A method for determining roadbed soil filling parameters based on vibration compaction

Abstract

The present application discloses a method for determining parameters of roadbed soil filling based on vibration compaction, which comprises the following steps: obtaining two vibration compaction curves, connecting their peak points and dividing the line segment into four equal parts to obtain five data nodes and the slope of the line connecting the data nodes and the origin, calculating indoor compaction parameters by the proportional scaling method, and performing compaction, making five specimens at compaction degrees of 93%, 94%, and 96%, testing the rebound modulus of the specimens, and fitting a quadratic function with the modulus as the dependent variable and the slope as the independent variable; the peak value of the quadratic function is the optimal slope at the compaction degree; calculating the average value of the optimal slopes at the three compaction degrees, and intersecting the line connecting the peak values of the two compaction curves from the origin, with the horizontal and vertical coordinates of the intersection being the final moisture content and the dry density; the present application solves the problems in the prior art of poor adaptability between indoor compaction tests and vibration compaction mechanisms and uncertainty in parameter settings for vibration compaction tests.

Description

Technical Field

[0001] The invention belongs to the technical field of roadbed compaction, and in particular relates to a method for determining roadbed soil filling parameters based on vibration compaction. Background Art

[0002] A well-compacted roadbed is fundamental to ensuring the safety and durability of road projects. Different compaction layers of the roadbed have different compaction requirements for the roadbed soil, and even slight differences in the compaction index can result in significant differences in the overall bearing capacity of the roadbed. Currently, roadbed compaction is generally controlled by the optimal moisture content and maximum dry density obtained through indoor compaction tests. Indoor compaction tests typically use a heavy hammer to compact the roadbed soil to a compacted state. The compaction energy is primarily the impact energy of the drop hammer. A portion of the soil sample is removed from the center of the sample, dried, and tested for moisture content and dry density. However, with the widespread use of vibration compaction, certain mechanistic differences have emerged between conventional compaction and vibration compaction using a vibratory load. Surface vibration compaction has begun to be used to determine the optimal moisture content and maximum dry density of the roadbed during vibration compaction. However, current highway geotechnical test regulations have few provisions regarding vibration compaction and lack clear test parameters. During the test, determination is primarily based on experience. In actual construction, due to the randomness and unevenness of subgrade soil distribution and roller application, indoor testing is difficult to accurately simulate on-site construction conditions. Different excitation frequencies and forces have varying degrees of influence on the formation of subgrade strength. Simply selecting the optimal moisture content and maximum dry density under certain test conditions as control criteria can be inaccurate, as the test results under these conditions may not be the optimal subgrade fill indicators. Therefore, a method for estimating optimal fill indicators is needed. Summary of the Invention

[0003] The purpose of the present invention is to provide a method for determining roadbed soil filling parameters based on vibration compaction, which solves the problems in the prior art that the indoor compaction test is poorly compatible with the vibration compaction mechanism and the current highway geotechnical test regulations lack relevant regulations for setting vibration compaction parameters.

[0004] The technical solution adopted by the present invention is a method for determining roadbed soil filling parameters based on vibration compaction, comprising the following steps:

[0005] S1: Obtain subgrade soil, conduct vibration compaction tests on the subgrade soil under the conditions of minimum compaction energy and maximum compaction energy according to the highway soil test regulations, obtain test data, and draw compaction curves under the conditions of maximum compaction energy and minimum compaction energy;

[0006] S2: Use a line segment to connect the peak point of the compaction curve under the highest compaction energy with the peak point of the compaction curve under the lowest compaction energy, divide the line segment into 4 equal parts, and obtain 5 data nodes. Calculate the horizontal coordinate, vertical coordinate and slope of the line connecting each data node with the origin. ;

[0007] S3: Calculate the indoor compaction test parameters using the proportional scaling method based on the compaction test parameters in the actual project;

[0008] S4: Using the five node coordinates obtained in S2, with the node coordinate values as control indicators and the indoor compaction test parameters obtained in S3, five specimens were prepared at 93%, 94%, and 96% compaction degrees respectively;

[0009] S5: After compaction, each sample is tested for the rebound modulus using the lever pressure instrument method to obtain the rebound modulus value corresponding to each sample, and the rebound modulus value is used as the dependent variable. The value is the independent variable, and the quadratic function fitting is performed to obtain the quadratic function fitting equation of the samples with different compaction degrees;

[0010] S6: Derivative the quadratic function fitting equation of the samples with different compaction degrees obtained in S5 to obtain the peak value, which is the optimal value corresponding to each compaction degree. ;

[0011] S7: Get the optimal value for each compaction degree from S6 Find the average, get the average ， From the origin Draw a straight line for the slope and intersect it with the line connecting the peak values of the two compaction curves. The abscissa of the intersection is the final moisture content, and the ordinate of the intersection is the final dry density.

