A method, device and construction optimization method for measuring volume replacement rate of vibratory piles

Abstract

The present invention relates to a method, device, and construction optimization method for determining the volume replacement rate of vibro-compacted piles. The device comprises an actuator, multiple crushed stone samples, and cored soil samples from a stratum to be vibro-compacted. The actuator applies a horizontal excitation force to the crushed stone samples, forcing them into the cored soil samples. The crushed stone samples are initially positioned L2 from the cored soil samples, and their diameter d is calculated based on the graded crushed stone ratio designed in the geological survey report for the stratum to be vibro-compacted. The cored soil samples are obtained by drilling into the soil of the stratum to be vibro-compacted. The cored soil samples are cylindrical, with a diameter and height determined based on the diameter of the crushed stone samples. The actuator's force output point, the center of the crushed stone sample, and the central axis of symmetry of the height direction of the cored soil sample are aligned on the same horizontal line. This technical solution allows for the scientific, accurate, and reliable determination of the volume replacement rate of vibro-compacted piles, thereby optimizing the vibro-compacted design and construction process.

Description

Technical Field

[0001] The present invention relates to the technical field of vibro-compaction construction, and in particular to a method and device for determining the volume replacement rate of a vibro-compaction pile, and a construction optimization method. Background Art

[0002] Vibroflotation, also known as water-jetting, is a foundation reinforcement method developed based on the principle that sandy soils can be compacted by adding water and vibration. It was later used to install vibro-replacement gravel piles in clayey soils. Vibroflotation is a foundation reinforcement treatment method designed to improve poor foundations to meet the foundation requirements of buildings and structures.

[0003] Vibroflotation gravel pile composite foundation reinforcement technology originated in Europe in the 19th century. It was first used in 1835 in the Bayonne region of France to reinforce the foundations of an arsenal workshop. At the time, simple gravel pile reinforcement methods were used to treat loose sand and gravel. The lack of adequate physical and mechanical theoretical support and advanced testing facilities limited the development and application of this technology. In 1936, S. Steuerman of Germany proposed the concept of using vibration combined with pressurized water to densify sand. In 1937, Johann Keller of Germany developed the world's first vibrator. From the 1930s to the 1940s, vibroflotation was widely used in Germany for sand foundation treatment. Early German practice demonstrated the method's superiority, simple equipment, and high efficiency, laying the foundation for its subsequent rapid development. In the 1950s and 1960s, Germany and the United Kingdom subsequently expanded the vibroflotation method to clayey soils. In Nuremberg, Germany, a project had soft clay in its foundation. Keller employed a construction technique that involved first creating holes with a vibrator and then reinforcing them with stone blocks. This was the beginning of today's "gravel pile method." Vibratory impaction has been used extensively abroad, notably in Tokachi, Japan, where it was used to treat sandy foundations. The method played a significant role in the 1968 magnitude 7.7 earthquake, effectively curbing liquefaction and demonstrating its effectiveness in sandy foundation treatment. Since then, vibratory impaction has been recognized as an effective seismic reinforcement method for sandy foundations.

[0004] my country's geotechnical engineering community began to understand and take notice of the application of vibroflotation technology abroad in the mid-1970s. In particular, after the 1976 Tangshan earthquake, my country began to prioritize research on seismic reinforcement for foundations. The development of vibroflotation technology in my country can be broadly divided into four phases: introduction and testing (1976-1983), widespread application (1984-1999), widespread adoption (2000-2011), and process and technology advancement (2012-present). With the growth of infrastructure construction over the past two decades, my country has seen rapid development and application of vibroflotation crushed stone pile construction technology and equipment.

[0005] According to my country's power industry standard "Specifications for Vibroflotation Foundation Treatment of Water Conservancy and Hydropower Projects" (DL / T5214-2016), hereinafter referred to as the Vibroflotation Specifications, it is stipulated that:

[0006] (1) Definition of vibro-impact foundation area replacement rate

[0007] Area replacement rate: the ratio of the area of ​​the reinforcement in the composite foundation to the area of ​​its control range.

[0008] (2) Area replacement rate calculation formula:

[0009]

[0010] Where: m represents the area replacement rate; d0 represents the average pile diameter within the pile length range (m); d e Indicates the equivalent influence circle diameter of a single pile (m), equilateral triangle pile layout, d e =1.05s; square pile, d e =1.13s; rectangular piles, Among them, s, s1, and s2 are the spacing, longitudinal spacing, and transverse spacing of piles, respectively, and the unit is m.

