A method for designing parameters for dynamic compaction treatment of saturated soft soil foundation

Abstract

The present invention provides a method for designing parameters for strong compaction treatment of saturated soft soil foundation, which belongs to the technical field of foundation treatment and solves the problem in the prior art that the spacing between tamping points and the interval time between two tampings are mainly determined by engineering experience. Before construction, a monitoring hole is arranged at the center of the test area, and a pore water pressure monitoring sensor is installed in the monitoring hole; tamping construction is carried out at positions with different distances from the monitoring hole, and the pore water pressure monitoring sensor monitors the size of the excess pore water pressure generated in the monitoring hole when the tamping construction is carried out at positions with different distances; the minimum distance between two tamping points that meet the tamping requirements and the minimum value of the interval time between two tampings are obtained by calculation. In the case of obtaining the permeability coefficient based on geological survey data, the method provided by the present invention can be used to more scientifically and reliably determine the spacing between tamping points and the interval time between two tampings, so that the construction period can be reasonably planned and the tamping cost can be saved.

Description

Technical Field

[0001] The invention belongs to the technical field of foundation treatment, and in particular to a method for designing parameters of strong compaction treatment of saturated soft soil foundation. Background Art

[0002] Dynamic compaction is a foundation treatment method that uses a dynamic compaction machine to drop a heavy hammer freely from a certain height to compact the soil pores to improve the bearing capacity and compression modulus of the soft soil foundation. When the dynamic compaction method is used for foundation treatment of saturated soft soil foundation, because the pores between soft soil particles are filled with water, and water itself has compressive resistance, under the action of instantaneous tamping energy, instantaneous excess pore water pressure will be generated. During the dissipation of excess pore water pressure, the effective stress of soil particles increases to achieve the effect of compacting and compacting the soil.

[0003] The key parameters that need to be determined when designing the dynamic compaction method are mainly the spacing between the tamping points and the interval time between two tampings. When performing dynamic compaction treatment on saturated soft soil foundations, since dynamic compaction produces excess pore water pressure, in order to ensure the effect of dynamic compaction treatment, each tamping construction should ensure that the excess pore water pressure generated by the previous tamping construction has basically dissipated. However, if the time interval between two tampings is too long, it will seriously affect the construction period of the dynamic compaction treatment. How to scientifically and accurately determine the dissipation time of the excess pore water pressure generated by the dynamic compaction of saturated soft soil foundations is of great significance for guiding on-site construction, reasonably arranging construction time, and reducing costs; after calculating the minimum value of the spacing between the tamping points, the number of tamping points can be reduced while ensuring the effect of tamping, thereby reducing the tamping cost.

[0004] At present, when designing the strong compaction treatment method for saturated soft soil foundation, the spacing between the compaction points and the interval time between two compactions are mainly determined by experience based on the soil type of the site. For specific sites, there is no clear method to provide guidance and reference. Summary of the invention

[0005] In view of the above problems, the purpose of the present invention is to provide a method for designing parameters of saturated soft soil foundation compaction treatment based on the permeability coefficient obtained from geological survey data. The method provided by the present invention can more scientifically and reliably determine the spacing between tamping points and the interval time between two tampings, so as to reasonably plan the construction period and save tamping costs.

[0006] The technical solution adopted by the present invention is as follows:

[0007] A method for designing parameters of saturated soft soil foundation compaction treatment, comprising the following steps:

[0008] S1. Select a representative site for experimental construction at the construction site. Before construction, arrange a monitoring hole in the center of the test area, and install a pore water pressure monitoring sensor in the monitoring hole;

[0009] S2. Ramming construction is performed at different distances from the monitoring holes. The pore water pressure monitoring sensor monitors the excess pore water pressure generated in the monitoring holes when ramming construction is performed at different distances. The excess pore water pressure data generated at different horizontal distances between the ramming point and the monitoring hole are obtained. According to the one-dimensional standard normal distribution function N (0, σ 2 ) is used to fit the distribution trend of excess pore water pressure on any section of the impact point during actual compaction of saturated soft soil sites; the relationship between the excess pore water pressure and the horizontal distance generated during compaction is obtained by fitting the following:

[0010] ,

[0011] Where P is the excess pore water pressure, k1 and k2 are fitting coefficients, and a is the horizontal distance between the pore water pressure monitoring sensor and the compaction point;

