CN114739841A - Method for estimating permanent deformation of improved construction waste-expansive soil under dry-wet cycle - Google Patents

Method for estimating permanent deformation of improved construction waste-expansive soil under dry-wet cycle Download PDF

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CN114739841A
CN114739841A CN202210385043.0A CN202210385043A CN114739841A CN 114739841 A CN114739841 A CN 114739841A CN 202210385043 A CN202210385043 A CN 202210385043A CN 114739841 A CN114739841 A CN 114739841A
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permanent deformation
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construction waste
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何忠明
冯介玺
黄超
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Changsha University of Science and Technology
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    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/32—Investigating strength properties of solid materials by application of mechanical stress by applying repeated or pulsating forces
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    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0001—Type of application of the stress
    • G01N2203/0005—Repeated or cyclic
    • G01N2203/0007—Low frequencies up to 100 Hz
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    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014—Type of force applied
    • G01N2203/0016—Tensile or compressive
    • G01N2203/0019—Compressive
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0058—Kind of property studied
    • G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
    • G01N2203/0075—Strain-stress relations or elastic constants
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
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    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
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Abstract

The invention discloses a method for estimating permanent deformation of improved construction waste-expansive soil under dry-wet circulation, which comprises the following steps: determining the maximum dry density and the optimum water content of the mixed filler corresponding to different building waste doping rates through a compaction test; preparing mixed fillers with different building waste doping rates, wherein the water content is the optimal water content, and performing a dry-wet cycle test; carrying out dynamic triaxial test on the mixed filler sample subjected to the preset dry-wet cycle times to obtain a permanent deformation value of the sample, and obtaining the doping rates of different building wastes, the dry-wet cycle times, the compactness, the loading stress and the influence function of the loading times on the permanent deformation; multiplying the influence functions to establish a permanent deformation estimation model; and fitting according to the dynamic triaxial test data to obtain model parameters. The invention can conveniently and accurately obtain the permanent deformation of the improved construction waste expansive soil, scientifically guide the application of the improved construction waste expansive soil in roadbed filling, has definite physical significance and simple structure, and reduces the test difficulty.