[0011] The existing solution has the following defects:

[0012] (1) The filler replacement rate used in existing vibroflotation specifications is defined as the "area replacement rate." Vibroflotation construction is a concealed project, and after construction, it is impossible to fully dissect the composite stratum to verify the true pile shape and the radius of the infill area. Therefore, it is impossible to accurately measure the filler "volume replacement rate" of the infill stratum. Therefore, the use of the "area replacement rate" is an empirical estimation method for convenient design, and its accuracy and calculation precision cannot be guaranteed.

[0013] (2) The calculation formula of “area replacement rate” adopted in the existing vibroflotation specification does not specify the average pile diameter d0 within the pile length range and the equivalent influence circle diameter d of a single pile. e The basis and method for accurately determining the value of the equivalent influence circle diameter d of a single pile e The formula is obtained by multiplying the pile spacing by an empirical coefficient. This formula lacks scientific basis and has poor accuracy, and cannot meet the requirements of precise construction using information technology in modern smart construction sites.

[0014] (3) Using empirical formulas as design and construction specifications will inevitably increase the design load redundancy in order to meet the design bearing capacity requirements, increase construction time and waste of construction materials, and there is a large room for optimization in construction efficiency and economy.

[0015] (4) During the design and construction of vibro-compacted composite foundations, the area replacement rate, filler gradation, and vibrator selection were all independent entities. No interrelated analysis model was established, and no scientific optimal efficacy evaluation method was formed, so the optimal efficiency of the vibro-compacted process was not fully utilized. Summary of the Invention

[0016] In order to overcome the problems existing in the related art, the present invention provides a method and device for determining the volume replacement rate of vibro-compaction piles and a construction optimization method to solve the above-mentioned technical problems existing in the prior art.

[0017] According to a first aspect of an embodiment of the present invention, a device for measuring the volume replacement rate of a vibro-compacted pile is provided, the device comprising:

[0018] actuators, multiple crushed stone samples, and pseudo-vibro-cored soil samples;

[0019] The actuator is used to apply a horizontal exciting force to the gravel sample, so that the gravel sample is subjected to the maximum exciting force of the vibrator and enters the quasi-vibratory formation to take a core soil sample;

[0020] The crushed stone sample has an initial position L2 away from the core soil sample of the proposed vibro-flotation formation, and its diameter d is calculated based on the graded crushed stone ratio designed in the geological survey report of the proposed vibro-flotation formation area;

[0021] The core soil sample of the quasi-vibro-impact formation is obtained by coring the soil of the quasi-vibro-impact formation using a drilling method, wherein the core soil sample of the quasi-vibro-impact formation is a cylinder, and its diameter and height are determined according to the diameter of the crushed stone sample;

[0022] The output point of the actuator, the center of the gravel sample and the central symmetry axis in the height direction of the simulated vibration-impacted stratum coring soil sample are on the same horizontal line.

[0023] In one embodiment, preferably, the actuator calculates the maximum exciting force value F of the vibrator according to the performance of the vibrator, and adjusts its output to the corresponding stress value F, and applies horizontal exciting force to each gravel sample in turn to drive the gravel sample into the core soil sample of the quasi-vibratory formation until the quasi-vibratory formation reaches the ultimate density state, and then stops the vibration.

[0024] In one embodiment, preferably,

[0025] Determining a final depth L1 of the first gravel sample entering the core soil sample of the quasi-vibro-flotation stratum according to the cross section of the core soil sample of the quasi-vibro-flotation stratum;

[0026] Determine, based on a final depth L1 of the first crushed stone sample entering the simulated vibro-compaction formation core soil sample and a distance L2 between the initial position of the crushed stone sample subjected to the exciting force and the simulated vibro-compaction formation core soil sample, a final movement distance r1 of the first crushed stone sample from the position subjected to the exciting force to the position of entering the simulated vibro-compaction formation core soil sample;

[0027] Determine the vibration densification radius of the soil body of the to-be-vibrated formation according to the final movement distance r1;

[0028] The vibro-componentation volume and the volume replacement rate of the vibro-component foundation corresponding to the soil of the to-be-vibro-componented stratum are determined according to the vibro-componentation radius.

[0029] In one embodiment, preferably,

[0030] The following first calculation formula is used to calculate the final movement distance r1 of the first crushed stone sample from the initial position where the exciting force acts to the final movement distance r1 of the first crushed stone sample into the core soil sample of the pseudo-vibro-impact formation:

[0031] r1=L1+L2

[0032] Wherein, L1 represents the final depth of the first gravel sample entering the pseudo-vibro-compaction formation core soil sample. The movement distance of the first gravel sample is composed of its own movement into the soil core under the action of the exciting force and the subsequent movement of the first gravel sample into the soil core due to the indirect impact of the exciting force on the first gravel sample; L2 represents the distance between the initial position of the gravel sample under the action of the exciting force and the pseudo-vibro-compaction formation core soil sample;

