A soil and rock filling paving thickness design method suitable for intelligent compaction

Abstract

The application provides a soil and rock filling paving thickness design method suitable for intelligent compaction, and comprises the following steps: constructing a layered vibrating road roller-filling dynamics model; sequentially setting a soft interlayer in each layer of filling of the layered vibrating road roller-filling dynamics model to obtain a soft interlayer working condition model; solving and calculating the model to obtain a filling deformation acceleration attenuation coefficient β i and a CCV influence coefficient δ i ; solving a pre-established paving thickness mathematical model to obtain an optimal design value of the paving thickness which comprehensively considers compaction effect, compaction efficiency and an effective range of continuous compaction detection. The paving thickness design method provided by the application comprehensively considers the compaction effect, the compaction efficiency and the effective detection depth of the continuous compaction detection index, is suitable for soil and rock filling engineering using the intelligent compaction technology, and guarantees the compaction quality of the soil and rock filling.

Description

Technical Field

[0001] This invention belongs to the field of earthwork filling construction technology, specifically relating to a method for designing the paving thickness of earth and rock fill suitable for intelligent compaction. Background Technology

[0002] Earthwork filling typically employs vibratory rollers for compaction, and the fill material paving thickness is a crucial compaction parameter. On one hand, it's essential to ensure that the compaction degree of each layer meets specifications; excessive paving thickness can hinder compaction of the lower layers. On the other hand, paving thickness directly impacts filling efficiency; insufficient thickness reduces efficiency. Therefore, determining the appropriate paving thickness should improve filling efficiency while ensuring compaction quality. Traditional methods for determining paving thickness involve conducting on-site compaction tests. Different paving thicknesses are tested, and conventional compaction quality control indicators, such as degree of compaction and dynamic elastic modulus, are measured to determine the paving thickness, as well as compaction parameters such as the number of passes and roller speed.

[0003] In recent years, intelligent compaction technology has been widely applied in the compaction of soil and rock fill. Some scholars have proposed different Continuous Compaction Values ​​(CCVs) based on the dynamic response characteristics of road rollers, such as CMV, VCV, and MDP. Intelligent compaction technology uses these CCVs to continuously monitor and evaluate the compaction quality of the fill material, effectively ensuring its quality. While CCVs comprehensively reflect the compaction state of the fill material within a certain range, research on the effective detection depth of these CCVs is currently limited. If the paving thickness is too large, exceeding the control range of continuous compaction, the CCVs may fail to reflect the compaction quality of the lower layer, potentially leading to construction quality issues. Conversely, if the paving thickness is too small, the compaction quality of the lower layer will severely affect the continuous monitoring results of the upper layer, resulting in reduced accuracy. Traditional methods use conventional compaction quality control indicators to determine the paving thickness, without comprehensively considering the impact of paving thickness on CCVs, making them unsuitable for intelligent compaction technology. Summary of the Invention

[0004] To address the shortcomings of existing technologies, this invention provides a method for designing the paving thickness of soil and rock fill suitable for intelligent compaction, which can effectively solve the above-mentioned problems.

[0005] The technical solution adopted in this invention is as follows:

[0006] This invention provides a method for designing the paving thickness of soil-rock fill material suitable for intelligent compaction, comprising the following steps:

[0007] Step S1: Construct a layered vibratory roller-fill material dynamic model; the layered vibratory roller-fill material dynamic model divides the fill material into n layers along the depth, from top to bottom: layer 1, layer 2, ..., layer i, ..., layer n; where i = 1, 2, ..., n; the layered vibratory roller-fill material dynamic model is a working condition model without a weak interlayer.

[0008] Step S2: In the layered vibratory roller-fill dynamic model, weak interlayers are sequentially set in the first layer of fill, the second layer of fill, ..., the i-th layer of fill, ..., the n-th layer of fill, to construct weak interlayer working condition model 1, weak interlayer working condition model 2, ..., weak interlayer working condition model i, ..., weak interlayer working condition model n respectively.