Description

Method for estimating permanent deformation of improved construction waste-expansive soil under dry-wet cycle
Technical Field
The invention belongs to the technical field of road engineering, and relates to an estimation method for permanent deformation of improved construction waste-expansive soil under dry and wet circulation.
Background
In the field of road and geotechnical engineering, permanent deformation of roadbed is a hot problem which is continuously concerned by researchers. For the semi-rigid base pavement structure commonly used at present, the permanent deformation of the roadbed is of great importance to the stability of the pavement structure. Meanwhile, in consideration of stability and durability in the roadbed operation period, the complex and changeable climatic environment has potential threat to roadbed deformation. According to climate data, the climate in southern Jiangxi province of China is sultry and rains all the year round, so that the roadbed is gradually humidified, and in addition, in recent years, the traffic volume is rapidly increased, the permanent deformation of the roadbed in the southern hot and humid region is continuously increased due to the comprehensive effect of the factors, and the integral bearing capacity is obviously reduced. Therefore, the method has important significance in researching the permanent deformation of the roadbed soil in the southern damp and hot areas under the action of long-term cyclic load.
The expansive soil is widely distributed in the damp and hot areas in the south of China, and along with the rapid development of the construction of traffic infrastructures in the areas, the adoption of the expansive soil as roadbed filling materials in the areas poor in road building materials is difficult to avoid. However, the expansive soil is typical special cohesive soil with fissuring property and swelling property, and the engineering characteristics of multiple fissures, water absorption expansion, water loss shrinkage and the like enable the expansive soil roadbed to be prone to decline in stability to different degrees under the repeated action of vehicle load, so that great harm is brought to the service life of the road. Most of domestic and foreign scholars add admixture (such as cement and quicklime) aiming at treatment methods, but the improvement method belongs to the category of chemical improvement, has short effective period and has certain adverse effect on the environment. Meanwhile, with the strong promotion of infrastructure construction and urbanization in China, the amount of correspondingly generated construction waste is rapidly increasing. Huge amounts of construction wastes which are difficult to dispose of severely restrict the sustainable development of cities, and the problems of effective recovery, disposal and reuse of the construction wastes are urgently needed to be solved. Therefore, the invention tries to improve the expansive soil by using the construction waste and provides effective reference for the stability analysis of the improved construction waste, namely the expansive soil under the complex climate-load comprehensive action by representing the important index of the roadbed stability, namely the permanent deformation.
Generally, the indoor triaxial test is a commonly accepted method of determining permanent set. However, considering the high cost, time consuming and professional personnel required for the triaxial test, it is desirable to obtain improved permanent deformation of the construction waste expansive soil under different conditions by a more accurate and rapid method. Currently, scholars at home and abroad usually adopt three methods for determining permanent deformation: the first is determined by an empirical method, but the permanent deformation of each given road-based filler has a large variation range, and quantitative analysis cannot be carried out. The second method is to establish a more complex constitutive model to simulate each cycle process, and the method needs to memorize the yield surface generated in each cycle process in the calculation process, so that the calculation amount is large, and the method is difficult to popularize and apply in engineering. The third method is to estimate permanent deformation through a dynamic triaxial test and a Tseng model in the Mechanistic-Empirical mode Design Guide (MEPDG) specification, wherein the Tseng model has the characteristics of few model parameters, wide application range and the like, but the model has incomplete consideration factors and ignores the influence of stress state and physical state. In view of the above, there is a need to establish a simple and effective model for estimating permanent deformation of expansive soil, which is a construction waste.
Disclosure of Invention
In order to solve the problems, the invention provides a method for estimating permanent deformation of improved construction waste-expansive soil under dry-wet circulation, which can conveniently, accurately obtain the permanent deformation of the improved construction waste-expansive soil, scientifically guide the application of the method in roadbed filling and solve the problems in the prior art.
The technical scheme adopted by the embodiment of the invention is that the method for estimating the permanent deformation of the improved construction waste-expansive soil under dry and wet circulation specifically comprises the following steps:
s1: determining the maximum dry density and the optimum water content of the mixed filler corresponding to different building waste doping rates through a compaction test;
s2: preparing mixed fillers with different building waste doping rates, wherein the water content is the optimal water content, and performing a dry-wet cycle test;
s3: carrying out dynamic triaxial test on the mixed filler sample subjected to the preset dry-wet cycle times to obtain a permanent deformation value of the sample; acquiring the influence functions of different building waste doping rates, dry and wet cycle times, compactness, loading stress and loading times on permanent deformation;
s4: multiplying the influence functions to establish a permanent deformation estimation model;
s5: and fitting according to the dynamic triaxial test result to obtain model parameters.
Further, in the step S3, the permanent deformation influence functions of different building waste incorporation rates are shown in the following formula:
