阅读说明：本技术 一种振冲碎石桩加密性测试装置与智能反演分析方法 (Vibroflotation gravel pile compactness testing device and intelligent inversion analysis method ) 是由 林鹏 丁鹏 陈道想 李果 杜鹏侠 陈涛 余卓憬 李萌 于 2021-06-28 设计创作，主要内容包括：本发明是关于一种振冲碎石桩加密性测试装置及振冲器确定方法,装置包括：容器本体,容器本体为上部开口的圆柱形容器；立体监测网络,立体监测网络为圆环形立体监测网络,以振冲器的几何中心为球心,进行立体监测网络的监测点的布置；可拆卸引孔护筒和振冲器,竖向放置在容器本体的中心,振冲器放置在可拆卸引孔护筒的孔径内,通过引孔护筒进入拟振冲地层；固定支架,设置于容器本体的正上方,用于振冲器的上下提拉控制；拟振冲地层场地土,用于填充在容器本体内,其中,经振冲后地层可划分为土体加密区、土体欠加密区和土体未加密区；多个组合传感器,在每个监测点处,均布置一套组合传感器,用于监测振冲作业全过程,采集土体数据。(The invention relates to a vibroflotation gravel pile density testing device and a vibroflotation device determining method, wherein the device comprises: the container body is a cylindrical container with an upper opening; the three-dimensional monitoring network is a circular ring-shaped three-dimensional monitoring network, and the monitoring points of the three-dimensional monitoring network are arranged by taking the geometric center of the vibroflot as the spherical center; the detachable guide hole protection cylinder and the vibroflot are vertically arranged at the center of the container body, and the vibroflot is arranged in the aperture of the detachable guide hole protection cylinder and enters a stratum to be vibrofloted through the guide hole protection cylinder; the fixed bracket is arranged right above the container body and used for controlling the vertical lifting and pulling of the vibroflot; the simulated vibroflotation stratum field soil is used for being filled in the container body, wherein the stratum after vibroflotation can be divided into a soil body encryption area, a soil body under-encryption area and a soil body non-encryption area; and a set of combined sensor is uniformly arranged at each monitoring point and used for monitoring the whole process of vibroflotation operation and collecting soil data.)

1. A vibro-replacement stone column compactness testing device is characterized by comprising:

the container body is a cylindrical container with an upper opening;

the three-dimensional monitoring network is a circular ring-shaped three-dimensional monitoring network, and the monitoring points of the three-dimensional monitoring network are arranged by taking the geometric center of the vibroflot as a spherical center;

the detachable guide hole protecting cylinder and the vibroflot are vertically placed on the upper part of the central soil body of the container body, and the vibroflot enters a formation to be vibrofloted through the aperture of the detachable guide hole protecting cylinder;

the fixed support is arranged right above the container body and used for controlling the vertical lifting and pulling of the vibroflot;

the simulated vibroflotation stratum field soil is used for being filled in the container body, wherein the vibroflotation stratum can be divided into a soil body encryption area, a soil body under-encryption area and a soil body non-encryption area;

and a set of combined sensor is uniformly arranged at each monitoring point and used for monitoring the whole process of vibroflotation operation and collecting soil data.

2. The apparatus of claim 1, wherein the combination sensor comprises: soil pressure gauge, osmometer, soil mass strainometer and accelerometer.

3. The apparatus of claim 1, wherein the pseudo-vibroseis stratigraphic site soil is prepared using a layering process.

4. The apparatus of claim 1, further comprising:

the thin steel strips are laid on the ground soil of the formation to be vibrated and impacted, the balancing weights are placed on the thin steel strips, and the number of the balancing weights is determined according to the real soil layer pressure state.

5. The apparatus of claim 1, wherein each combination sensor transmits the collected data to a server connected thereto in real time through a wireless network.