[0012] Furthermore, the specific steps of S2 are:

[0013] S21: Assume that the coordinates of the peak point of the highest compaction energy curve are , the coordinates of the peak point of the minimum compaction energy curve are ;

[0014] S22: Use a line segment to connect the peak points on the highest compaction energy curve and the lowest compaction energy curve. The function expression of the line segment length is shown in formula (1):

[0015] (1);

[0016] in: is the length of the bisector;

[0017] S23: Assume that the number of equal parts of the line segment is 5, then the function expression of the length of each equal part of the line segment is shown in formula (2):

[0018] (2);

[0019] in: is the length of the bisector, is the length of each equally divided line segment;

[0020] S24: Starting from the peak point of the lowest compaction energy curve, calculate the coordinates of each data node in sequence along the connecting line direction , the horizontal axis The function expression of is shown in formula (3), the vertical coordinate The function expression of is shown in formula (4):

[0021] (3);

[0022] (4);

[0023] in: is the data node coordinate coefficient;

[0024] S25: Calculate each data node The slope of the line connecting the origin (0,0) , slope The function expression is:

[0025] (5).

[0026] Furthermore, the specific steps of S3 are:

[0027] S31: Select surface vibration compactor as the compaction tool for indoor test;

[0028] S32: Width of contact between roller and roadbed soil With tamper plate diameter Calculate the geometric similarity coefficient , the geometric similarity coefficient The function expression is:

[0029] (6);

[0030] in: is the contact length between the roller and the roadbed soil, is the contact width between the roller and the roadbed soil, is the ramming plate diameter, is the geometric similarity coefficient, is the value of pi, take 3.14;

[0031] S33: Based on the momentum conservation theorem, the maximum load stress function relationship is established, and its function expression is:

[0032] (7);

[0033] in: is the maximum load stress generated during the actual construction process, is the maximum load stress generated during the indoor test. The quality of the part where the roller participates in the vibration compaction during actual construction. is the movement speed of the roller participating in the vibration compaction part during actual construction, is the time of stress action in actual construction, is the contact area between the vibrating compaction part of the roller and the roadbed soil during actual construction. The weight of the ramming plate in the indoor test, is the movement speed of the ramming plate in the indoor test, is the time of stress action in indoor test, is the contact area between the tamping plate and the specimen in the indoor test;

[0034] S34: Get the geometric similarity coefficient based on S32 The maximum load stress function relationship obtained by S33 is used to calculate the maximum load stress generated during the actual construction process. , whose function expression is shown in formula (8), calculates the maximum load stress generated during the indoor test , its function expression is shown in formula (9), which is used to calculate the exciting force of indoor compaction test , its function expression is shown in formula (10):

[0035] (8);

[0036] (9);

[0037] (10);

[0038] in: is the maximum exciting force during the construction process, is the maximum exciting force during the indoor test process, The deadweight of the vibrating wheel of the roller; is the acceleration due to gravity.

[0039] Furthermore, the specific steps of S4 are:

[0040] Furthermore, the specific steps of S4 are: Get the data node with S2 , , , , The coordinate values were used as control indicators and combined with the indoor compaction test parameters obtained by S3 to prepare five cylindrical specimens at compaction degrees of 93%, 94%, and 96%, respectively.