Figure BDA0003593259450000021
in the formula:
Figure BDA0003593259450000022
e is a constant, NDWNumber of wet and dry cycles, alpha1、α2Are model parameters.
Further, in step S3, the permanent deformation influence function for different numbers of wet and dry cycles is shown in the following formula:
Figure BDA0003593259450000023
in the formula:
Figure BDA0003593259450000024
is an influence function corresponding to the mixing rate of construction wastes, lambdaCDWFor the incorporation rate of construction waste, b1、b2Are model parameters.
Further, in step S3, the permanent deformation influence functions of different degrees of compaction are shown in the following formula:
gK＝c1+c2K
in the formula: gKIs an influence function corresponding to the degree of compaction, K is the degree of compaction, c1、c2Are model parameters.
Further, in step S3, the permanent deformation influence functions of different loading stresses are shown in the following formula:
Figure BDA0003593259450000031
in the formula:
Figure BDA0003593259450000032
for influencing the stress response, σdTo apply stress, d1、d2Are model parameters.
Further, in step S3, the permanent deformation influence function of different loading times is shown in the following formula:
Figure BDA0003593259450000033
in the formula: gNIs an influence function corresponding to the number of times of loading, N is the number of times of loading, e1、e2、e3、e4Are model parameters.
Further, in step S4, the permanent deformation estimation model established in step S4 is:
Figure BDA0003593259450000034
in the formula: epsilonpIs permanently deformed; n is a radical ofDWThe number of dry and wet cycles; lambda [ alpha ]CDWThe doping rate of the construction waste is shown; k is the degree of compaction; sigmadLoading stress; n is the loading times; alpha is alpha1、α2、b1、b2、c1、c2、d1、d2、e1、e2、e3、e4Are model parameters.
Further, in step S3, the load form in the dynamic triaxial test is a half sine wave, the frequency lHz, the loading time is 0.2S, and the pause time is 0.8S. And the confining pressure is 30kPa, the loading stress is 20kPa, 40kPa and 60kPa, and the permanent deformation value of the test piece is obtained after the test piece is intermittently loaded for 10000 times.
The invention has the beneficial effects that:
1. the method overcomes the limitation of the conventional soil permanent deformation estimation model in the prior art, comprehensively considers the influence of physical properties (building waste doping rate and compactness) and loading of improved building waste and environment on the permanent deformation of the improved building waste, establishes the permanent deformation estimation model more suitable for improving the building waste, and improves the portability and the accuracy; meanwhile, the model has the advantages of clear physical meaning and simple structure, greatly reduces the test time consumption, reduces the test difficulty, provides obvious engineering convenience for units without triaxial test conditions, and has higher market popularization value.
2. Compared with the existing standard method, the method is convenient and fast, greatly improves the accuracy, is convenient for guiding the design and construction of the improved construction waste expansive soil in the road structure, provides reference for the practical application of road resource re-biochemistry, can be popularized to the design and detection of other construction waste improved road foundation soil, and has wide application value.
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In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a flow chart of an embodiment of the present invention.
FIG. 2 shows the results of compaction tests of mixed fillers at different building waste incorporation rates in examples of the present invention.
FIG. 3 is a graph showing the relationship between the incorporation efficiency of construction wastes and the final permanent set value under the conditions of 0 dry-wet cycle, 93% compactness and 40kPa loading stress in the example of the present invention.
FIG. 4 is a graph showing the relationship between different compaction degrees and final values of permanent deformation under the conditions of 0 dry-wet cycle, 10% incorporation rate of construction waste and 40kPa loading stress in the example of the present invention.
FIG. 5 is a graph showing the relationship between the loading stress and the final permanent deformation value under the conditions of 0 dry-wet cycle, 10% of the incorporation rate of construction waste and 93% of the degree of compaction in the example of the present invention.
FIG. 6 is a graph showing the relationship between the number of wet and dry cycles and the final value of permanent strain under the conditions of 10% construction waste incorporation rate, 93% compaction and 40kPa loading stress in the example of the present invention.
FIG. 7 is a graph showing the relationship between the number of times of loading and the permanent deformation under the conditions of 0 dry-wet cycle, 10% of the incorporation rate of construction waste, 93% of the degree of compaction, and 40kPa loading stress in the example of the present invention.
FIG. 8 is a graph of the robustness verification results of the model constructed by the embodiment of the invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the embodiment of the method, the first step,
a method for estimating permanent deformation of improved construction waste-expansive soil under dry-wet cycle is shown in figure 1 and specifically comprises the following steps:
step S1: determining the maximum dry density and the optimum water content of the mixed filler under different building waste doping rates through a compaction test; the specific test method is carried out according to the regulations of road geotechnical test regulations, and the specific process is as follows:
firstly, drying construction waste and expansive soil required by a compaction test for 24 hours; secondly, preparing filler with preset building waste doping rates (0%, 10%, 20%, 30%, 40% and 50%); thirdly, configuring the water content of the filler according to the gradient difference of 2%, and completing material sealing treatment for 18 hours to homogenize the internal humidity of the filler; after the material sealing is finished, adopting a heavy compaction method to compact the mixed filler into three layers, wherein the compaction frequency of each layer is 98 times; finally, the central part of the molded sample is selected to measure the water content and the dry density, so that the maximum dry density and the optimal water content of the mixed filler under different doping rates are obtained, and the result is shown in fig. 2.