[0009] Step S3, Model Solving:

[0010] Step S3.1: Determine the parameters of the vibratory roller and the physical and mechanical parameters of the soil and rock filler;

[0011] Step S3.2: Solve the dynamic model of the layered vibratory roller-fill material to obtain the deformation acceleration of each layer of fill material. and the vertical vibration acceleration of the vibrating wheel According to the vertical vibration acceleration of the vibrating wheel The corresponding continuous compaction test index value CCV0 is calculated.

[0012] Step S3.3: Solve for each weak interlayer working condition model i, i = 1, 2, ..., n, to obtain the vertical vibration acceleration of the vibrating wheel for the corresponding weak interlayer working condition model i. According to the vertical vibration acceleration of the vibrating wheel The corresponding continuous compaction test index value CCV was calculated. i ;

[0013] Step S4: Deformation acceleration of each layer of packing obtained in step S3.2. Analysis was conducted to obtain the packing deformation acceleration attenuation coefficient β for each layer of packing. i ;

[0014] Analyze the continuous compaction test index value CCV corresponding to each weak interlayer working condition model i. i And the continuous compaction test index value CCV0 when no weak interlayer is set, to obtain the CCV influence coefficient δ corresponding to each weak interlayer working condition model i. i That is, the CCV influence coefficient when a weak interlayer appears in the i-th layer of filler;

[0015] Step S5, based on the packing deformation acceleration attenuation coefficient βi and CCV influence coefficient δ i Solve the pre-established mathematical model of paving thickness to obtain the optimal design value of paving thickness that comprehensively considers compaction effect, compaction efficiency and the effective range of continuous compaction detection.

[0016] Preferably, step S1 specifically includes:

[0017] Step S1.1: Establish a layered packing model. Specifically, divide the packing into n layers along the depth, from top to bottom: layer 1, layer 2, ..., layer i, ..., layer n; where i = 1, 2, ..., n; and the thickness of each layer is h.

[0018] Step S1.2: During the compaction process, the pressure applied to the fill material by the roller has a diffusion effect. Therefore, the expression for the top layer force width of the i-th layer of fill material, as shown in formula (1), is established:

[0019] d i =d1+2(i-1)htanθ,i=1,2,...,n (1)

[0020] Where: d i d1 is the top layer of the i-th packing material bearing width; d1 is the top layer of the 1-th packing material bearing width, which is also the contact width between the vibrating wheel and the packing material on the surface of the compaction surface; h is the thickness of each packing layer; θ is the stress diffusion angle.

[0021] Step S1.3: Simplify each layer of packing into a spring-damping system. As the depth increases, the force-bearing area of ​​each layer of packing increases, thus the stiffness and damping coefficient of each layer of packing also change. Assuming the packing is a uniform isotropic material, the stiffness and damping coefficient of the packing are proportional to the force-bearing area. Then, establish the relationship between the stiffness and damping coefficient of each layer of packing and the stiffness and damping coefficient of the first layer of packing, as shown in formula (2):

[0022]

[0023] Where: k ei Let c be the stiffness of the i-th layer of filler. ei k is the damping coefficient of the i-th layer of packing; e1 c represents the stiffness of the first layer of packing. e1 The damping coefficient of the first layer of packing;

[0024] Step S1.4, based on formula (2), further establish the dynamic equation of the layered vibratory roller-soil system shown in formula (3):

[0025]

[0026] Where: mf For the quality of the mounting rack; c represents the vertical vibration acceleration of the upper frame. f This refers to the damping coefficient of the shock absorber; k is the deformation rate of the vibration damper. f For damper stiffness; λ f The deformation of the shock absorber is given by m; g is the acceleration due to gravity; m is the vibration damper deformation. d The mass of the vibrating wheel; F0 is the vertical vibration acceleration of the vibratory wheel; F0 is the excitation force of the roller; f is the vibration frequency; t is the compaction time of the fill material.