[0012] According to the fitting results, when the maximum excess pore water pressure around the tamping point is equal to 10% of the maximum excess pore water pressure at the center of the tamping point, the corresponding horizontal distance a is the minimum distance between two tamping points that meets the tamping requirements;

[0013] S3. According to the relationship between the excess pore water pressure and the distance in step S2, the relationship between the excess pore water pressure P and the plane position with the tamping point as the origin is as follows:

[0014] ,

[0015] Among them, k1 and k2 are fitting coefficients, and x and y are the coordinate values ​​of the plane position;

[0016] S4. According to the relationship between the excess pore water pressure P generated during the dynamic compaction obtained in step S3 and the plane position, the equivalent water level height of the excess pore water pressure and the hydrostatic pressure is used as the initial condition. The dissipation process of the excess pore water pressure generated by the dynamic compaction of the saturated soft soil site is simulated and calculated using Darcy's seepage law. The formula is as follows:

[0017] ,

[0018] Among them, q is the seepage rate per unit time; k is the permeability coefficient; i is the equivalent hydraulic gradient; A is the cross-sectional area of ​​seepage;

[0019] According to step S3, the cross-sectional area of ​​any vertical cylindrical seepage flow around the tamping point is:

[0020] ,

[0021] Where r is the distance from the center of the impact point; h is the equivalent water level height;

[0022] The equivalent hydraulic gradient on this section is:

[0023] ,

[0024] The seepage volume on any vertical cylindrical seepage cross section around the tamping point per unit time is:

[0025] ;

[0026] S5. When considering a single impact point, the excess pore water pressure distribution generated by strong compaction is centrally symmetrical with the impact point as the center. In the simulation calculation, the test area is divided into several micro-units of circular rings, with the inner diameter of the circular ring being r1, the outer diameter being r2, and the center of the circle being the impact point.

[0027] S6. During the simulation of seepage calculation, the equivalent pore water pressure in each micro-unit changes with time, which is mainly related to the amount of water seeping into and out of the micro-unit. The calculation formula is as follows:

[0028] ,

[0029] ,

[0030] in, is the equivalent pore water pressure of the i-th microunit after seepage occurs at a certain moment; is the equivalent pore water pressure of the i-th microunit before seepage occurs at a certain moment; is the amount of water that enters the i-th micro-unit when seepage occurs; is the amount of water flowing out of the i-th micro-unit when seepage occurs; is the projection area of ​​the i-th micro-unit plane; is the groundwater density; is the acceleration due to gravity;

[0031] The simulated seepage volume per unit time between adjacent micro-units is calculated as follows:

[0032] ,

[0033] ,

[0034] ,

[0035] ,

[0036] ,

[0037] ,

[0038] Where k is the permeability coefficient; is the hydraulic gradient between the i-1th micro-unit and the i-th micro-unit; is the hydraulic gradient between the i-th micro-unit and the i+1-th micro-unit; The cross-sectional area of ​​water seepage between the i-1th micro-unit and the i-th micro-unit; The cross-sectional area of ​​water seepage between the i-th micro-unit and the i+1-th micro-unit; is the time step of simulation calculation; , , are the simulated equivalent water level heights of three adjacent micro-units;

[0039] It is calculated that when the range of equivalent pore water pressure in the test area at a certain time is 10% of the range of equivalent pore water pressure in the initial state, then this time is the minimum interval between two tamping times.

[0040] Preferably, in step S2, the tamping points are arranged in an equilateral rectangle with a spacing of no greater than rice.

[0041] Preferably, a plurality of pore water pressure monitoring sensors are arranged at equal intervals in the monitoring hole.

[0042] Preferably, in step S6, within the simulation time step, the amount of water simulated to flow in or out between adjacent micro-units is not greater than the total water volume difference between the unit and the adjacent micro-units.

[0043] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are:

[0044] When the permeability coefficient is obtained according to geological survey data, the method provided by the present invention can be used to more scientifically and reliably determine the spacing between tamping points and the interval time between two tampings, so that the construction period can be reasonably planned and the tamping cost can be saved. BRIEF DESCRIPTION OF THE DRAWINGS

[0045] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments are briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without creative work.