[0041] The beneficial effects of the present invention are: this scheme is based on the unsaturated soil theory, and establishes the relationship between compaction performance and control indicators on the basis of the prescribed vibration compaction parameter range, which solves the problem that the experimental parameter setting of traditional vibration compaction has no clear basis, and can quickly and accurately provide more accurate roadbed vibration compaction filling indicators, namely the optimal moisture content and maximum dry density. BRIEF DESCRIPTION OF THE DRAWINGS

[0042] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0043] Figure 1 It is a schematic diagram of equally divided lines connecting the peak points of the compaction curve under the highest compaction energy and the compaction curve under the lowest compaction energy in the present invention;

[0044] Figure 2 Schematic diagram of using the rebound modulus to evaluate the compaction quality of the sample in the present invention;

[0045] Figure 3 This is a schematic diagram for determining the optimal moisture content and optimal dry density in the present invention;

[0046] Figure 4 The compaction curve under the highest compaction energy and the compaction curve under the lowest compaction energy in Example 1 of the present invention are shown;

[0047] Figure 5 is the rebound modulus and Fit the curve. DETAILED DESCRIPTION

[0048] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0049] The present invention proposes a method for determining roadbed soil filling parameters based on vibration compaction, which specifically includes the following steps:

[0050] S1: Obtain subgrade soil, conduct vibration compaction tests on the subgrade soil at the lowest compaction energy and the highest compaction energy according to the highway soil test regulations, obtain test data, and draw compaction curves at the highest compaction energy and the lowest compaction energy;

[0051] In this embodiment: roadbed soil is obtained, and according to the highway geotechnical test regulations, vibration compaction tests are performed on the roadbed soil under the lowest compaction energy (excitation force 50 kN, excitation frequency 30 Hz, compaction time 6 min) and the highest compaction energy (excitation force 80 kN, excitation frequency 50 Hz, compaction time 6 min), and experimental data under the lowest compaction energy and the highest compaction energy are obtained. The obtained data are used to draw a compaction curve under the highest compaction energy and a compaction curve under the lowest compaction energy on a rectangular coordinate plane;

[0052] In this embodiment: The technical principle of step 1 is to use the principle of constant saturation to derive the relationship between soil dry density and water content, and obtain the derivative of water content with respect to compaction degree as shown in formula 3. There are differences in the optimal water content under different compaction energies, but the differences are generally within 0.05, which has little effect on the slope of the curve, so it can be equivalent to a straight line. Connect the vertices of the two compaction curves and divide them into equal parts. Use the principle of equal division line to calculate the corresponding values and the slope of the line connecting the origin. ,like Figure 1 As shown:

[0053] (1);

[0054] (2);

[0055] (3);

[0056] Where: is the soil saturation, is the volume of water, is the pore volume, is the moisture content, is the dry density of soil, is the total volume of soil, It is the weight of soil;

[0057] S2: Use a line segment to connect the peak points of the compaction curve under the highest compaction energy and the compaction curve under the lowest compaction energy, divide the line segment into 4 equal parts, and obtain 5 data nodes. Calculate the horizontal coordinate, vertical coordinate and slope of the line connecting each data node with the origin. ;

[0058] In this embodiment: Set the coordinates of the peak point of the highest compaction energy curve obtained by S1 to , the coordinates of the peak point of the minimum compaction energy curve are , then draw a line segment to connect the peak points on the highest compaction energy curve and the lowest compaction energy curve, and calculate the length of the connecting line segment. The calculation function of the line segment length is shown in formula (4):

[0059] (4);

[0060] In this embodiment, the number of equal parts of the line segment is 5. The length of each equal part of the line segment is calculated. The function expression of the line segment length is shown in formula (5):

[0061] (5);

[0062] Then, starting from the peak point of the lowest compaction energy curve, along the direction of the connection, calculate the coordinates of each data node in turn. , the horizontal axis The calculation function of is shown in formula (6), the vertical coordinate The calculation function of is shown in formula (7):

[0063] (6);

[0064] (7);

[0065] Calculate each data node data node The slope of the line connecting the origin (0,0) , slope The calculation formula is:

[0066] (8);

[0067] S3: Calculate the indoor compaction test parameters using the proportional scaling method based on the compaction test parameters in the actual project;

[0068] In this embodiment: first, a surface vibration compactor is selected as an indoor test compaction tool. The working principle of the surface vibration compactor is to make vertical vibrations on the surface of the sample through a vibrating rammer, so that the compaction effect spreads from top to bottom, so that the corners of the particles are cut and broken, and the positions of the particles are rearranged and moved to a stable position corresponding to the standard conditions of the geotechnical test specifications, thereby achieving compaction of the soil.