[0033] The following second calculation formula is used to calculate the vibrofill radius of the soil in the quasi-vibrofill formation:

[0034] r=r1+r2

[0035] Wherein, r represents the vibration densification radius, r1 represents the final movement distance, and r2 represents the radius of the vibrator;

[0036] The vibro-densification volume is calculated using the following third calculation formula:

[0037] V=πhr 2

[0038] Wherein, V represents the vibration densification volume, h represents the vibration densification depth, and r represents the vibration densification radius;

[0039] The volume replacement rate of the vibro-composite foundation is calculated using the following fourth calculation formula:

[0040]

[0041] Wherein, Q represents the volume replacement rate, V represents the vibro-densification volume, Δv represents the crushed stone volume, wherein,

[0042]

[0043] Δm represents the mass of crushed stone, Indicates the average density of gravel.

[0044] According to a second aspect of an embodiment of the present invention, a method for determining the volume replacement rate of a vibro-compacted pile is provided, which is used in a vibro-compacted pile volume replacement rate determining device. The device includes an actuator, multiple crushed stone samples, and a cored soil sample taken from a stratum to be vibro-compacted. The actuator's output point, the center of the crushed stone sample, and the central symmetry axis of the cored soil sample taken from the stratum to be vibro-compacted are located on the same horizontal line. The method includes:

[0045] The actuator calculates the maximum exciting force value F of the vibrator according to the performance of the vibrator, and adjusts its output to the corresponding stress value F, and applies horizontal exciting force to each gravel sample in turn to make the gravel sample be driven into the core soil sample of the quasi-vibratory formation until the quasi-vibratory formation reaches the ultimate density state, and then stops the vibration. The initial position of the gravel sample is L2 away from the core soil sample of the quasi-vibratory formation, and its diameter d is calculated based on the graded gravel ratio designed in the geological survey report of the quasi-vibratory formation area. The core soil sample of the quasi-vibratory formation is a cylinder, and its diameter and height are determined according to the diameter of the gravel sample.

[0046] In one embodiment, preferably,

[0047] Determining a final depth L1 of the first gravel sample entering the core soil sample of the quasi-vibro-flotation stratum according to the cross section of the core soil sample of the quasi-vibro-flotation stratum;

[0048] Determine, based on a final depth L1 of the first crushed stone sample entering the simulated vibro-compaction formation core soil sample and a distance L2 between the initial position of the crushed stone sample subjected to the exciting force and the simulated vibro-compaction formation core soil sample, a final movement distance r1 of the first crushed stone sample from the position subjected to the exciting force to the position of entering the simulated vibro-compaction formation core soil sample;

[0049] Determine the vibration densification radius of the soil body of the to-be-vibrated formation according to the final movement distance r1;

[0050] The vibro-componentation volume and the volume replacement rate of the vibro-component foundation corresponding to the soil of the to-be-vibro-componented stratum are determined according to the vibro-componentation radius.

[0051] In one embodiment, preferably,

[0052] The following first calculation formula is used to calculate the final movement distance r1 of the first crushed stone sample from the initial position where the exciting force acts to the final movement distance r1 of the first crushed stone sample into the core soil sample of the pseudo-vibro-impact formation:

[0053] r1=L1+L2

[0054] Wherein, L1 represents the final depth of the first gravel sample entering the pseudo-vibro-compaction formation core soil sample. The movement distance of the first gravel sample is composed of its own movement into the soil core under the action of the exciting force and the subsequent movement of the first gravel sample into the soil core due to the indirect impact of the exciting force on the first gravel sample; L2 represents the distance between the initial position of the gravel sample under the action of the exciting force and the pseudo-vibro-compaction formation core soil sample;

[0055] The following second calculation formula is used to calculate the vibrofill radius of the soil in the quasi-vibrofill formation:

[0056] r=r1+r2

[0057] Wherein, r represents the vibration densification radius, r1 represents the final movement distance, and r2 represents the radius of the vibrator;

[0058] The vibro-densification volume is calculated using the following third calculation formula:

[0059] V=πhr 2

[0060] Wherein, V represents the vibration densification volume, h represents the vibration densification depth, and r represents the vibration densification radius;

[0061] The volume replacement rate of the vibro-composite foundation is calculated using the following fourth calculation formula:

[0062]

[0063] Wherein, Q represents the volume replacement rate, V represents the vibro-densification volume, Δv represents the crushed stone volume, wherein,

[0064]

[0065] Δm represents the mass of crushed stone, Indicates the average density of gravel.