[0027] c e1 c is the damping coefficient of the first layer of packing; ei k is the damping coefficient of the i-th layer of packing; e1 k represents the stiffness of the first layer of filler. ei λ represents the stiffness of the i-th layer of filler; e1 λ represents the deformation of the first layer of packing. ei Let be the deformation amount of the i-th layer of filler; The deformation rate of the first layer of packing; Let be the deformation rate of the i-th layer of filler; c is the deformation acceleration of the i-th layer of filler; en Let be the damping coefficient of the nth layer of packing; k is the deformation rate of the nth layer of packing; en λ represents the stiffness of the nth layer of filler; en The deformation of the nth layer of filler;

[0028] In step S1.5, by combining formulas (2) and (3), the dynamic model of the layered vibratory roller-filler is constructed.

[0029] Preferably, step S2 specifically includes:

[0030] Step S2.1: When a weak interlayer is set in the i-th layer of fill in the layered vibratory roller-fill dynamic model, the stiffness k of the i-th layer of fill is... ei Due to the influence of the weak interlayer, the stiffness k' of the i-th layer of filler is reduced, as shown in formula (4). ei :

[0031]

[0032] Where: α is the packing stiffness reduction factor;

[0033] Step S2.2, modify formulas (2) and (3) to construct the weak interlayer working condition model i composed of formulas (5) and (6):

[0034]

[0035] Where: k' e1 This refers to the stiffness of the corrected first layer of packing.

[0036] Preferably, in step S3.1, the parameters of the vibratory roller include the upper frame mass m. f Damping coefficient c of the vibration damper f Vibration damper stiffness k f Vibrating wheel mass m d The vibration force F0 and vibration frequency f of the road roller; the physical and mechanical parameters of the soil and rock fill include the damping coefficient and stiffness of each layer of fill; the parameters of the vibratory road roller and the physical and mechanical parameters of the soil and rock fill are the input parameters of the layered vibratory road roller-fill dynamic model and the working condition model i of each weak interlayer.

[0037] Preferably, in step S4, the deformation acceleration of each layer of packing obtained from step S3.2 is... Analysis was conducted to obtain the packing deformation acceleration attenuation coefficient β for each layer of packing. i Specifically, it is calculated using formula (7):

[0038] β i =(1-A i / A g )×100% (7)

[0039] in:

[0040] A i Let be the total acceleration of the packing deformation at the bottom of the i-th layer of packing, calculated using formula (8):

[0041]

[0042] Let be the deformation acceleration of the j-th layer of packing;

[0043] A g The total acceleration of the surface filler deformation caused by the action of the vibrating wheel on the compacted surface is calculated using formula (9):

[0044]

[0045] This step is now complete.

[0046] Preferably, in step S4, the CCV influence coefficient δ i Calculated using formula (10):

[0047] δ i =(CCV0-CCV) i ) / CCV0×100% (10)

[0048] This step is now complete.

[0049] Preferably, step S5 specifically includes:

[0050] A mathematical model for the paving thickness, as shown in formula (11), is pre-established:

[0051]

[0052] Where: maxh×m is the objective function; m is the number of filler layers to be decided; 1≤m≤n;

[0053] β m δ is the packing deformation acceleration attenuation coefficient of the m-th packing layer; m This refers to the CCV influence coefficient corresponding to the weak interlayer model m, i.e., the CCV influence coefficient when the weak interlayer appears in the m-th layer of packing; β set An upper limit is set for the attenuation coefficient of packing deformation acceleration; δ set A lower limit value is set for the CCV influence coefficient, which is determined specifically based on the type of CCV in continuous compaction testing.

[0054] The method for designing the paving thickness of soil and rock fill material suitable for intelligent compaction provided by this invention has the following advantages:

[0055] The paving thickness design method proposed in this invention comprehensively considers the compaction effect, compaction efficiency, and effective detection depth of continuous compaction detection indicators. It is applicable to earthwork filling projects using intelligent compaction technology, ensuring the compaction quality of earth and rock fill. Attached Figure Description

[0056] Figure 1 A flowchart of a method for designing the paving thickness of soil and rock fill suitable for intelligent compaction, provided by the present invention;

[0057] Figure 2 The structural principle diagram of the layered vibratory roller-filler dynamic model provided by the present invention;

[0058] Figure 3 This invention provides a graph showing the relationship between the attenuation coefficient of packing deformation acceleration and depth.