[0069] Then use the contact width between the roller and the roadbed soil With tamper plate diameter Calculate the geometric similarity coefficient , geometric similarity coefficient The function expression is:

[0070] (9);

[0071] in: is the contact length between the roller and the roadbed soil, is the contact width between the roller and the roadbed soil, is the ramming plate diameter, is the geometric similarity coefficient, is the value of pi, take 3.14;

[0072] Then, based on the momentum conservation theorem, the maximum load-stress function relationship is established, and its function expression is:

[0073] (10);

[0074] in: is the maximum load stress generated during the actual construction process, is the maximum load stress generated during the indoor test. The quality of the part where the roller participates in the vibration compaction during actual construction. is the movement speed of the roller participating in the vibration compaction part during actual construction, is the time of stress action in actual construction, is the contact area between the vibrating compaction part of the roller and the roadbed soil during actual construction. The weight of the ramming plate in the indoor test, is the movement speed of the ramming plate in the indoor test, is the time of stress action in indoor test, is the contact area between the tamping plate and the specimen in the indoor test;

[0075] Based on the geometric similarity coefficient Functional relationship with maximum load stress, calculate the maximum load stress generated during the actual construction process , whose function expression is shown in formula (11), calculates the maximum load stress generated during the indoor test , its function expression is shown in formula (12), which is used to calculate the exciting force of indoor compaction test , its function expression is shown in formula (13):

[0076] (11);

[0077] (12);

[0078] (13);

[0079] in: is the maximum exciting force during the construction process, is the maximum exciting force during the indoor test process, The deadweight of the vibrating wheel of the roller; is the acceleration due to gravity.

[0080] S4: Using the five node coordinates obtained in S2, i.e., the node coordinate values as control indicators and the indoor compaction test parameters obtained in S3, five specimens were prepared at 93%, 94%, and 96% compaction degrees respectively;

[0081] In this embodiment: , , , , Five sets of coordinate values are used as the corresponding five sets of moisture content and dry density, and then combined with the indoor compaction test parameters obtained by S3, namely the indoor compaction test excitation force Five standard cylindrical specimens with specifications of 100×200 mm were prepared at three compaction degrees of 93%, 94% and 96% respectively.

[0082] In this embodiment, the reason for selecting 93%, 94% and 96% compaction degrees is that the control index of compaction degree for roadbed filling is 93%, 94% and 96% from the bottom embankment to the lower roadbed and the upper roadbed, respectively. Therefore, three compaction degrees are used for testing and fitting. In theory, the better control index should have better performance at any compaction degree. This is done to take into account the test error and analyze the performance of roadbed soil and the relationship between compaction degree and compaction degree. of relationship, ensuring that the optimal parameters obtained are more reliable.

[0083] S5: Use a lever pressure instrument to test the rebound modulus of each sample after compaction, and obtain the rebound modulus value corresponding to each sample, and use the rebound modulus value as the dependent variable, The value is the independent variable, and the quadratic function fitting is performed to obtain the quadratic function fitting equation of the samples with different compaction degrees;

[0084] What needs to be explained is: It can reflect the corresponding value in the compaction test process, and the rebound modulus is an important indicator to measure the compaction quality and bearing capacity of roadbed soil. Under different compaction conditions, the microstructure of roadbed soil, such as internal particle arrangement and pore distribution, will change. The value is a parameter, and the rebound modulus is an estimated target. The relationship between the compaction parameters and the soil compaction performance can be established. Within a certain range, there is an optimal compaction state that makes the various properties of the roadbed soil reach the optimal state. At this time, the corresponding There is a specific relationship between the elastic modulus and the rebound modulus, which can be captured by quadratic function fitting. The trend of the value change is shown in Figure 2, and the highest point corresponds to the relatively best state of subgrade soil performance under the compaction degree. values and the corresponding elastic modulus values.

[0085] S6: The quadratic function fitting equation of the samples with different compaction degrees is obtained from S5, such as Figure 2 As shown, the peak value is obtained by derivative, and the peak value is the optimal value corresponding to each compaction degree. ;

[0086] S7: Get the optimal value for each compaction degree from S6 Find the average, get the average ， From the origin Draw a straight line for the slope and intersect the line connecting the peaks of the two compaction curves. The horizontal coordinate of the intersection is the final moisture content, and the vertical coordinate of the intersection is the dry density. Figure 3 shown.

