load The loading cycle number is σ1, the major principal stress is σ3, and the minor principal stress is M. R R is the spring modulus. d R is the density ratio (i.e., the ratio of dry density to maximum dry density).w The moisture content ratio (i.e., the ratio of moisture content to optimum moisture content), CBR is the CBR value, major principal stress σ1, minor principal stress σ3, and resilient modulus M are also mentioned. R The stress-strain relationship is given by the density ratio R. d Humidity ratio R w CBR represents the physical state; α1, α2, α3, α4, and α5 are the model parameters. The fitting results are shown in Table 1. From Table 1, it can be seen that the correlation coefficient R... 2 The accuracy is 0.98, indicating high prediction accuracy.

[0065] Table 1 Statistical table of fitting results for equation (1)

[0066] <![CDATA[α1]]> <![CDATA[α2]]> <![CDATA[α3]]> <![CDATA[α4]]> <![CDATA[α5]]> <![CDATA[R 2 ]]> 0.187 0.213 0.317 16.477 0.037 0.98

[0067] Example 2

[0068] This embodiment provides a modeling method for predicting the permanent deformation of a mixed roadbed fill material consisting of construction solid waste and red clay, including the following steps:

[0069] Compaction tests and California bearing ratio (CBR) tests were conducted in accordance with the "Specifications for Geotechnical Testing of Highways" (JTG 3430-2020). The maximum dry density, optimum moisture content and CBR value of the construction solid waste-red clay mixed subgrade filler under different construction solid waste incorporation rates were determined through the compaction test and the California bearing ratio test.

[0070] Construction solid waste-red clay samples with different construction solid waste incorporation rates were prepared and triaxial tests were conducted to determine their resilient modulus and permanent deformation. The resilient modulus and permanent deformation characteristics of the samples under different construction solid waste incorporation rates and cyclic loading times were analyzed.

[0071] Based on the triaxial test results, the relationship between the resilient modulus and the incorporation rate of construction solid waste was established, as shown in equation (2):

[0072] M R =b1λ CDW 3 +b2λ CDW 2 +b3λ CDW +b4; (2)

[0073] Where, λ CDW b1, b2, b3, and b4 are model parameters, representing the rate of inclusion of construction solid waste.

[0074] Based on the test results of compaction tests, California load ratio tests, and triaxial tests, a permanent deformation prediction model is established that comprehensively considers stress-strain relationships, physical state, number of cyclic loading cycles, and the rate of incorporation of building solid waste.

[0075]

[0076] The fitting results for model parameters b1, b2, b3, and b4 are shown in Table 2. From Table 2, it can be seen that the correlation coefficient R0... 2 The accuracy is 0.97, indicating high prediction accuracy.

[0077] Table 2 Statistical table of fitting results for equation (2)

[0078] <![CDATA[b1]]> <![CDATA[b2]]> <![CDATA[b3]]> <![CDATA[b4]]> <![CDATA[R 2 ]]> 0.002 -0.224 3.851 100.07 0.97

[0079] Example 3

[0080] This embodiment provides a modeling method for predicting the permanent deformation of a mixed roadbed fill material consisting of construction solid waste and red clay. Figure 1 As shown, it includes the following steps:

[0081] Compaction tests and California bearing ratio (CBR) tests were conducted in accordance with the "Specifications for Geotechnical Testing of Highways" (JTG 3430-2020). The maximum dry density, optimum moisture content and CBR value of the construction solid waste-red clay mixed subgrade filler under different construction solid waste incorporation rates were determined through the compaction test and the California bearing ratio test.

[0082] Construction solid waste-red clay samples with different incorporation rates of construction solid waste were prepared and subjected to dry-wet cycle tests.

[0083] Triaxial tests were conducted on the samples after a preset number of wet and dry cycles to determine their resilient modulus and permanent deformation. The resilient modulus and permanent deformation (elastoplastic) characteristics of the samples under different building solid waste incorporation rates and number of cycles were analyzed.