[0066] According to a third aspect of the embodiments of the present invention, there is provided a method for optimizing vibro-compaction construction using the vibro-compaction pile volume replacement rate measuring device as described in any one of the embodiments of the first aspect, the method comprising:

[0067] Obtain the exciting force value F, the crushed stone diameter d and the volume replacement rate V;

[0068] The optimal solution for the economy and efficiency of vibro-impact pile construction is determined based on the correlation between the exciting force value F, the crushed stone diameter d and the volume replacement rate V.

[0069] According to a fourth aspect of the embodiments of the present invention, a computer-readable storage medium is provided, on which computer instructions are stored. When the instructions are executed by a processor, the steps of the method described in any one of the embodiments of the second aspect are implemented.

[0070] The technical solutions provided by the embodiments of the present invention may have the following beneficial effects:

[0071] (1) The "volume replacement rate" proposed in the present invention is obtained by averaging the results of multiple tests. Compared with the traditional empirical formula for "area replacement rate", it is supported by scientific experimental data, and its scientificity, accuracy and reliability are greatly improved and guaranteed.

[0072] (2) Constructing an optimal vibro-compaction efficiency evaluation and analysis model based on the combination of vibro-compaction power (excitation force) F, filler gradation (average diameter) d, and volume replacement rate V, this model links independent tasks such as vibro-compaction equipment selection, filler gradation design, and vibro-compaction composite foundation replacement rate design. Based on the analysis of the association model and in combination with actual engineering practice, the optimization of vibro-compaction efficiency and economy can be achieved. This is a scientific and effective vibro-compaction method that optimizes the configuration of engineering machinery and equipment, engineering design, and construction efficiency settings.

[0073] It is to be understood that the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0074] The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the invention and, together with the description, serve to explain the principles of the invention.

[0075] Figure 1 It is a schematic diagram of a device for measuring the volume replacement rate of a vibro-compacted pile according to an exemplary embodiment.

[0076] Figure 2a and Figure 2b Schematic diagram of a cross section and a plane of a vibro-impacted formation according to an exemplary embodiment.

[0077] Figure 3 The figure is a flow chart showing a vibroflotation construction optimization method according to an exemplary embodiment.

[0078] Figure 4 It is a schematic diagram of a FdV optimization analysis model for vibroflotation construction efficiency according to an exemplary embodiment. DETAILED DESCRIPTION

[0079] Exemplary embodiments will be described in detail herein, examples of which are illustrated in the accompanying drawings. In the following description, when referring to the drawings, like numbers in different figures represent like or similar elements unless otherwise indicated. The embodiments described in the following exemplary embodiments are not intended to represent all possible embodiments consistent with the present invention. Rather, they are merely examples of apparatus and methods consistent with certain aspects of the present invention, as detailed in the appended claims.

[0080] Figure 1 It is a schematic diagram of a device for measuring the volume replacement rate of a vibro-compacted pile according to an exemplary embodiment.

[0081] like Figure 1 According to a first aspect of an embodiment of the present invention, a device for measuring the volume replacement rate of a vibro-compacted pile is provided, the device comprising:

[0082] actuators, multiple crushed stone samples, and pseudo-vibro-cored soil samples;

[0083] The actuator is used to apply a horizontal exciting force to the gravel sample so as to make the gravel sample enter the pseudo-vibration formation to take a core soil sample;

[0084] The actuator, also known as the exciter, is used for dynamic tests and is the output device of dynamic tests.

[0085] The exciting force F is obtained by setting it in advance on the actuator. The exciting force is derived from the Electric Vibrator (DL / T1557-2016):

[0086]

[0087] Where: F——exciting force, N;

[0088] m——mass of eccentric block, kg;

[0089] e——eccentricity, mm;

[0090] ω is the angular velocity of the vibrator motor, rad / s.

[0091] The crushed stone sample has an initial position L2 away from the core soil sample of the proposed vibro-flotation formation, and its diameter d is calculated based on the graded crushed stone ratio designed in the geological survey report of the proposed vibro-flotation formation area;

[0092] Before testing, design the graded crushed stone mix according to the geological survey report for the intended vibro-impacted stratum area and calculate the average crushed stone particle size d. Select well-rounded, hard, crack-free crushed stone (pebbles, gravels) and process them into multiple spheres with a diameter of d to serve as test crushed stone samples.

[0093] The core soil sample of the quasi-vibro-impact formation is obtained by coring the soil of the quasi-vibro-impact formation using a drilling method, wherein the core soil sample of the quasi-vibro-impact formation is a cylinder, and its diameter and height are determined according to the diameter of the crushed stone sample;

[0094] Based on the grading-determined particle size d of the crushed stone sample, determine the diameter and height of the cylindrical soil core sample. Typically, the core sample diameter D = (3-5) d and the height L1 = (5-10) d. This can be adjusted appropriately based on the actual soil hardness. Once the size is determined, drill 5-10 cores of the intended vibroflotation formation.