6. An intelligent inversion analysis method using the vibro-replacement stone column compressibility test apparatus of any one of claims 1 to 5, wherein the method comprises:

for different types of vibroflotation devices planned to be used, testing tests are respectively carried out by adopting the vibroflotation gravel pile density testing device, so that soil data corresponding to each vibroflotation device under the condition of a simulated vibroflotation stratum are obtained and sent to a server;

the server performs inversion analysis according to the soil data corresponding to each vibroflot to determine key optimal construction parameters corresponding to each vibroflot;

determining the optimal vibroflots to be adopted under the condition of the simulated vibroflot stratum according to the key optimal construction parameters corresponding to each vibroflot;

and evaluating the encryptable performance of the vibroflotation gravel pile by adopting the optimal vibroflotation device and the corresponding key optimal construction parameters.

7. The method of claim 6, wherein the key optimal construction parameters comprise:

the device comprises a soil body encryption area horizontal long axis radius, a soil body encryption area vertical short axis radius, a soil body under-encryption area horizontal long axis radius, a soil body under-encryption area vertical short axis radius, encryption current intensity, retention vibration time, gravel filler amount and replacement rate.

8. The method of claim 6, wherein the server analyzes the soil data corresponding to each vibroflot to determine key optimal construction parameters corresponding to each vibroflot, comprising:

calculating and displaying an equivalent ellipsoid distribution map of soil pressure, pore water pressure and soil body strain according to real-time data of each sensor in the stratum based on a stratum equivalent ellipsoid analysis program preset in a server;

according to a preset soil body encryption judgment standard, calculating the horizontal long axis radius Rx of a soil body encryption area₁、Ry₁Vertical minor axis radius Rz of soil mass compaction zone₁Horizontal long axis radius Rx of soil body under-encryption area₂、Ry₂Vertical minor axis radius Rz of under-dense soil region₂And calculating the equivalent ellipsoid cloud pictures of each region.

9. The method according to claim 6, wherein evaluating the encryptable performance of the formation to be vibrofloted using the optimal vibroflot and its corresponding key optimal construction parameters comprises:

after the optimal vibroflotation device vibroflotation operation is finished for a certain recovery period, carrying out bearing capacity and compactness tests on the vibroflotation gravel pile and the vibroflotation composite foundation by adopting a static load method, a dynamic penetration method and a standard penetration method, and carrying out quality evaluation according to the standard requirements;

carrying out layering stripping operation on the vibroflotation composite foundation according to the layering thickness, collecting videos and photos, and drawing a cross section stripping surface sketch map;

and comprehensively evaluating the encryptable performance of the vibroflotation gravel pile by combining the inversion analysis result and the bearing capacity test data.

10. A computer-readable storage medium having stored thereon computer instructions, which when executed by a processor, carry out the steps of the method of any one of claims 6 to 9.

Technical Field

The disclosure relates to the technical field of vibroflotation construction, in particular to a vibroflotation gravel pile compactness testing device and an intelligent inversion analysis method.

Background

The vibroflotation method, also known as vibroflotation method, is a foundation stabilization method developed based on the principle that sandy soil foundation can be compacted by adding water and vibrating, and is later used for arranging vibroflotation replacement gravel piles in cohesive soil layers. The vibroflotation method is one of the effective foundation treatment methods commonly applied at home and abroad, and can achieve the purposes of improving the bearing capacity of the foundation, reducing the settlement of the building foundation, improving the stability of the earth-rock dam body and the foundation and eliminating the liquefaction of the foundation. Has wide application in the fields of industrial and civil constructional engineering, hydraulic and hydroelectric engineering, harbor island engineering and the like.

The conventional vibroflotation pile construction pile body material is preferably made of hard materials such as broken stones, pebbles and gravels with mud content not more than 5%, the particle size is about 20-150 mm according to design requirements, and broken stones need to be loaded into pile holes by a loader in a site matched with vibroflotation conditions.