[0084] Based on the test results of compaction test, California load ratio test, wet-dry cycle test, and triaxial test, a permanent deformation prediction model was established that comprehensively considers stress-strain relationship (major principal stress, minor principal stress, and resilient modulus), physical state (density ratio, moisture content ratio, and CBR value), mixed filler composition factors (construction solid waste incorporation rate), number of cyclic loading cycles, and environmental factors (number of wet-dry cycles).

[0085] Based on the test results of compaction tests, California load ratio tests, wet-dry cycle tests, and triaxial tests, the specific process of establishing a permanent deformation prediction model that comprehensively considers stress-strain relationships (major principal stress, minor principal stress, and resilient modulus), physical states (density ratio, moisture content ratio, and CBR value), mixed filler composition factors (construction solid waste incorporation rate), number of cyclic loading cycles, and environmental factors (number of wet-dry cycles) is as follows:

[0086] Based on the test results of compaction test, California load ratio test and triaxial test, a permanent deformation prediction model is established that comprehensively considers stress-strain relationship (major principal stress, minor principal stress and resilient modulus), physical state (density ratio, moisture content ratio and CBR value) and number of cyclic loading, as shown in Equation (1).

[0087] Based on the results of triaxial tests, the relationship between the resilient modulus and the incorporation rate of building solid waste was established, as shown in equation (2).

[0088] The resilience modulus ratio was constructed and obtained based on the test results of wet-dry cycling and triaxial tests. Figure 4 ,based on Figure 4 A model for predicting the resilient modulus ratio is established, taking into account factors such as the composition of the mixed filler (construction solid waste incorporation rate) and environmental factors (number of dry and wet cycles), as shown in equation (4):

[0089]

[0090] Where M is the resilient modulus ratio, ΔM R For elastic increment, N DW c1, c2, and c3 are the number of wet-dry cycles, and c1, c2, and c3 are model parameters.

[0091] Based on the elastic modulus ratio prediction model and the relationship between elastic modulus and construction solid waste incorporation rate, an elastic increment prediction model is established that comprehensively considers the mixed filler composition factors (construction solid waste incorporation rate) and environmental factors (dry and wet cycle number), as shown in equation (5):

[0092]

[0093] Based on the established permanent deformation prediction model and elastic-strain increment prediction model that comprehensively consider stress-strain relationships (major principal stress, minor principal stress, and resilient modulus), physical state (density ratio, moisture content ratio, and CBR value), and number of cyclic loading cycles, the permanent deformation prediction model is established by the following formula, which comprehensively considers stress-strain relationships (major principal stress, minor principal stress, and resilient modulus), physical state (density ratio, moisture content ratio, and CBR value), number of cyclic loading cycles, mixed filler composition factors (construction solid waste incorporation rate), and environmental factors (number of dry and wet cycles):

[0094] (ε p ) i =(ε p )0+Δ(ε p (6)

[0095]

[0096] Among them, (ε p ) iFor the permanent deformation under the i-th wet-dry cycle, Δ(ε) p ) represents the difference in permanent deformation between the i-th wet-dry cycle and the 0th wet-dry cycle, and d1, d2, d3, d4, and d5 are model parameters;

[0097] Therefore, the permanent deformation prediction model that comprehensively considers stress-strain relationship (major principal stress, minor principal stress, and resilient modulus), physical state (density ratio, moisture content ratio, and CBR value), number of cyclic loading, mixed filler composition factors (construction solid waste incorporation rate), and environmental factors (number of dry and wet cycles) is obtained as follows:

[0098]

[0099] The fitting results for model parameters c1, c2, and c3 are shown in Table 3. From Table 3, it can be seen that the correlation coefficient R... 2 The accuracy is 0.96, indicating high prediction accuracy.