[0046] Figure 1 A schematic diagram of the arrangement of tamping points in a tamping test area provided by an embodiment of the present invention;

[0047] Figure 2A graph of maximum excess pore water pressure-distance generated during the dynamic compaction process provided by an embodiment of the present invention;

[0048] Figure 3 A surface diagram of the maximum excess pore water pressure-plane position generated during the dynamic compaction process provided by an embodiment of the present invention;

[0049] Figure 4 A schematic diagram of simulated seepage between adjacent micro-units provided by an embodiment of the present invention;

[0050] Figure 5 A curve diagram of the equivalent pore water pressure at 0.01 hour and the horizontal distance between the impact points provided in an embodiment of the present invention;

[0051] Figure 6 A graph of equivalent pore water pressure at 60 hours versus horizontal distance between impact points provided by an embodiment of the present invention;

[0052] Figure 7 A curve diagram of equivalent pore water pressure at 72 hours versus horizontal distance between impact points provided in an embodiment of the present invention. DETAILED DESCRIPTION

[0053] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Generally, the components of the embodiments of the present invention described and shown in the drawings here can be arranged and designed in various different configurations.

[0054] Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the invention claimed for protection, but merely represents selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0055] In the description of the present invention, it should be noted that if the terms "center", "up", "down", "left", "right", "vertical", "horizontal", "inside", "outside" and the like appear, the orientation or position relationship indicated is based on the orientation or position relationship shown in the accompanying drawings, or is the orientation or position relationship in which the product of the application is usually placed when used. It is only for the convenience of describing the present invention and simplifying the description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0056] Combine the following Figure 1-Figure 7 The present invention is described in detail.

[0057] Example:

[0058] A method for designing parameters of saturated soft soil foundation compaction treatment comprises the following steps:

[0059] S1. Select a representative site for experimental construction at the construction site. Before construction, arrange a monitoring hole in the center of the test area, and install a pore water pressure monitoring sensor in the monitoring hole; several pore water pressure monitoring sensors are arranged at equal intervals in the monitoring hole; select a square test area, and use three times of point tamping. The first tamping point takes the monitoring hole as the starting point and is arranged in a square. The second tamping point is arranged at the center of every four square tamping points in the first tamping point. The third tamping point is arranged at the center of every four adjacent tamping points formed after the first and second tamping points are completed. Each point is tamped 5 times in each time, and the tamping energy is 8000kN.m.

[0060] S2. Ramming construction is performed at different distances from the monitoring holes. The pore water pressure monitoring sensor monitors the excess pore water pressure generated in the monitoring holes when ramming construction is performed at different distances. The excess pore water pressure data generated at different horizontal distances between the ramming point and the monitoring hole are obtained. According to the one-dimensional standard normal distribution function N (0, σ 2 ) is used to fit the distribution trend of excess pore water pressure on any section of the impact point during actual compaction of saturated soft soil sites; the relationship between the excess pore water pressure and the horizontal distance generated during compaction is obtained by fitting the following:

[0061] ,

[0062] Where P is the excess pore water pressure, k1 and k2 are fitting coefficients, and a is the horizontal distance between the pore water pressure monitoring sensor and the compaction point;

[0063] According to the fitting results, when the maximum excess pore water pressure around the tamping point is equal to 10% of the maximum excess pore water pressure at the center of the tamping point, the corresponding horizontal distance a is the minimum distance between the two tamping points that meet the tamping requirements; when the maximum excess pore water pressure around the tamping point is lower than 10% of the maximum excess pore water pressure at the center of the tamping point, the effect of continued strong tamping is less affected by the excess pore water pressure, so 10% of the maximum excess pore water pressure at the center is used as the judgment standard;

[0064] When tamping points are arranged in an equilateral rectangle, the spacing should not be greater than Meters; when other forms of tamping points are used, the spacing between points is determined according to the specific geometric relationship;

[0065] S3. According to the relationship between the excess pore water pressure and the distance in step S2, the relationship between the excess pore water pressure P and the plane position with the tamping point as the origin is as follows:

[0066] ,

[0067] Among them, k1 and k2 are fitting coefficients, and x and y are the coordinate values ​​of the plane position;