[0087] Example 1

[0088] Taking the recycled construction waste of roadbed filler in Changsha as an example, according to the relevant provisions of the highway geotechnical test regulations, the excitation frequency of suitable soil is 30~50Hz, the optimal excitation force is 50~80kN, the optimal vibration time is 6 minutes, and the compaction quality is stable. A surface vibration compactor was used to carry out vibration compaction tests with an excitation frequency of 30Hz and an excitation force of 50kN, as well as indoor vibration compaction tests with an excitation frequency of 50Hz and an excitation force of 80kN, to obtain the compaction curves of the roadbed soil under the highest compaction energy and the lowest compaction energy, as shown in Figure 2. Figure 4 As shown, the vertices of the two compaction curves are connected and divided equally to obtain the corresponding data nodes, that is, the values of the equal division points are shown in Table 1:

[0089] Table 1 Corresponding values of the four equinoxes

[0090] ;

[0091] The construction parameters of the on-site roller were scaled. Referring to the construction plan of the eighth section of the Chachang Expressway, the excitation frequency was 35Hz, the roller excitation force was 200kN, the roller weight was 12t, and the contact area between the vibrating wheel and the roadbed soil was 2.0m×0.4m=0.8m. 2 , the calculation results shown in Table 2 were obtained by scaling the on-site work of the roller. During the test, a surface vibration compactor with an excitation frequency of 35 Hz and an excitation force of was used to compact the sample;

[0092] Table 2 Calculation of scaled loading conditions

[0093] ;

[0094] Three groups of 100×200 mm standard cylindrical specimens were obtained at corresponding moisture contents and compaction degrees, with compaction degrees of 93%, 94%, and 96%, respectively. The three groups of specimens were tested using a lever rebound modulus tester, yielding the results shown in Table 3.

[0095] Table 3 According to The corresponding rebound modulus value of the sample obtained by the index

[0096] ;

[0097] Depend on Figure 5 It can be seen that compared with the optimal moisture content and maximum dry density obtained under the maximum compaction energy and the minimum compaction energy, there are relatively better values in the interval that make the soil sample have better compaction performance. The average value is determined by calculating the vertex of the quadratic function fitting. The parameters are shown in Table 4:

[0098] Table 4 Fitting peak and average values

[0099] ;

[0100] The optimal moisture content under this parameter is 13.72%, and the maximum dry density is 1.91%.

[0101] In order to verify the effectiveness of this method, samples with compaction degrees of 93%, 94%, and 96% were made under the obtained optimal parameters. The compaction degrees were measured as shown in Table 5. The rebound modulus values obtained from the test were better than the compaction quality obtained based on the minimum compaction energy and the maximum compaction energy. Therefore, it was proved that this method can effectively determine the optimal roadbed soil filling parameters under vibration compaction.

[0102] Table 5 Evaluation of effective compaction parameters

[0103]

[0104] Each embodiment in this specification is described in a related manner. Similar parts between the various embodiments can be referred to in conjunction with each other. Each embodiment focuses on the differences between the other embodiments. In particular, the system embodiment is generally similar to the method embodiment, so the description is relatively simple. For related parts, refer to the description of the method embodiment.

[0105] The above description is only a preferred embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present invention are included in the scope of protection of the present invention.

Claims

1. A method for determining roadbed soil filling parameters based on vibration compaction, characterized in that: The steps include: S1: Obtain subgrade soil, conduct vibration compaction tests on the subgrade soil under the conditions of minimum compaction energy and maximum compaction energy according to the highway soil test regulations, obtain test data, and draw compaction curves under the conditions of maximum compaction energy and minimum compaction energy; S2: Use a line segment to connect the peak point of the compaction curve under the highest compaction energy with the peak point of the compaction curve under the lowest compaction energy, divide the line segment into 4 equal parts, and obtain 5 data nodes. Calculate the horizontal coordinate, vertical coordinate and slope k of the line connecting each data node with the origin. mdmi ; S3: Calculate the indoor compaction test parameters using the proportional scaling method based on the compaction test parameters in the actual project; S4: Using the five node coordinates obtained in S2, with the node coordinate values as control indicators and the indoor compaction test parameters obtained in S3, five specimens were prepared at 93%, 94%, and 96% compaction degrees respectively; S5: After compaction, each sample is tested for rebound modulus using the lever pressure instrument method to obtain the rebound modulus value corresponding to each sample, and the rebound modulus value is used as the dependent variable, k mdmi The value is the independent variable, and the quadratic function fitting is performed to obtain the quadratic function fitting equation of the samples with different compaction degrees; S6: Derivative the quadratic function fitting equation of the samples with different compaction degrees obtained in S5 to obtain the peak value, which is the optimal k corresponding to each compaction degree. mdmb ; S7: Use S6 to obtain the optimal k corresponding to each compaction degree mdmb Find the average and get the average k mdmc , starting from the origin with k mdmc Draw a straight line for the slope and intersect it with the line connecting the peak values of the two compaction curves. The abscissa of the intersection is the final moisture content, and the ordinate of the intersection is the final dry density.