[0100] Table 3 Statistical table of fitting results for equation (4)

[0101] <![CDATA[c1]]> <![CDATA[c2]]> <![CDATA[c3]]> <![CDATA[R 2 ]]> 0.318 -0.011 -0.507 0.96

[0102] The fitting results for model parameters d1, d2, d3, d4, and d5 are shown in Table 4. From Table 4, it can be seen that the correlation coefficient R0... 2 The accuracy is 0.95, indicating high prediction accuracy.

[0103] Table 4 shows the statistical results of fitting equation (7).

[0104] <![CDATA[d1]]> <![CDATA[d2]]> <![CDATA[d3]]> <![CDATA[d4]]> <![CDATA[d5]]> <![CDATA[R 2 ]]> 2.659 -0.396 -0.126 1.626 -0.879 0.95

[0105] The specific steps of the compaction test are as follows:

[0106] The construction solid waste and red clay required for the experiment were dried for 24 hours.

[0107] Construction solid waste-red clay samples were prepared in sequence with construction solid waste incorporation rates of 0%, 10%, 20%, 30%, 40%, and 50%, and the moisture content was prepared according to a 2% gradient difference.

[0108] After the material has been prepared and left to stand for 24 hours, heavy compaction method is used to compact the construction solid waste-red clay, with each layer being compacted 98 times.

[0109] After compaction, the central part of the specimen is selected to determine its maximum dry density and optimum moisture content.

[0110] Meanwhile, based on the above compaction test steps, specimens were prepared with the same number of compactions, and the optimal moisture content was selected for the specimens. After the specimens were prepared and soaked in water for four days and nights, the penetration process was carried out, and the unit pressure at penetration depths of 2.5 mm and 5 mm was compared, and the CBR value was calculated.

[0111] Figures 2(a) and 2(b) show the variations in maximum dry density and optimum moisture content of the construction waste-red clay mixed roadbed filler under different admixture rates. It is evident that the maximum dry density of the construction waste-red clay mixed filler first increases and then decreases with increasing construction waste admixture rate, while the optimum moisture content gradually decreases with increasing construction waste admixture rate. Figure 2(c) shows the variations in CBR values ​​of the construction waste-red clay mixed roadbed filler under different admixture rates. It is evident that the CBR value of the construction waste-red clay mixed roadbed filler gradually increases with increasing construction waste admixture rate.

[0112] To prepare construction solid waste-red clay samples with different incorporation rates, cylindrical construction solid waste-red clay mixed samples with density ratios of 0.96 and 1, and incorporation rates of 0%, 10%, 20%, 30%, 40%, and 50% were prepared. The samples had a diameter of 10 cm and a height of 20 cm. The samples were then placed in a high-low temperature alternating test chamber for wet-dry cycle testing, with 0, 1, 2, 3, 4, and 5 cycles. To simulate the actual wet-dry cycle effects on highways in the hot and humid regions of southern my country as closely as possible, a complete wet-dry cycle was set as follows: the sample was immersed in water vapor in a sealed chamber for 24 hours, and then dried at 105℃ for 24 hours.

[0113] When triaxial tests were conducted on construction solid waste-red clay samples after a preset number of wet-dry cycles to determine their elastic (resilience modulus) and plastic (permanent deformation) properties, the load was a half-sine wave with a frequency of 1 Hz, a loading time of 0.2 s, and an interval of 0.8 s. The major principal stress was 90 kPa, and the minor principal stress was 30 kPa. The development law of the resilience modulus of the construction solid waste-red clay samples is as follows: Figure 3 As shown, the development law of the resilient modulus ratio M is as follows: Figure 4 As shown, the development law of permanent deformation is as follows: Figure 5 As shown, the relationship between permanent deformation and the number of cyclic loading cycles is as follows: Figure 6 As shown.