Step S2: preparing mixed fillers with different building waste doping rates, and performing a dry-wet cycle test; based on the result of step S1, cylindrical mixed filler samples having compactibility of 90%, 93%, 96%, which is the ratio of the dry density to the maximum dry density, water content of the optimum, building waste incorporation rates of 0%, 10%, 20%, 30%, 40%, 50%, and diameters and heights of 10cm × 20cm, respectively, were prepared. In the forming process, the actual water content, the compaction degree and the target value of the sample are controlled within 1 percent. Then, the molded sample is subjected to dry-wet cycle treatment through a dry-wet alternating tester, and a complete dry-wet cycle period is set as follows: placing the test piece in a sealed box for humidification treatment until the test piece is saturated by water absorption (the time of the humidification saturation process is about 48 hours), and after the saturation is finished, carrying out air drying treatment at the temperature of 25 ℃ until the quality of the test piece is reduced to the initial quality before humidification. In order to ensure the accuracy of the test result as much as possible, the number of the dry-wet circulation is selected to be 0, 1, 3, 6 and 10 by adopting a method of increasing the backward difference.
Step S3: and (3) carrying out a dynamic triaxial test on the mixed filler sample subjected to the dry-wet cycle test, and analyzing the doping rate, dry-wet cycle times, compactness, loading stress and permanent deformation characteristics under the loading times of different construction wastes. Immediately after the dry-wet cycle test of step S2, the mobile triaxial test was performed on the mixed filler sample. The load form in the dynamic triaxial test is a half sine wave, the frequency lHz, the loading time is 0.2s, and the intermittence time is 0.8 s. And the confining pressure is 30kPa, the loading stress is 20kPa, 40kPa and 60kPa, and the permanent deformation value of the test piece is obtained after the test piece is intermittently loaded for 10000 times. The relationship between the incorporation efficiency (0%, 10%, 20%, 30%, 40%, 50%) of the construction waste and the final value of the permanent set under the conditions of 0 dry-wet cycle, 93% compactness and 40kPa loading stress is shown in FIG. 3. The relationship between the compaction degree (90%, 93%, 96%) and the final value of the permanent deformation under the conditions of 0 dry-wet cycle, 10% of the incorporation rate of the construction waste and 40kPa loading stress is shown in FIG. 4. The relationship between the loading stress (20kPa, 40kPa, 60kPa) and the final value of the permanent deformation under the conditions of 0 dry-wet cycle, 10% construction waste incorporation rate and 93% compactibility is shown in FIG. 5. The relationship between the number of dry-wet cycles (0, 1, 3, 6, 10) and the final value of the permanent set under the conditions of 10% construction waste incorporation rate, 93% compaction and 40kPa loading stress is shown in FIG. 6. The relationship between different loading times and permanent deformation under the conditions of 0 dry-wet cycle, 10% of the doping rate of the construction waste, 93% of the compactness and 40kPa loading stress is shown in FIG. 7.
Step S4: on the basis of the dynamic triaxial test result of the step S3, analyzing and establishing a permanent deformation estimation model comprehensively considering physical influence (building waste doping rate, compactness), loading influence (loading stress, loading times) and environmental influence (dry-wet cycle times):
Figure BDA0003593259450000061
in the formula: epsilonpIs permanently deformed; n is a radical ofDWThe number of dry and wet cycles; lambda [ alpha ]CDWThe doping rate of the construction waste is shown; k is the degree of compaction; sigmadLoading stress; n is the loading times; alpha is alpha1、α2、b1、b2、c1、c2、d1、d2、e1、e2、e3、e4Are model parameters.
Wherein:
Figure BDA0003593259450000062
Figure BDA0003593259450000063
gK＝c1+c2K (4)
Figure BDA0003593259450000064
Figure BDA0003593259450000065
Figure BDA0003593259450000066
in the formula:
Figure BDA0003593259450000067
the influence function corresponding to the dry-wet cycle times;
Figure BDA0003593259450000068
the influence function corresponding to the mixing rate of the construction waste is obtained; gKThe influence function corresponding to the compactness is obtained;
Figure BDA0003593259450000069
an influence function corresponding to the loading stress; gNAnd the function is an influence function corresponding to the loading times.
Step S5: and fitting according to the test data of the step S3 to obtain model parameters, and reasonably estimating the permanent deformation of the improved building waste-expansive soil mixed filler under the conditions of different dry and wet cycle times, building waste doping rate, compactness, loading stress and loading times through the estimation model established in the step S4. The fitting procedure is prior art and the fitting results are shown in table 1.
TABLE 1 statistical table of pre-estimated model parameters
Model parameters Numerical value Model parameters Numerical value
α1 0.39 d1 0.71
α2 0.76 d2 0.29
b1 1.8 e1 0.47
b2 -0.39 e2 0.22
c1 -1.47 e3 0.26
c2 2.10 e4 -0.05
In order to determine the applicability of the estimation method for permanent deformation of improved construction waste-expansive soil under dry-wet circulation, the robustness of the newly-built model formula (1) is verified. The robustness verification scatter diagram is drawn by taking the measured permanent deformation value as the abscissa and the estimated value as the ordinate, and the result is shown in fig. 8. It can be seen that most of the scattered points are distributed around the straight line y ═ x, and R is concentrated2The accuracy of the model is 0.97, and the model is high and meets the engineering requirements.
The above description is only for the preferred embodiment of the present invention, and is not intended to limit the scope of the present invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention shall fall within the protection scope of the present invention.