[0068] S4. According to the relationship between the excess pore water pressure P generated during the dynamic compaction obtained in step S3 and the plane position, the equivalent water level height of the excess pore water pressure and the hydrostatic pressure is used as the initial condition. The dissipation process of the excess pore water pressure generated by the dynamic compaction of the saturated soft soil site is simulated and calculated using Darcy's seepage law. The formula is as follows:

[0069] ,

[0070] Among them, q is the seepage rate per unit time; k is the permeability coefficient; i is the equivalent hydraulic gradient; A is the cross-sectional area of ​​seepage;

[0071] According to step S3, the cross-sectional area of ​​any vertical cylindrical seepage flow around the tamping point is:

[0072] ,

[0073] Where r is the distance from the center of the impact point; h is the equivalent water level height;

[0074] The equivalent hydraulic gradient on this section is:

[0075] ,

[0076] The seepage volume on any vertical cylindrical seepage cross section around the tamping point per unit time is:

[0077] ;

[0078] S5. When considering a single impact point, the excess pore water pressure distribution generated by strong compaction is centrally symmetrical with the impact point as the center. In the simulation calculation, the test area is divided into several micro-units of circular rings, with the inner diameter of the circular ring being r1, the outer diameter being r2, and the center of the circle being the impact point.

[0079] S6. During the simulation of seepage calculation, the equivalent pore water pressure in each micro-unit changes with time, which is mainly related to the amount of water seeping into and out of the micro-unit. The calculation formula is as follows:

[0080] ,

[0081] ,

[0082] in, is the equivalent pore water pressure of the i-th microunit after seepage occurs at a certain moment; is the equivalent pore water pressure of the i-th microunit before seepage occurs at a certain moment; is the amount of water that enters the i-th micro-unit when seepage occurs; is the amount of water flowing out of the i-th micro-unit when seepage occurs; is the projection area of ​​the i-th micro-unit plane; is the groundwater density; is the acceleration due to gravity;

[0083] The simulated seepage volume per unit time between adjacent micro-units is calculated as follows:

[0084] ,

[0085] ,

[0086] ,

[0087] ,

[0088] ,

[0089] ,

[0090] Where k is the permeability coefficient; is the hydraulic gradient between the i-1th micro-unit and the i-th micro-unit; is the hydraulic gradient between the i-th micro-unit and the i+1-th micro-unit; The cross-sectional area of ​​water seepage between the i-1th micro-unit and the i-th micro-unit; The cross-sectional area of ​​water seepage between the i-th micro-unit and the i+1-th micro-unit; is the time step of simulation calculation; , , are the simulated equivalent water level heights of three adjacent micro-units;

[0091] Within the simulation time step, the amount of water simulated flowing in or out between adjacent micro-units is not greater than the total water difference between the unit and the adjacent micro-units;

[0092] It is calculated that when the range of equivalent pore water pressure in the test area at a certain time is 10% of the range of equivalent pore water pressure in the initial state, then this time is the minimum interval between two tamping times.

[0093] During the dynamic compaction construction process, the excess pore water pressure generated in the saturated soft soil gradually decreases with the increase of distance. In any section past the compaction point, when the excess pore water pressure generated by the dynamic compaction is taken as the origin of the horizontal coordinate and the vertical coordinate is the excess pore water pressure generated by the dynamic compaction, the distance-excess pore water pressure curve obtained in any section is large near the origin. The farther from the origin, the smaller the excess pore water pressure. The shape of the curve is similar to the probability density curve of the one-dimensional normal distribution. Therefore, the probability density curve of the one-dimensional normal distribution is used to fit the trend of the excess pore water pressure distribution on any section past the compaction point during the actual dynamic compaction of the saturated soft soil site.

[0094] Specific implementation process:

[0095] A test area with a range of 30m×30m was selected. Gravel piles were used as pore water pressure dissipation channels. The diameter of the gravel piles was 500mm and the length was 13m. The gravel piles were arranged in a 5.0m×5.0m square. Monitoring holes with a hole diameter of 110mm and a hole depth of 13m were set. PPR pipes with pre-processed seepage holes (PPR pipe diameter of 70mm and length of 13m) were placed in the holes. The calibrated pore water pressure monitoring sensors were numbered and placed in the pipes at vertical intervals of 1.2m in sequence. Coarse sand was backfilled inside and outside the pipes. The seepage holes had a diameter of 3cm and a spacing of 15cm, and were symmetrically staggered around the PPR pipes.