[0114] To determine the rationality and applicability of the method for predicting the permanent deformation of the construction solid waste-red clay mixed roadbed fill considering the wet-dry cycle proposed in this embodiment, the permanent deformation test data of the construction solid waste-red clay mixed roadbed fill under the working conditions shown in Table 5 were substituted into formula (8) to predict the corresponding permanent deformation of the construction solid waste-red clay mixed roadbed fill. A robustness verification scatter plot was plotted with the measured permanent deformation value as the abscissa and the predicted value obtained by formula (8) as the ordinate. Figure 7 As shown. It is not difficult to see that most of the scattered points are concentrated around the straight line y = x. Therefore, the permanent deformation prediction values ​​obtained by the permanent deformation prediction model of the construction solid waste-red clay mixed roadbed filler of the newly built formula (5) to (6) in this embodiment are highly representative and meet the needs of general engineering.

[0115] Table 5 shows the corresponding working conditions for the verification of the newly built model in this embodiment.

[0116]

[0117] The above description is merely a preferred embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention are included within the scope of protection of the present invention.

Claims

1. A modeling method for predicting the permanent deformation of a mixed roadbed fill material consisting of construction solid waste and red clay, characterized in that, Follow these steps: The maximum dry density, optimum moisture content, and CBR value of the construction solid waste-red clay mixed filler were determined by compaction tests and California load ratio tests. Construction solid waste-red clay samples were prepared and triaxial tests were conducted to determine their resilient modulus and permanent deformation. The resilient modulus and permanent deformation characteristics of the samples under different cyclic loading cycles were analyzed. Based on the test results of compaction test, California load ratio test and triaxial test, a permanent deformation prediction model that comprehensively considers stress-strain relationship, physical state and number of cyclic loading is established. The permanent deformation prediction model, which comprehensively considers the stress-strain relationship, physical state, and number of cyclic loading cycles, is shown in the following equation: ；（1） in, The permanent deformation is due to 0 wet-dry cycles. For the number of times the loop loads, For major principal stresses, For minor principal stress, For resilient modulus, major principal stress minor principal stress and spring modulus This represents the stress-strain relationship. Density ratio, Humidity ratio CBR value, density ratio Humidity ratio and α1 represents the physical state; α2, α3, α4, and α5 represent the model parameters.

2. A modeling method for predicting the permanent deformation of a mixed roadbed fill material consisting of construction solid waste and red clay, characterized in that, Follow these steps: The maximum dry density, optimum moisture content, and CBR value of the building solid waste-red clay mixed filler under different building solid waste incorporation rates were determined by compaction tests and California load ratio tests. Construction solid waste-red clay samples with different construction solid waste incorporation rates were prepared and triaxial tests were conducted to determine their resilient modulus and permanent deformation. The resilient modulus and permanent deformation characteristics of the samples under different construction solid waste incorporation rates and cyclic loading times were analyzed. Based on the results of triaxial tests, a formula for the relationship between the resilient modulus and the incorporation rate of construction solid waste was established. Based on the test results of compaction test, California load ratio test and triaxial test, a permanent deformation prediction model is established that comprehensively considers stress-strain relationship, physical state, number of cyclic loading and building solid waste incorporation rate. The permanent deformation prediction model, which comprehensively considers stress-strain relationship, physical state, number of cyclic loading cycles, and construction solid waste incorporation rate, is shown in the following equation: ；（3） in, The permanent deformation is due to 0 wet-dry cycles. For the number of times the loop loads, For the rate of inclusion of construction solid waste, For major principal stresses, For minor principal stress, For resilient modulus, major principal stress minor principal stress and spring modulus This represents the stress-strain relationship. Density ratio, Humidity ratio CBR value, density ratio Humidity ratio and α1, α2, α3, α4, α5, b1, b2, b3, b4 are physical states; α1, α2, α3, α4, α5, b1, b2, b3, b4 are model parameters.