[0059] Figure 4 The diagram showing the relationship between the CCV influence coefficient and depth provided by this invention. Detailed Implementation

[0060] To make the technical problems solved, the technical solutions, and the beneficial effects of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and are not intended to limit the invention.

[0061] See Figure 1 This invention provides a method for designing the paving thickness of soil and rock fill suitable for intelligent compaction, comprising the following steps:

[0062] Step S1: Construct a layered vibratory roller-fill material dynamic model; the layered vibratory roller-fill material dynamic model divides the fill material into n layers along the depth, from top to bottom: layer 1, layer 2, ..., layer i, ..., layer n; where i = 1, 2, ..., n; the layered vibratory roller-fill material dynamic model is a working condition model without a weak interlayer.

[0063] Step S1 is as follows:

[0064] Step S1.1: Establish a layered packing model. Specifically, divide the packing into n layers along the depth, from top to bottom: layer 1, layer 2, ..., layer i, ..., layer n; where i = 1, 2, ..., n; and the thickness of each layer is h.

[0065] Step S1.2: During the compaction process, the pressure applied to the fill material by the roller has a diffusion effect. Therefore, the expression for the top layer force width of the i-th layer of fill material, as shown in formula (1), is established:

[0066] d i =d1+2(i-1)htanθ,i=1,2,...,n (1)

[0067] Where: d i d1 is the top layer of the i-th packing material bearing width; d1 is the top layer of the 1-th packing material bearing width, which is also the contact width between the vibrating wheel and the packing material on the surface of the compaction surface; h is the thickness of each packing layer; θ is the stress diffusion angle.

[0068] Specifically, such as Figure 2 As shown, during the compaction process, the pressure exerted on the fill material by the road roller has a significant diffusion effect, resulting in different compaction effects from top to bottom of the fill layer. On the surface of the compaction surface, the contact width between the vibratory wheel and the fill material is d1, the interaction force between the vibratory wheel and the soil is P, and the pressure acting on the subgrade surface diffuses along the θ angle direction. The fill material is divided into multiple layers along the depth, with a thickness of h for each layer, which is recommended to be 5cm or 10cm. The resultant force on the top surface of each layer remains unchanged, which is P. Due to the stress diffusion effect, the expression for the top surface force width of the i-th layer of fill material shown in formula (1) is obtained.

[0069] Step S1.3: Simplify each layer of packing into a spring-damping system. As the depth increases, the force-bearing area of ​​each layer of packing increases, thus the stiffness and damping coefficient of each layer of packing also change. Assuming the packing is a uniform isotropic material, the stiffness and damping coefficient of the packing are proportional to the force-bearing area. Then, establish the relationship between the stiffness and damping coefficient of each layer of packing and the stiffness and damping coefficient of the first layer of packing, as shown in formula (2):

[0070]

[0071] Where: k ei Let c be the stiffness of the i-th layer of filler. ei k is the damping coefficient of the i-th layer of packing; e1 c represents the stiffness of the first layer of packing. e1 The damping coefficient of the first layer of packing;

[0072] Step S1.4, based on formula (2), further establish the dynamic equation of the layered vibratory roller-soil system shown in formula (3):

[0073]

[0074] Where: m f For the quality of the mounting rack; c represents the vertical vibration acceleration of the upper frame. f This refers to the damping coefficient of the shock absorber; k is the deformation rate of the vibration damper. f For damper stiffness; λ f The deformation of the shock absorber is given by m; g is the acceleration due to gravity; m is the vibration damper deformation. d The mass of the vibrating wheel; F0 is the vertical vibration acceleration of the vibratory wheel; F0 is the excitation force of the roller; f is the vibration frequency; t is the compaction time of the fill material.