[0096] like Figure 1 As shown, the strong compaction adopts three point tampings with a tamping energy of 8000 kN·m. The tamping points of the first time are arranged in a 7.0m×7.0m square. The tamping points of the second time are arranged at the center of every four square-arranged tamping points of the first time. The tamping points of the third time are arranged at the center of every four adjacent tamping points formed after the completion of the first and second tamping points. Each point is tamped 5 times in each time.

[0097] During the dynamic compaction construction in the test compaction area, the excess pore water pressure at different depths of 3.50m, 4.95m, 7.00m, 7.83m, 9.90m, 10.50m, 11.07m, 12.62m, and 14.00m from the compaction point can be monitored. Figure 1 As shown, during the first tamping construction, the tamping point closest to the monitoring hole was 7.0 meters, followed by 9.90 meters, and finally 14.0 meters; during the second tamping construction, the tamping point closest to the monitoring hole was 4.95 meters, followed by 11.07 meters; during the third tamping construction, the tamping point closest to the monitoring hole was 3.50 meters, followed by 7.83 meters, and finally 10.50 meters.

[0098] The maximum excess pore water pressure value is taken at each of the above tamping points and the formula is obtained by fitting:

[0099] ,

[0100] The above formula is made into Figure 2 As shown in the curve graph, the maximum value of the curve (i.e. the maximum excess pore water pressure) is 61.6 kPa; when the excess pore water pressure is taken as 6.16 kPa (10% of the maximum value), the horizontal distance a from the monitoring hole to the center point of the compaction hammer is 10.5 m.

[0101] Therefore, when the site is subjected to the impact energy of 8000 kN·m and the distance from the center of the strong tamping hammer is greater than 10.5 m, the excess pore water pressure generated is less than 6.16 kPa. The spacing between the tamping points is determined accordingly, that is, the spacing between the tamping points should be less than or equal to 10.5 m (if the tamping points are arranged in an equilateral rectangle, the spacing should not be greater than 7.42 m).

[0102] According to the relationship between excess pore water pressure and distance, the relationship between the excess pore water pressure P and the plane position with the tamping point as the origin is as follows:

[0103] ,

[0104] The curve corresponding to the above formula is as follows Figure 3 shown.

[0105] The simulation calculation is based on a circular range with a radius of 20 m, which is divided into 50 circular micro-units. The permeability coefficient of the soft soil is 6×10 -4 cm / s; in step S4, the equivalent water level of each micro unit is the equivalent water level after the excess pore water pressure generated by strong compaction at the corresponding plane position plus the hydrostatic pressure. In this implementation process, the static water level of the formation is 5m, and the equivalent water level of each micro unit at the center line of the ring is taken as the representative value. The initial equivalent pore water pressure calculated by simulation is the superposition of the hydrostatic pressure and the excess pore water pressure.

[0106] The simulated equivalent pore water pressure at different time points in this implementation process is distributed on the profile along the tamping point as follows: Figure 5-7 shown. Figure 5 is the equivalent pore water pressure in the initial state and the horizontal distance between the impact points. Figure 5 The maximum value is 111.48, the minimum value is 50.02, and the initial range is 61.46; Figure 6 The maximum value is 62.19, the minimum value is 55.49, and the range is 6.70; Figure 7 The maximum value is 60.83, the minimum value is 56.09, and the range is 4.74.

[0107] At the 60th hour, the range of the equivalent pore water pressure was 10.90% of the initial range; at the 72nd hour, the range of the equivalent pore water pressure was 7.71% of the initial range, so the optimal tamping interval is between the 60th and 72nd hours, and the time can be further determined according to demand. Therefore, the interval between two tampings during large-area dynamic tamping construction can be reasonably arranged according to the construction schedule.