[0095] After obtaining soil samples on-site, they should be promptly covered with transparent plastic wrap to retain moisture and heat. The samples should then be placed in a cylindrical transparent container of equal diameter and height. The container for the soil core can be made of transparent acrylic, consisting of two equal semicircular rings, to facilitate slicing the soil layer along its diameter after testing.

[0096] The output point of the actuator, the center of the gravel sample and the central symmetry axis in the height direction of the simulated vibration-impacted stratum coring soil sample are on the same horizontal line.

[0097] In one embodiment, preferably, the actuator calculates the exciting force value F according to the performance of the vibrator, and adjusts its output to the corresponding stress value F, and applies horizontal exciting force to each gravel sample in turn so that the gravel sample is driven into the core soil sample of the quasi-vibratory formation until the quasi-vibratory formation reaches the ultimate density state, and then stops the vibration.

[0098] In this embodiment, if Figure 1 As shown, the test steps include:

[0099] Step 1: Calculate the exciting force according to the performance of the vibrator, adjust the actuator to the corresponding stress value, and apply horizontal exciting force to the gravel sample No. ①.

[0100] Step 2 to n-1: Repeat step 1.

[0101] Step n: When the nth crushed stone sample is driven into the soil sample by the exciting force, and only less than half of the area is embedded in the soil sample or it can no longer be embedded in the soil sample, it is considered that the vibro-impacted stratum has reached the ultimate densification state. This step is the last nth step of the excitation.

[0102] Step n+1: Stop the vibration, cut the soil sample horizontally along the bottom diameter toward the height of the cylinder, and measure the depth L1 of the gravel sample No. ① into the soil sample.

[0103] The above test method was repeated three times using three soil samples to obtain the average value.

[0104] like Figure 2a and Figure 2bAs shown in the figure, according to the vibro-compaction process, the composite foundation of the vibro-compaction stratum can be divided into three areas: gravel pile area, vibro-compaction soil-rock composite densification area, and undensified area (original soil).

[0105] In one embodiment, preferably, according to the cross section of the core soil sample of the quasi-vibro-flotation formation, a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibro-flotation formation is determined;

[0106] Determine, based on a final depth L1 of the first crushed stone sample entering the simulated vibro-compaction formation core soil sample and a distance L2 between the initial position of the crushed stone sample subjected to the exciting force and the simulated vibro-compaction formation core soil sample, a final movement distance r1 of the first crushed stone sample from the position subjected to the exciting force to the position of entering the simulated vibro-compaction formation core soil sample;

[0107] Determine the vibration densification radius of the soil body of the to-be-vibrated formation according to the final movement distance r1;

[0108] The vibro-componentation volume and the volume replacement rate of the vibro-component foundation corresponding to the soil of the to-be-vibro-componented stratum are determined according to the vibro-componentation radius.

[0109] In one embodiment, preferably,

[0110] The following first calculation formula is used to calculate the final movement distance r1 of the first crushed stone sample from the initial position where the exciting force acts to the final movement distance r1 of the first crushed stone sample into the core soil sample of the pseudo-vibro-impact formation:

[0111] r1=L1+L2

[0112] Wherein, L1 represents the final depth of the first gravel sample entering the pseudo-vibro-compaction formation core soil sample. The movement distance of the first gravel sample is composed of its own movement into the soil core under the action of the exciting force and the subsequent movement of the first gravel sample into the soil core due to the indirect impact of the exciting force on the first gravel sample; L2 represents the distance between the initial position of the gravel sample under the action of the exciting force and the pseudo-vibro-compaction formation core soil sample;

[0113] The following second calculation formula is used to calculate the vibrofill radius of the soil in the quasi-vibrofill formation:

[0114] r=r1+r2

[0115] Wherein, r represents the vibration densification radius, r1 represents the final movement distance, and r2 represents the radius of the vibrator;

[0116] The vibro-densification volume is calculated using the following third calculation formula:

[0117] V=πhr 2

[0118] Wherein, V represents the vibration densification volume, h represents the vibration densification depth, and r represents the vibration densification radius;

[0119] The volume replacement rate of the vibro-composite foundation is calculated using the following fourth calculation formula:

[0120]

[0121] Wherein, Q represents the volume replacement rate, V represents the vibro-densification volume, Δv represents the crushed stone volume, wherein,

[0122]

[0123] Δm represents the mass of crushed stone, Indicates the average density of gravel.