The prior art has the following problems:

(1) the working state of the vibroflotation device can be monitored in real time only by a small number of monitoring means such as current intensity, vibration remaining time and the like in the conventional vibroflotation pile encryption process, the encryption state of the stratum around the vibroflotation device lacks direct monitoring and real-time data, the vibroflotation device can only depend on the current intensity of the vibroflotation device for indirect conjecture, and the authenticity, the accuracy and the reliability cannot be ensured.

(2) The existing vibroflotation technology cannot obtain the effective stratum encryption range in the vibroflotation process, the encryption change process of nearby soil bodies in the vibration retention time cannot be directly observed, the vibroflotation encryption operation process is mostly judged by the field experience of operators, scientific judgment standards are lacked, and the vibroflotation pile quality cannot be guaranteed.

(3) Before the existing vibroflotation method is constructed, a vibroflotation device is generally selected according to geological survey data and field productivity test combined with engineering experience, and because the internal encryption change condition of the stratum is not known, the vibroflotation device selection lacks scientific test data, the working efficiency is low, the pertinence is poor, the matching of the vibroflotation device and the stratum lacks scientific test data support, the economy is poor, the test period is long, and the reliability of the actual encryption quality of the stratum cannot be guaranteed.

Disclosure of Invention

In order to overcome the problems in the related art, the invention provides a vibroflotation gravel pile density testing device and an intelligent inversion analysis method, solves the problems that the existing field test and construction cannot directly observe and really master the vibroflotation encryption process and encryption effect, and provides scientific data and technical support for the design and construction of stratum vibroflotation engineering.

According to a first aspect of the embodiments of the present disclosure, there is provided a vibro-replacement stone pile tightness testing apparatus, the apparatus including:

the container body is a cylindrical container with an upper opening;

the three-dimensional monitoring network is a circular ring-shaped three-dimensional monitoring network, and the monitoring points of the three-dimensional monitoring network are arranged by taking the geometric center of the vibroflot as a spherical center;

the guide hole protecting cylinder is vertically placed on the upper portion of a central soil body of the container body, and the vibroflot enters a soil layer from the inside of the aperture of the detachable guide hole protecting cylinder to start vibroflot operation;

the fixed support is arranged right above the container body and used for controlling the vertical lifting and pulling of the vibroflot;

the simulated vibroflotation stratum field soil is used for being filled in the container body, wherein the vibroflotation stratum can be divided into a soil body encryption area, a soil body under-encryption area and a soil body non-encryption area;

and a set of combined sensor is uniformly arranged at each monitoring point and used for monitoring the whole process of vibroflotation operation and collecting soil data.

In one embodiment, preferably, the combination sensor includes: soil pressure gauge, osmometer, soil mass strainometer and accelerometer.

In one embodiment, preferably, the pseudo-vibroflotation stratum site soil is prepared by a layering method.

In one embodiment, preferably, the apparatus further comprises:

the thin steel strips are laid on the ground soil of the formation to be vibrated and impacted, the balancing weights are placed on the thin steel strips, and the number of the balancing weights is determined according to the real soil layer pressure state.

In one embodiment, preferably, the combined sensors transmit the collected data to a server connected thereto in real time through a wireless network.

In one embodiment, preferably, the apparatus further comprises:

and the level gauge is arranged on the surface layer of the site soil of the formation to be vibrofloted and used for monitoring the settlement of the soil layer before and after vibroflot.

According to a second aspect of the embodiments of the present disclosure, there is provided an intelligent inversion analysis method using the vibro-replacement stone column confidentiality testing apparatus as described in any one of the embodiments of the first aspect, the method including:

for different types of vibroflotation devices planned to be used, testing tests are respectively carried out by adopting the vibroflotation gravel pile density testing device, so that soil data corresponding to each vibroflotation device under the condition of a simulated vibroflotation stratum are obtained and sent to a server;

the server performs inversion analysis according to the soil data corresponding to each vibroflot to determine key optimal construction parameters corresponding to each vibroflot;

determining the optimal vibroflots to be adopted under the condition of the simulated vibroflot stratum according to the key optimal construction parameters corresponding to each vibroflot;

and evaluating the encryptable performance of the vibroflotation gravel pile by adopting the optimal vibroflotation device and the corresponding key optimal construction parameters.