Claims (8)

1. A method for estimating permanent deformation of improved construction waste-expansive soil under dry and wet circulation is characterized by comprising the following steps:
s1: determining the maximum dry density and the optimum water content of the mixed filler corresponding to different building waste doping rates through a compaction test;
s2: preparing mixed fillers with different building waste doping rates, wherein the water content is the optimal water content, and performing a dry-wet cycle test;
s3: carrying out dynamic triaxial test on the mixed filler sample subjected to the preset dry-wet cycle times to obtain a permanent deformation value of the sample; acquiring the influence functions of different building waste doping rates, dry and wet cycle times, compactness, loading stress and loading times on permanent deformation;
s4: multiplying the influence functions to establish a permanent deformation estimation model;
s5: and fitting according to the dynamic triaxial test result to obtain model parameters.
2. The method as claimed in claim 1, wherein the permanent deformation influence function of different building waste incorporation rates in step S3 is shown in the following formula:
Figure FDA0003593259440000011
in the formula:
Figure FDA0003593259440000012
is an influence function corresponding to the dry-wet cycle number, e is a constant, NDWNumber of wet and dry cycles, alpha1、α2Are model parameters.
3. The method as claimed in claim 1, wherein the permanent deformation influence function of different numbers of wet and dry cycles in step S3 is shown as follows:
Figure FDA0003593259440000013
in the formula:
Figure FDA0003593259440000014
is an influence function corresponding to the mixing rate of construction wastes, lambdaCDWFor the incorporation rate of construction waste, b1、b2Are model parameters.
4. The method as claimed in claim 1, wherein the permanent deformation influence function of different compactibility at step S3 is represented by the following formula:
gK＝c1+c2K
in the formula: gKIs an influence function corresponding to the degree of compaction, K is the degree of compaction, c1、c2Are model parameters.
5. The method as claimed in claim 1, wherein the permanent deformation influence function of different loading stresses in step S3 is shown in the following formula:
Figure FDA0003593259440000021
in the formula:
Figure FDA0003593259440000022
for influencing the stress response, σdTo apply stress, d1、d2Are model parameters.
6. The method as claimed in claim 1, wherein the permanent deformation influence function of different loading times in step S3 is shown in the following formula:
Figure FDA0003593259440000023
in the formula: gNIs an influence function corresponding to the number of times of loading, N is the number of times of loading, e1、e2、e3、e4Are model parameters.
7. The method for estimating permanent deformation of improved construction waste-expansive soil under dry-wet cycle according to claim 1, wherein in step S4, the permanent deformation estimation model is established as follows:
Figure FDA0003593259440000024
in the formula: epsilonpIs permanently deformed; n is a radical of hydrogenDWThe number of dry and wet cycles; lambdaCDWThe doping rate of the construction waste is shown; k is the degree of compaction; sigmadLoading stress; n is the loading times; alpha is alpha1、α2、b1、b2、c1、c2、d1、d2、e1、e2、e3、e4Are model parameters.
8. The method as claimed in claim 1, wherein the load in the dynamic triaxial test is a half sine wave, the frequency lHz, the loading time is 0.2S, and the pause time is 0.8S in step S3. And the confining pressure is 30kPa, the loading stress is 20kPa, 40kPa and 60kPa, and the permanent deformation value of the test piece is obtained after the test piece is intermittently loaded for 10000 times.
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113654888A (en) * 2021-08-09 2021-11-16 长沙学院 Method for rapidly predicting permanent deformation of carbonaceous mudstone

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113654888A (en) * 2021-08-09 2021-11-16 长沙学院 Method for rapidly predicting permanent deformation of carbonaceous mudstone
CN113654888B (en) * 2021-08-09 2024-05-24 长沙学院 Rapid prediction method for permanent deformation of carbonaceous mudstone

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