[0124] According to a second aspect of an embodiment of the present invention, a method for determining the volume replacement rate of a vibro-compacted pile is provided, which is used in a vibro-compacted pile volume replacement rate determining device. The device includes an actuator, multiple crushed stone samples, and a cored soil sample taken from a stratum to be vibro-compacted. The actuator's output point, the center of the crushed stone sample, and the central symmetry axis of the cored soil sample taken from the stratum to be vibro-compacted are located on the same horizontal line. The method includes:

[0125] The actuator calculates the maximum exciting force value F of the vibrator according to the performance of the vibrator, and adjusts its output to the corresponding stress value F, and applies horizontal exciting force to each gravel sample in turn to make the gravel sample be driven into the core soil sample of the quasi-vibratory formation until the quasi-vibratory formation reaches the ultimate density state, and then stops the vibration. The initial position of the gravel sample is L2 away from the core soil sample of the quasi-vibratory formation, and its diameter d is calculated based on the graded gravel ratio designed in the geological survey report of the quasi-vibratory formation area. The core soil sample of the quasi-vibratory formation is a cylinder, and its diameter and height are determined according to the diameter of the gravel sample.

[0126] In one embodiment, preferably,

[0127] Determining a final depth L1 of the first gravel sample entering the core soil sample of the quasi-vibro-flotation stratum according to the cross section of the core soil sample of the quasi-vibro-flotation stratum;

[0128] Determine, based on a final depth L1 of the first crushed stone sample entering the simulated vibro-compaction formation core soil sample and a distance L2 between the initial position of the crushed stone sample subjected to the exciting force and the simulated vibro-compaction formation core soil sample, a final movement distance r1 of the first crushed stone sample from the position subjected to the exciting force to the position of entering the simulated vibro-compaction formation core soil sample;

[0129] Determine the vibration densification radius of the soil body of the to-be-vibrated formation according to the final movement distance r1;

[0130] The vibro-componentation volume and the volume replacement rate of the vibro-component foundation corresponding to the soil of the to-be-vibro-componented stratum are determined according to the vibro-componentation radius.

[0131] In one embodiment, preferably,

[0132] The following first calculation formula is used to calculate the final movement distance r1 of the first crushed stone sample from the initial position where the exciting force acts to the final movement distance r1 of the first crushed stone sample into the core soil sample of the pseudo-vibro-impact formation:

[0133] r1=L1+L2

[0134] Wherein, L1 represents the final depth of the first gravel sample entering the pseudo-vibro-compaction formation core soil sample. The movement distance of the first gravel sample is composed of its own movement into the soil core under the action of the exciting force and the subsequent movement of the first gravel sample into the soil core due to the indirect impact of the exciting force on the first gravel sample; L2 represents the distance between the initial position of the gravel sample under the action of the exciting force and the pseudo-vibro-compaction formation core soil sample;

[0135] The following second calculation formula is used to calculate the vibrofill radius of the soil in the quasi-vibrofill formation:

[0136] r=r1+r2

[0137] Wherein, r represents the vibration densification radius, r1 represents the final movement distance, and r2 represents the radius of the vibrator;

[0138] The vibro-densification volume is calculated using the following third calculation formula:

[0139] V=πhr 2

[0140] Wherein, V represents the vibration densification volume, h represents the vibration densification depth, and r represents the vibration densification radius;

[0141] The volume replacement rate of the vibro-composite foundation is calculated using the following fourth calculation formula:

[0142]

[0143] Wherein, Q represents the volume replacement rate, V represents the vibro-densification volume, Δv represents the crushed stone volume, wherein,

[0144]

[0145] Δm represents the mass of crushed stone, Indicates the average density of gravel.

[0146] According to a third aspect of the embodiments of the present invention, there is provided a vibro-compaction construction optimization method using the vibro-compaction pile volume replacement rate measuring device as described in any one of the embodiments of the first aspect, such as Figure 3 As shown, the method includes:

[0147] Step S301, obtain the exciting force value F, the crushed stone diameter d and the volume replacement rate V; wherein, the vibrator power P is positively correlated with the exciting force F, the filler gradation is positively correlated with the average diameter d, and the replacement rate design adopts the volume replacement rate, which is related to the design bearing capacity, the exciting force F, and the average filler diameter d.

[0148] Step S302 : determining the optimal solution for the economic and efficiency of vibro-compaction pile construction based on the correlation between the exciting force value F, the crushed stone diameter d, and the volume replacement rate V.

[0149] In this embodiment, the optimal work efficiency evaluation and analysis model of vibroflotation construction based on "vibroflotation power (excitation force) F - filler gradation (average diameter) d - volume replacement rate V" is constructed, and the independent tasks such as vibroflotation equipment selection, filler gradation design, and vibroflotation composite foundation replacement rate design are associated. Based on the analysis of the associated model and combined with the actual project, the optimization of vibroflotation construction work efficiency and economy can be achieved. Optimization analysis model see Figure 4 .