In one embodiment, preferably, the key optimal construction parameters include:

the device comprises a soil body encryption area horizontal long axis radius, a soil body encryption area vertical short axis radius, a soil body under-encryption area horizontal long axis radius, a soil body under-encryption area vertical short axis radius, encryption current intensity, retention vibration time, gravel filler amount and replacement rate.

In one embodiment, preferably, the analyzing, by the server, the soil data corresponding to each vibroflot to determine the key optimal construction parameter corresponding to each vibroflot includes:

calculating and displaying equivalent ellipsoid distribution maps of soil pressure, pore water pressure, soil body strain and acceleration according to real-time data of each sensor in the stratum based on a stratum equivalent ellipsoid analysis program preset in a server;

according to a preset soil body encryption judgment standard, calculating the horizontal long axis radius Rx of a soil body encryption area₁、Ry₁Vertical minor axis radius Rz of soil mass compaction zone₁Horizontal long axis radius Rx of soil body under-encryption area₂、Ry₂Vertical minor axis radius Rz of under-dense soil region₂And calculating the equivalent ellipsoid surface map of each region.

In one embodiment, preferably, the evaluating the encryptable performance of the formation to be vibrofloted by using the optimal vibroflot and the key optimal construction parameters corresponding to the optimal vibroflot includes:

after the optimal vibroflotation device vibroflotation operation is finished for a certain recovery period, carrying out bearing capacity and compactness tests on the gravel pile and the vibroflotation composite foundation by adopting a static load method, a dynamic penetration method and a standard penetration method, and carrying out quality evaluation according to the standard requirements;

carrying out layered stripping operation on the vibroflotation composite foundation according to a certain thickness, collecting videos and photos, and drawing a cross section stripping surface sketch map;

and evaluating the encryptable performance of the vibroflotation gravel pile by combining the inversion analysis result and the bearing capacity test data.

According to a third aspect of embodiments of the present disclosure, there is provided a computer readable storage medium having stored thereon computer instructions which, when executed by a processor, implement the steps of the method according to any one of the embodiments of the second aspect.

The technical scheme provided by the embodiment of the disclosure can have the following beneficial effects:

(1) the vibroflotation gravel pile density testing device adopts a stratum three-dimensional monitoring network to dynamically display the vibroflotation device density influence range in real time, analyzes the density condition, and solves the problems that the vibroflotation density process and the density effect can not be directly observed and really mastered in the existing field test and construction.

(2) The vibroflotation gravel pile density testing device is used for carrying out testing tests, key parameters of the vibroflotation device and the encrypted stratum can be obtained, important references are provided for optimization of the stratum vibroflotation device, and scientific data and technical support are provided for design and construction of the stratum vibroflotation engineering.

(3) The economy is obvious, and the cost can be obviously reduced compared with the field production experiment when the simulated vibroflotation experiment is carried out in a laboratory.

(4) The indoor laboratory test is not influenced by weather, season, temperature and the like, and compared with the field test, the construction period can be effectively shortened.

(5) The traditional construction mode mainly determined by experience is changed into a construction mode mainly determined by scientific experimental data comprehensive analysis and research, and the scientificity and the engineering guidance significance of vibroflotation construction are improved.

It is to be understood that both the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the disclosure.

Drawings

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

Fig. 1A is a cross-sectional schematic view of a vibro-replacement stone column compressibility testing apparatus, shown in accordance with an exemplary embodiment.

FIG. 1B is a schematic plan view of a vibro-replacement stone column compressibility testing apparatus shown in accordance with an exemplary embodiment.