[0075] c e1 c is the damping coefficient of the first layer of packing; ei k is the damping coefficient of the i-th layer of packing; e1 k represents the stiffness of the first layer of filler. ei λ represents the stiffness of the i-th layer of filler; e1 λ represents the deformation of the first layer of packing. ei Let be the deformation amount of the i-th layer of filler; The deformation rate of the first layer of packing; Let be the deformation rate of the i-th layer of filler; c is the deformation acceleration of the i-th layer of filler; en Let be the damping coefficient of the nth layer of packing; k is the deformation rate of the nth layer of packing; en λ represents the stiffness of the nth layer of filler;en The deformation of the nth layer of filler;

[0076] In step S1.5, by combining formulas (2) and (3), the dynamic model of the layered vibratory roller-filler is constructed.

[0077] Step S2: In the layered vibratory roller-fill dynamic model, weak interlayers are sequentially set in the first layer of fill, the second layer of fill, ..., the i-th layer of fill, ..., the n-th layer of fill, to construct weak interlayer working condition model 1, weak interlayer working condition model 2, ..., weak interlayer working condition model i, ..., weak interlayer working condition model n respectively.

[0078] Step S2 is as follows:

[0079] Step S2.1: When a weak interlayer is set in the i-th layer of fill in the layered vibratory roller-fill dynamic model, the stiffness k of the i-th layer of fill is... ei Due to the influence of the weak interlayer, the stiffness k' of the i-th layer of filler is reduced, as shown in formula (4). ei :

[0080]

[0081] Where: α is the packing stiffness reduction factor, and α can be set to 0.80.

[0082] Step S2.2, modify formulas (2) and (3) to construct the weak interlayer working condition model i composed of formulas (5) and (6):

[0083]

[0084] Where: k' e1 This refers to the stiffness of the corrected first layer of packing.

[0085] Step S3, Model Solving:

[0086] Step S3.1: Determine the parameters of the vibratory roller and the physical and mechanical parameters of the soil and rock filler;

[0087] The parameters of the vibratory roller include the upper frame mass m. f Damping coefficient c of the vibration damper f Vibration damper stiffness k f Vibrating wheel mass m dThe vibration force F0 and vibration frequency f of the road roller; the physical and mechanical parameters of the soil and rock fill include the damping coefficient and stiffness of each layer of fill; the parameters of the vibratory road roller and the physical and mechanical parameters of the soil and rock fill are the input parameters of the layered vibratory road roller-fill dynamic model and the working condition model i of each weak interlayer.

[0088] Step S3.2: Solve the dynamic model of the layered vibratory roller-fill material to obtain the deformation acceleration of each layer of fill material. and the vertical vibration acceleration of the vibrating wheel According to the vertical vibration acceleration of the vibrating wheel The corresponding continuous compaction test index value CCV0 is calculated.

[0089] Step S3.3: Solve for each weak interlayer working condition model i, i = 1, 2, ..., n, to obtain the vertical vibration acceleration of the vibrating wheel for the corresponding weak interlayer working condition model i. According to the vertical vibration acceleration of the vibrating wheel The corresponding continuous compaction test index value CCV was calculated. i ;

[0090] Step S4: Deformation acceleration of each layer of packing obtained in step S3.2. Analysis was conducted to obtain the packing deformation acceleration attenuation coefficient β for each layer of packing. i Therefore, the packing deformation acceleration attenuation coefficient β i The results were obtained through calculations using the layered vibratory roller-fill dynamics model without weak interlayers.

[0091] Analyze the continuous compaction test index value CCV corresponding to each weak interlayer working condition model i. i And the continuous compaction test index value CCV0 when no weak interlayer is set, to obtain the CCV influence coefficient δ corresponding to each weak interlayer working condition model i. i That is, the CCV influence coefficient when a weak interlayer appears in the i-th layer of filler;

[0092] Specifically, the packing deformation acceleration attenuation coefficient β i Specifically, the calculation is performed using formula (7):

[0093] β i =(1-A i / A g )×100% (7)

[0094] in:

[0095] A i Let be the total acceleration of the packing deformation at the bottom of the i-th layer of packing, calculated using formula (8):

[0096]

[0097] Let be the deformation acceleration of the j-th layer of packing;

[0098] A g The total acceleration of the surface filler deformation caused by the action of the vibrating wheel on the compacted surface is calculated using formula (9):

[0099]

[0100] packing deformation acceleration attenuation coefficient β i The calculation is complete.