[0150] According to a fourth aspect of the embodiments of the present invention, a computer-readable storage medium is provided, on which computer instructions are stored. When the instructions are executed by a processor, the steps of the method described in any one of the embodiments of the second aspect are implemented.

[0151] It is further understood that, in the present invention, "plurality" refers to two or more, and other quantifiers are similar. "And / or" describes the association relationship of related objects, indicating that three relationships can exist. For example, A and / or B can mean: A exists alone, A and B exist at the same time, and B exists alone. The character " / " generally indicates that the related objects are in an "or" relationship. The singular forms "a," "the," and "the" are also intended to include the plural forms, unless the context clearly indicates otherwise.

[0152] It will be further understood that the terms "first," "second," and the like are used to describe various types of information, but such information should not be limited to these terms. These terms are used solely to distinguish information of the same type from one another and do not imply a particular order or level of importance. In fact, the terms "first," "second," and the like are fully interchangeable. For example, first information could be referred to as second information, and similarly, second information could be referred to as first information without departing from the scope of the present invention.

[0153] It should be further understood that, although operations are described in a particular order in the accompanying drawings in the embodiments of the present invention, this should not be construed as requiring that the operations be performed in the particular order shown or in a serial order, or that all of the operations shown be performed to obtain the desired results. In certain circumstances, multitasking and parallel processing may be advantageous.

[0154] Other embodiments of the present invention will readily occur to those skilled in the art after considering the specification and practicing the invention disclosed herein. This application is intended to cover any variations, uses, or adaptations of the present invention that follow the general principles of the invention and include common knowledge or customary techniques in the art not disclosed herein. The description and examples are to be considered as exemplary only, with the true scope and spirit of the invention being indicated by the following claims.

[0155] It should be understood that the present invention is not limited to the exact construction described above and shown in the drawings, and that various modifications and changes may be made without departing from the scope thereof. The scope of the present invention is limited only by the appended claims.

Claims

1. A device for measuring the volume replacement rate of a vibro-pile, characterized in that: The device comprises: an actuator, a plurality of crushed stone samples and pseudo-vibration formation core soil samples; The actuator is used to apply a horizontal exciting force to the gravel sample so as to make the gravel sample enter the pseudo-vibration formation to take a core soil sample; The crushed stone sample has an initial position L2 away from the core soil sample of the proposed vibro-flotation formation, and its diameter d is calculated based on the graded crushed stone ratio designed in the geological survey report of the proposed vibro-flotation formation area; The core soil sample of the quasi-vibro-impact formation is obtained by coring the soil of the quasi-vibro-impact formation using a drilling method, wherein the core soil sample of the quasi-vibro-impact formation is a cylinder, and its diameter and height are determined according to the diameter of the crushed stone sample; The output point of the actuator, the center of the gravel sample and the central symmetry axis of the height direction of the simulated vibration-impacted formation coring soil sample are on the same horizontal line. Determining a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibro-compacted stratum according to a cross section of the core soil sample of the quasi-vibro-compacted stratum; Determine, based on a final depth L1 of the first crushed stone sample entering the simulated vibro-compaction formation core soil sample and a distance L2 between the initial position of the crushed stone sample subjected to the exciting force and the simulated vibro-compaction formation core soil sample, a final movement distance r1 of the first crushed stone sample from the position subjected to the exciting force to the position of entering the simulated vibro-compaction formation core soil sample; Determine the vibration densification radius of the soil body of the to-be-vibrated formation according to the final movement distance r1; The vibro-componentation volume and the volume replacement rate of the vibro-component foundation corresponding to the soil of the to-be-vibro-componented stratum are determined according to the vibro-componentation radius.

2. The device according to claim 1, characterized in that The actuator calculates the maximum exciting force value F of the vibrator according to the performance of the vibrator, and adjusts its output to the corresponding stress value F, and applies horizontal exciting force to each gravel sample in turn, so that the gravel sample is driven into the core soil sample of the quasi-vibratory formation, and the excitation is stopped after the quasi-vibratory formation reaches the ultimate density state.