[0108] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for designing parameters for saturated soft soil foundation compaction treatment, characterized in that: The following steps are involved: S1. Select a representative site for experimental construction at the construction site. Before construction, arrange a monitoring hole in the center of the test area, and install a pore water pressure monitoring sensor in the monitoring hole; S2. Ramming construction is performed at different distances from the monitoring holes. The pore water pressure monitoring sensor monitors the excess pore water pressure generated in the monitoring holes when ramming construction is performed at different distances. The excess pore water pressure data generated at different horizontal distances between the ramming point and the monitoring hole are obtained. According to the one-dimensional standard normal distribution function N (0, σ 2 ) is used to fit the distribution trend of excess pore water pressure on any section of the impact point during actual compaction of saturated soft soil sites; the relationship between the excess pore water pressure and the horizontal distance generated during compaction is obtained by fitting the following: ， Where P is the excess pore water pressure, k1 and k2 are fitting coefficients, and a is the horizontal distance between the pore water pressure monitoring sensor and the compaction point; According to the fitting results, when the maximum excess pore water pressure around the tamping point is equal to 10% of the maximum excess pore water pressure at the center of the tamping point, the corresponding horizontal distance a is the minimum distance between two tamping points that meets the tamping requirements; S3. According to the relationship between the excess pore water pressure and the distance in step S2, the relationship between the excess pore water pressure P and the plane position with the tamping point as the origin is as follows: ， Among them, k1 and k2 are fitting coefficients, and x and y are the coordinate values ​​of the plane position; S4. According to the relationship between the excess pore water pressure P generated during the dynamic compaction obtained in step S3 and the plane position, the equivalent water level height of the excess pore water pressure and the hydrostatic pressure is used as the initial condition. The dissipation process of the excess pore water pressure generated by the dynamic compaction of the saturated soft soil site is simulated and calculated using Darcy's seepage law. The formula is as follows: ， Among them, q is the seepage rate per unit time; k is the permeability coefficient; i is the equivalent hydraulic gradient; A is the cross-sectional area of ​​seepage; According to step S3, the cross-sectional area of ​​any vertical cylindrical seepage flow around the tamping point is: ， Where r is the distance from the center of the impact point; h is the equivalent water level height; The equivalent hydraulic gradient on this section is: ， The seepage volume on any vertical cylindrical seepage cross section around the tamping point per unit time is: ； S5. When considering a single impact point, the excess pore water pressure distribution generated by strong compaction is centrally symmetrical with the impact point as the center. In the simulation calculation, the test area is divided into several micro-units of circular rings, with the inner diameter of the circular ring being r1, the outer diameter being r2, and the center of the circle being the impact point. S6. During the simulation of seepage calculation, the equivalent pore water pressure in each micro-unit changes with time, which is mainly related to the amount of water seeping into and out of the micro-unit. The calculation formula is as follows: ， ， in, is the equivalent pore water pressure of the i-th microunit after seepage occurs at a certain moment; is the equivalent pore water pressure of the i-th microunit before seepage occurs at a certain moment; is the amount of water that enters the i-th micro-unit when seepage occurs; is the amount of water flowing out of the i-th micro-unit when seepage occurs; is the projection area of ​​the i-th micro-unit plane; is the groundwater density; is the acceleration due to gravity; The simulated seepage volume per unit time between adjacent micro-units is calculated as follows: ， ， ， ， ， ， Where k is the permeability coefficient; is the hydraulic gradient between the i-1th micro-unit and the i-th micro-unit; is the hydraulic gradient between the i-th micro-unit and the i+1-th micro-unit; The cross-sectional area of ​​water seepage between the i-1th micro-unit and the i-th micro-unit; The cross-sectional area of ​​water seepage between the i-th micro-unit and the i+1-th micro-unit; is the time step of simulation calculation; , , are the simulated equivalent water level heights of three adjacent micro-units; It is calculated that when the range of equivalent pore water pressure in the test area at a certain time is 10% of the range of equivalent pore water pressure in the initial state, then this time is the minimum interval between two tamping times.

2. A method for designing parameters for strong compaction treatment of saturated soft soil foundation according to claim 1, characterized in that: In step S2, the tamping points are arranged in an equilateral rectangle with a spacing of no greater than rice.

3. The method for designing parameters of saturated soft soil foundation compaction treatment according to claim 1 is characterized in that: Several pore water pressure monitoring sensors are arranged in the monitoring holes at equal intervals.

4. The method for designing parameters for saturated soft soil foundation compaction treatment according to claim 1 is characterized in that: In step S6, within the simulation time step, the amount of water simulated to flow in or out between adjacent micro-units is not greater than the total water volume difference between the unit and the adjacent micro-units.

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