[0101] Figure 3 The results calculated by the model show that as the depth increases, the attenuation coefficient β of the packing deformation acceleration first decreases rapidly and then gradually stabilizes. It decreases by about 50% at 20cm below the surface of the compacted surface and by more than 90% at 90cm.

[0102] CCV Influence Coefficient δ i Calculated using formula (10):

[0103] δ i =(CCV0-CCV) i ) / CCV0×100% (10)

[0104] This step is now complete.

[0105] Figure 4 The results calculated for the model show that as the depth increases, the CCV influence coefficient δ first decreases rapidly and then gradually stabilizes.

[0106] Furthermore, in step S4, the packing deformation acceleration attenuation coefficient β reflects the compaction effect. The larger β is, the greater the attenuation, and the worse the compaction effect of the packing at that depth. The CCV influence coefficient δ represents the influence of the packing compaction quality at a certain depth on the continuous compaction test index, reflecting the effective detection range of the continuous compaction test index. If δ is small, it means that the continuous compaction test index cannot effectively detect the packing compaction quality at that depth.

[0107] Step S5, based on the packing deformation acceleration attenuation coefficient β i and CCV influence coefficient δ i Solve the pre-established mathematical model of paving thickness to obtain the optimal design value of paving thickness that comprehensively considers compaction effect, compaction efficiency and the effective range of continuous compaction detection.

[0108] Step S5 is as follows:

[0109] A mathematical model for the paving thickness, as shown in formula (11), is pre-established:

[0110]

[0111] Where: maxh×m is the objective function; m is the number of filler layers to be decided; 1≤m≤n;

[0112] β m δ is the packing deformation acceleration attenuation coefficient of the m-th packing layer; m This refers to the CCV influence coefficient corresponding to the weak interlayer model m, i.e., the CCV influence coefficient when the weak interlayer appears in the m-th layer of packing; β set An upper limit value can be set for the attenuation coefficient of packing deformation acceleration, which can be 50% to 60%; δ set A lower limit value is set for the CCV influence coefficient, which is determined specifically based on the type of CCV in continuous compaction testing.

[0113] In practical applications, after calculating the optimal design value for the number of filler paving layers, multiply it by h to obtain the paving thickness H, and then conduct field tests. The filler paving thickness is H, and a vibratory roller is used for compaction according to the set compaction parameters. During the compaction process, the conventional compaction quality test index is tested, and the vibration wheel signal is collected in real time to calculate CCV. After compaction is completed, the conventional compaction quality test index is tested. Verify whether the test results meet the following requirements: (1) the filler compaction quality meets the design requirements; (2) the correlation coefficient between the conventional compaction quality test results and the continuous compaction test results meets the design requirements. If the requirements are met, the paving thickness is determined to be H; if the requirements are not met, 1 to 2 more sets of tests are conducted to expand the data range and verify again; if the requirements are still not met, the paving thickness should be appropriately reduced.

[0114] The paving thickness design method proposed in this invention comprehensively considers the compaction effect, compaction efficiency, and effective detection depth of continuous compaction detection indicators. It is applicable to earthwork filling projects using intelligent compaction technology, ensuring the compaction quality of earth and rock fill.

[0115] The main innovations of this invention are:

[0116] (1) A dynamic model of layered vibratory roller-filler and its dynamic equations were proposed;

[0117] (2) Two indices, the packing deformation acceleration attenuation coefficient β and the CCV influence coefficient δ, are proposed, along with their calculation methods, namely β i =(1-A i / A g )×100%, δ i =(CCV0-CCV) i ) / CCV0×100%;

[0118] (3) A method for determining the paving thickness of the filler using the filler deformation acceleration attenuation coefficient β and the CCV influence coefficient δ is proposed, namely...