3. The device according to claim 1, wherein The following first calculation formula is used to calculate the final movement distance r1 of the first crushed stone sample from the initial position where the exciting force acts to the final movement distance r1 of the first crushed stone sample into the core soil sample of the pseudo-vibro-impact formation: r1=L1+L2 Wherein, L1 represents the final depth of the first gravel sample entering the pseudo-vibro-compaction formation core soil sample. The movement distance of the first gravel sample is composed of its own movement into the soil core under the action of the exciting force and the subsequent movement of the first gravel sample into the soil core due to the indirect impact of the exciting force on the first gravel sample; L2 represents the distance between the initial position of the gravel sample under the action of the exciting force and the pseudo-vibro-compaction formation core soil sample; The following second calculation formula is used to calculate the vibrofill radius of the soil in the quasi-vibrofill formation: Wherein, r represents the vibration densification radius, r1 represents the final movement distance, and r2 represents the radius of the vibrator; The vibro-densification volume is calculated using the following third calculation formula: Wherein, V represents the vibration densification volume, h represents the vibration densification depth, and r represents the vibration densification radius; The volume replacement rate of the vibro-composite foundation is calculated using the following fourth calculation formula: ×100% Wherein, Q represents the volume replacement rate, V represents the vibro-densification volume, represents the gravel volume, where Indicates the quality of gravel, Indicates the average density of gravel.

4. A method for determining the volume replacement rate of a vibro-pile, characterized in that: The device for measuring the volume replacement rate of a vibro-compacted pile according to claim 1 comprises an actuator, a plurality of crushed stone samples, and a cored soil sample taken from a stratum to be vibro-compacted, wherein the output point of the actuator, the center of the sphere of the crushed stone sample, and the central symmetry axis in the height direction of the cored soil sample taken from the stratum to be vibro-compacted are on the same horizontal line, and the method comprises: The actuator calculates the exciting force value F according to the performance of the vibrator, and adjusts its output to the corresponding stress value F, and applies horizontal exciting force to each gravel sample in turn to make the gravel sample be driven into the core soil sample of the quasi-vibratory formation until the quasi-vibratory formation reaches the ultimate density state, and then stops the vibration. The initial position of the gravel sample is L2 away from the core soil sample of the quasi-vibratory formation, and its diameter d is calculated based on the graded gravel ratio designed in the geological survey report of the quasi-vibratory formation area. The core soil sample of the quasi-vibratory formation is a cylinder, and its diameter and height are determined according to the diameter of the gravel sample.

5. The method according to claim 4, characterized in that Determining a final depth L1 of the first crushed stone sample entering the core soil sample of the quasi-vibro-compacted stratum according to a cross section of the core soil sample of the quasi-vibro-compacted stratum; According to the final depth L1 of the first crushed stone sample entering the quasi-vibro-compacted formation coring soil sample and the distance L2 between the initial position of the crushed stone sample subjected to the excitation force and the quasi-vibro-compacted formation coring soil sample, determine the final movement distance r1 of the first crushed stone sample from the position subjected to the excitation force to the entry of the quasi-vibro-compacted formation coring soil sample; Determine the vibration densification radius of the soil body of the to-be-vibrated formation according to the final movement distance r1; The vibro-componentation volume and the volume replacement rate of the vibro-component foundation corresponding to the soil of the to-be-vibro-componented stratum are determined according to the vibro-componentation radius.

6. The method according to claim 5, characterized in that The following first calculation formula is used to calculate the final movement distance r1 of the first crushed stone sample from the initial position where the exciting force acts to the final movement distance r1 of the first crushed stone sample into the core soil sample of the pseudo-vibro-impact formation: r1=L1+L2 Wherein, L1 represents the final depth of the first gravel sample entering the pseudo-vibro-compaction formation core soil sample. The movement distance of the first gravel sample is composed of its own movement into the soil core under the action of the exciting force and the subsequent movement of the first gravel sample into the soil core due to the indirect impact of the exciting force on the first gravel sample; L2 represents the distance between the initial position of the gravel sample under the action of the exciting force and the pseudo-vibro-compaction formation core soil sample; The following second calculation formula is used to calculate the vibrofill radius of the soil in the quasi-vibrofill formation: Wherein, r represents the vibration densification radius, r1 represents the final movement distance, and r2 represents the radius of the vibrator; The vibro-densification volume is calculated using the following third calculation formula: Wherein, V represents the vibration densification volume, h represents the vibration densification depth, and r represents the vibration densification radius; The volume replacement rate of the vibro-composite foundation is calculated using the following fourth calculation formula: ×100% Wherein, Q represents the volume replacement rate, V represents the vibro-densification volume, represents the gravel volume, where Indicates the quality of gravel, Indicates the average density of gravel.

7. A vibro-compaction construction optimization method using the vibro-compaction pile volume replacement rate measuring device according to any one of claims 1 to 3, characterized in that: The method comprises: Obtain the exciting force value F, the crushed stone diameter d and the volume replacement rate V; The optimal solution for the economy and efficiency of vibro-impact pile construction is determined based on the correlation between the exciting force value F, the crushed stone diameter d and the volume replacement rate V.

Images