3. A modeling method for predicting the permanent deformation of a mixed roadbed fill material consisting of construction solid waste and red clay, characterized in that... Follow these steps: The maximum dry density, optimum moisture content, and CBR value of the mixed roadbed filler of construction solid waste and red clay under different construction solid waste incorporation rates were determined by compaction test and California bearing ratio test. Construction solid waste-red clay samples with different incorporation rates of construction solid waste were prepared and subjected to dry-wet cycle tests. Triaxial tests were conducted on the samples after a preset number of wet and dry cycles to determine their resilient modulus and permanent deformation, and the resilient modulus and permanent deformation characteristics of the samples under different building solid waste incorporation rates and number of cyclic loading cycles were analyzed. Based on the test results of compaction tests, California load ratio tests, and triaxial tests, a permanent deformation prediction model that comprehensively considers stress-strain relationships, physical states, and the number of cyclic loading cycles is established: ； （1） in, The permanent deformation is due to 0 wet-dry cycles. For the number of times the loop loads, For major principal stresses, For minor principal stress, For resilient modulus, major principal stress minor principal stress and spring modulus This represents the stress-strain relationship. Density ratio, Humidity ratio CBR value, density ratio Humidity ratio and α1 represents the physical state; α2, α3, α4, and α5 represent the model parameters. Based on the results of triaxial tests, the relationship between the resilient modulus and the incorporation rate of construction solid waste is established: ；（2） in, b1, b2, b3, and b4 are model parameters, representing the rate of inclusion of construction solid waste. A resilience modulus ratio was constructed, and based on the test results of wet-dry cycle tests and triaxial tests, a resilience modulus ratio prediction model was established that comprehensively considers the construction solid waste incorporation rate and the number of wet-dry cycles. ；（4） Where M is the resilient modulus ratio. For elasticity, c1, c2, and c3 are the number of wet-dry cycles, and c1, c2, and c3 are model parameters. Based on the resilient modulus ratio prediction model and the relationship between resilient modulus and construction solid waste incorporation rate, a comprehensive elasticity increment prediction model considering construction solid waste incorporation rate and dry-wet cycle number is established: ；（5） Based on the established permanent deformation prediction model and elastic-strain increment prediction model that comprehensively consider stress-strain relationship, physical state, and number of cyclic loading cycles, a permanent deformation prediction model that comprehensively considers stress-strain relationship, physical state, number of cyclic loading cycles, construction solid waste incorporation rate, and number of wet-dry cycles is established using the following formula: ；（6） ；（7） in, The permanent deformation under the i-th wet-dry cycle, d1, d2, d3, d4, and d5 are the differences in permanent deformation between the i-th wet-dry cycle and the 0th wet-dry cycle, and model parameters. The permanent deformation prediction model, which comprehensively considers stress-strain relationship, physical state, number of cyclic loading, elastic-strain increment, and number of wet-dry cycles, is shown in the following equation: ；（8） in, The permanent deformation under the i-th wet-dry cycle, This refers to the number of wet and dry cycles. For the number of times the loop loads, The rate of inclusion of construction solid waste; For major principal stresses, For minor principal stress, For resilient modulus, major principal stress minor principal stress and spring modulus This represents the stress-strain relationship. Density ratio, Humidity ratio CBR value, density ratio Humidity ratio and α1, α2, α3, α4, α5, b1, b2, b3, b4, c1, c2, c3, d1, d2, d3, d4, d5 are model parameters.

4. The modeling method for predicting the permanent deformation of the mixed roadbed fill material of construction solid waste-red clay according to any one of claims 1-3, characterized in that, α1=0.187，α2=0.213，α3=0.317，α4=16.477，α5=0.037。 5. The modeling method for predicting the permanent deformation of the mixed roadbed fill material of construction solid waste-red clay as described in claim 2 or 3, characterized in that, b1=0.002, b2=0.187, b3=0.187, b4=0.

037.

6. The modeling method for predicting the permanent deformation of the mixed roadbed fill material of construction solid waste-red clay as described in claim 3, characterized in that, c1=0.318, c2=-0.011, c3=-0.507; d1=2.659, d2=-0.396, d3=-0.126, d4=1.626, d5=-0.879.

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