[0119] Compared with the traditional method of determining the filler paving thickness based solely on conventional test indicators in field compaction tests, the method proposed in this invention takes into account the effective detection depth of continuous compaction test indicators, making it more suitable for situations where intelligent compaction technology is adopted.

[0120] The above description is only a preferred embodiment of the present invention. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the principle of the present invention, and these improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A method for designing the paving thickness of earth-rock fillings suitable for intelligent compaction, characterized in that, The method comprises the following steps: Step S1, constructing a layered vibratory roller-filling dynamics model; the layered vibratory roller-filling dynamics model divides the filling along the depth into layers, from top to bottom, respectively: the 1st layer of filling, the 2nd layer of filling, …, the layer of filling, …, the layer of filling; wherein, ; the layered vibratory roller-filling dynamics model is a working condition model without setting a soft interlayer; Step S2, setting soft interlayer in the first layer of fillings of the layered vibratory roller-fill dynamics model, setting soft interlayer in the second layer of fillings, …, setting soft interlayer in the nth layer of fillings in turn. setting soft interlayer in the first layer of fillings, setting soft interlayer in the second layer of fillings, …, setting soft interlayer in the nth layer of fillings in turn. setting soft interlayer in the first layer of fillings, setting soft interlayer in the second layer of fillings, …, setting soft interlayer in the nth layer of fillings in turn. setting soft interlayer in the first layer of fillings, setting soft interlayer in the second layer of fillings, …, setting soft interlayer in the nth layer of fillings in turn. ​ Step S3, model solving: Step S3.1, determining the vibration roller parameters and the physical and mechanical parameters of the earth-rock filling; Step S3.2, solving the layered vibratory compactor-fill dynamics model to obtain the deformation acceleration of each layer of fill and the vertical vibration acceleration of the vibratory drum ; according to the vertical vibration acceleration of the vibratory drum , calculating the corresponding continuous compaction detection index value ; Step S3.3, solving each soft interlayer working condition model , , obtaining the vertical vibration acceleration of the vibrating wheel corresponding to the soft interlayer working condition model ; according to the vertical vibration acceleration of the vibrating wheel , the continuous compaction detection index value corresponding is calculated ;​ Step S4. The deformation acceleration of each layer of filler obtained by solving step S3.2 Analysis is performed to obtain the filler deformation acceleration decay coefficient of each layer of filler ; The continuous compaction detection index values corresponding to each soft interlayer working condition model The continuous compaction detection index values when no soft interlayer is arranged The continuous compaction detection index values when no soft interlayer is arranged The influence coefficients corresponding to each soft interlayer working condition model The influence coefficients corresponding to each soft interlayer working condition model The influence coefficients corresponding to each soft interlayer working condition model The influence coefficients corresponding to each soft interlayer working condition model The influence coefficients corresponding to each soft interlayer working condition model The influence coefficients corresponding to each soft interlayer working condition model The deformation acceleration of each layer of filler obtained by solving the pair of steps S3.2 The filler deformation acceleration attenuation coefficient of each layer of filler is obtained by analysis Specifically, formula (7) is used for calculation: （7） where: is the first total acceleration of the filler at the bottom of the layer of filler, calculated by equation (8): （8） for the first acceleration of deformation of the layer of filler; The total deformation acceleration of the surface layer caused by the vibrating roller is calculated by equation (9): （9） influence coefficient is calculated by equation (10): （10） Step S5, based on the packing deformation acceleration attenuation coefficient and Influence coefficient Solve the pre-established mathematical model of paving thickness to obtain the optimal design value of paving thickness that comprehensively considers compaction effect, compaction efficiency and the effective range of continuous compaction detection; Step S5 is specifically: The paving thickness mathematical model shown in formula (11) is pre-established: （11） in: The objective function is... The number of filler layers to be laid is a variable to be determined; h represents the thickness of each layer of filler. For the first The packing deformation acceleration attenuation coefficient of layered packing; To correspond to the weak interlayer working condition model of Influence coefficient, i.e., the number of times the weak interlayer appears. Layer packing Influence coefficient; Set an upper limit value for the packing deformation acceleration attenuation coefficient; for The lower limit of the influence coefficient is set based on the continuous compaction test indicators. The specific types are determined.