2. The method for determining roadbed soil filling parameters based on vibration compaction according to claim 1, characterized in that: The specific steps of S2 are: S21: Assume that the coordinates of the peak point of the highest compaction energy curve are (X a ,Y a ), the coordinates of the peak point of the minimum compaction energy curve are (X b ,Y b ); S22: Use a line segment to connect the peak points on the highest compaction energy curve and the lowest compaction energy curve. The function expression of the line segment length is shown in formula (1): Where: L is the length of the bisector; S23: Assume that the number of equal parts of the line segment is 4, then the function expression of the length of each equal part of the line segment is shown in formula (2): Where: L is the length of the bisector, l is the length of each bisector segment; S24: Starting from the peak point of the lowest compaction energy curve, calculate the coordinates of each data node (w i ,r i ), i=1,2,3,4,5, horizontal coordinate w i The function expression of is shown in formula (3), the vertical coordinate r i The function expression of is shown in formula (4): Where: i is the data node coordinate coefficient; S25: Calculate each data node (w i ,r i ) and the origin (0,0) is the slope k mdmi , slope k mdmi The function expression is:

3. The method for determining roadbed soil filling parameters based on vibration compaction according to claim 1, characterized in that: The specific steps of S3 are: S31: Select surface vibration compactor as the compaction tool for indoor test; S32: Calculate the geometric similarity coefficient c using the contact width l between the roller and the roadbed soil and the tamping plate diameter d. The function expression of the geometric similarity coefficient c is: Where: b is the contact length between the roller and the roadbed soil, l is the contact width between the roller and the roadbed soil, d is the diameter of the tamping plate, c is the geometric similarity coefficient, π is the pi, which is taken as 3.14; S33: Based on the momentum conservation theorem, the maximum load stress function relationship is established, and its function expression is: Where: σ1 is the maximum load stress generated during the actual construction process, σ2 is the maximum load stress generated during the indoor test, m1 is the mass of the part of the roller involved in vibration compaction during the actual construction, v1 is the movement speed of the part of the roller involved in vibration compaction during the actual construction, t1 is the time of stress action during the actual construction, S1 is the contact area between the part of the roller involved in vibration compaction and the roadbed soil during the actual construction, m2 is the weight of the tamping plate in the indoor test, v2 is the movement speed of the tamping plate in the indoor test, t2 is the time of stress action in the indoor test, and S2 is the contact area between the tamping plate and the specimen in the indoor test; S34: Based on the geometric similarity coefficient c obtained in S32 and the functional relationship between the maximum load stress obtained in S33, the maximum load stress σ1 generated during the actual construction process is calculated. Its functional expression is shown in formula (8). The maximum load stress σ2 generated during the indoor test is calculated. Its functional expression is shown in formula (9). The exciting force P2 of the indoor compaction test is calculated. Its functional expression is shown in formula (10): σ2=σ1 / c 3 / 2 (9) P2=σ2(d / 2) 2 p (10) Where: P1 is the maximum exciting force during the construction process, P2 is the maximum exciting force during the indoor test process, M is the deadweight of the vibrating wheel of the roller; g is the acceleration of gravity.

4. The method for determining roadbed soil filling parameters based on vibration compaction according to claim 1, characterized in that: The specific steps of S4 are: using the coordinate values of the data nodes (w1, r1), (w2, r2), (w3, r3), (w4, r4), and (w5, r5) obtained in S2 as control indicators, combined with the indoor compaction test parameters obtained in S3, 5 cylindrical specimens are prepared at compaction degrees of 93%, 94%, and 96%, respectively.

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