2. The method for designing the paving thickness of earth-rock fillings suitable for intelligent compaction according to claim 1, characterized in that, Step S1 is specifically: Step S1.1, a layered filler model is established, specifically, the filler is divided into layers along the depth, from top to bottom, respectively: 1st layer of filler, 2nd layer of filler, …, and the nth layer of filler. , and the nth layer of filler; wherein, ; the thickness of each layer of filler is h. ; the thickness of each layer of filler is h. Step S1.2, when the roller is in the process of rolling construction, the pressure acting on the filler has a diffusion effect, the first Expression of the top layer of the layer filler stress width: （1） Wherein: is the top layer of the first layer of filler; is the top layer of the first layer of filler; is the top layer of the first layer of filler, and is also the contact width of the rolling surface layer vibration wheel and the filler; is the thickness of each layer of filler; is the stress diffusion angle; Step S1.3, simplifying each layer of filling into a spring-damping system, and as the depth increases, the stress area of each layer of filling becomes larger, so the stiffness and damping coefficient of each layer of filling also change; assuming that the filling is a uniform and isotropic material, the stiffness of the filling and the damping coefficient of the filling are proportional to the stress area, so the relationship formula of the stiffness and damping coefficient of each layer of filling and the stiffness and damping coefficient of the first layer of filling shown in formula (2) is established: （2） wherein: is the stiffness of the first layer of filler, is the damping coefficient of the first layer of filler; is the stiffness of the second layer of filler, is the damping coefficient of the second layer of filler; is the stiffness of the first layer of filler, is the damping coefficient of the first layer of filler; Step S1.4, on the basis of formula (2), the dynamic equation of the layered vibration roller-soil system shown in formula (3) is further established: （3） wherein: is the upper frame mass; is the upper frame vertical vibration acceleration; is the damper damping coefficient; is the damper deformation rate; is the damper stiffness; is the damper deformation amount; is the gravitational acceleration; is the vibrating wheel mass; is the vibrating wheel vertical vibration acceleration; is the compactor excitation force; is the vibration frequency; is the fill compaction time; The damping coefficient of the first layer of packing; For the first Damping coefficient of the packing layer; The stiffness of the first layer of filler; For the first The stiffness of the packing layer; This represents the deformation of the first layer of filler. For the first The deformation of the packing layer; The deformation rate of the first layer of packing; For the first Deformation rate of the packing layer; For the first Deformation acceleration of the packing layer; For the first Damping coefficient of the packing layer; For the first Deformation rate of the packing layer; For the first The stiffness of the packing layer; For the first The deformation of the packing layer; Step S1.5, combined with formula (2) and formula (3), the layered vibration roller-filling dynamics model is constructed.

3. The method for designing the paving thickness of earth-rock fillings suitable for intelligent compaction according to claim 2, characterized in that, Step S2 is specifically: Step S2.1, when the layered vibratory roller-filler dynamic model is in its first step... When a weak interlayer is set in the packing layer, then the first... stiffness of the packing layer Due to the influence of weak interlayers, the reduction is achieved, resulting in the corrected first layer as shown in formula (4). stiffness of the packing layer : （4） wherein: is the fillers stiffness reduction factor; Step S2.2, modifying formula (2) and formula (3) to build a soft interlayer working condition model composed of formula (5) and formula (6) : （5） （6） wherein: K1 is the stiffness of the first layer of filler.

4. The method for designing the paving thickness of earth-rock fillings suitable for intelligent compaction according to claim 3, characterized in that, In step S3.1, the vibratory roller parameters include upper frame mass , damper damping coefficient , damper stiffness , vibratory drum mass , roller excitation force , and vibration frequency ; the soil-rock fill physical and mechanical parameters include the damping coefficient of each layer of fill and the stiffness of each layer of fill; the vibratory roller parameters and the soil-rock fill physical and mechanical parameters are input parameters for the layered vibratory roller-fill dynamics model and each weak interlayer working condition model .

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