FIG. 1C is a perspective diagram illustrating a cryptographic inversion analysis, according to an example embodiment.

FIG. 2 is a flow diagram illustrating a method of intelligent inversion analysis in accordance with an exemplary embodiment.

FIG. 3 is a flow diagram illustrating another intelligent inversion analysis method in accordance with an exemplary embodiment.

FIG. 4 is a flow chart illustrating yet another method of intelligent inversion analysis in accordance with an exemplary embodiment.

Detailed Description

Reference will now be made in detail to the exemplary embodiments, examples of which are illustrated in the accompanying drawings. When the following description refers to the accompanying drawings, like numbers in different drawings represent the same or similar elements unless otherwise indicated. The implementations described in the exemplary embodiments below are not intended to represent all implementations consistent with the present disclosure. Rather, they are merely examples of apparatus and methods consistent with certain aspects of the present disclosure, as detailed in the appended claims.

The construction is controlled only by monitoring parameters such as current intensity, vibration remaining time and the like in the excitation process of the existing vibroflot, the real-time monitoring on the peripheral stratum is lacked, the encryption quality of the peripheral soil body can be judged only by the experience of an operator through the current intensity change of the vibroflot, scientific judgment standards and accurate and real stratum data verification are lacked, and the construction quality is difficult to guarantee. The vibroflotation gravel pile compactness testing device is characterized in that a three-dimensional monitoring network is distributed in a simulated vibroflotation stratum, an isoellipsoid analysis program is used for drawing an isoellipsoid of an encryption area based on real-time monitoring data of each node sensor in the network in the vibration excitation process, the real encryption state of the encrypted stratum around a vibroflotation device is given in real time through inversion analysis, and the encryption process of the stratum is controlled in real time.

As shown in fig. 1A, 1B and 1C, according to a first aspect of the embodiments of the present disclosure, there is provided a vibro-replacement stone pile tightness testing apparatus, including:

the container comprises a container body 11, wherein the container body 11 is a cylindrical container with an upper opening;

a three-dimensional monitoring network (not shown in the figure), wherein the three-dimensional monitoring network is a circular ring-shaped three-dimensional monitoring network, and monitoring points of the three-dimensional monitoring network are arranged by taking the geometric center of the vibroflot as a spherical center; the monitoring network interval takes the diameter of the vibroflot as a base number, and can be encrypted or attenuated according to the precision requirement, in the embodiment, 2 times of the diameter of the vibroflot is taken as the upper and lower intervals, the annular interval and the front and rear intervals, and the monitoring boundary is a spherical area within 10d (which can be adjusted according to a specific test).

The detachable guide hole protection cylinder 12 and the vibroflot 13 are vertically arranged on the upper portion of the soil body of the container body 11, and the vibroflot 13 enters a formation to be vibrofloted through the aperture of the detachable guide hole protection cylinder 12.

A detachable guide hole protective cylinder is vertically placed in advance in the center of the container, the height of the detachable guide hole protective cylinder is about 2-4 d of the diameter of the vibroflot, and the diameter of the detachable guide hole protective cylinder is about 1.5 times of the diameter of the vibroflot.

A fixed bracket 14 arranged right above the container body and used for controlling the vertical lifting of the vibroflot 13;

the simulated vibroflotation stratum field soil 15 is used for being filled in the container body, wherein the stratum after vibroflotation can be divided into a soil body encryption area, a soil body under-encryption area and a soil body non-encryption area;

and a set of combined sensor 16 is uniformly arranged at each monitoring point and used for monitoring the whole process of vibroflotation operation and collecting soil data.

A combined sensor with waterproof performance, which consists of a soil pressure meter, an osmometer, a soil mass strain meter, an accelerometer and the like, is arranged at each monitoring point (the intersection point of the dotted lines in fig. 1A) in a hanging manner of a fishing line according to the designed coordinate position in advance, and the combined sensor is protected by an external metal armor and can be prevented from being damaged by vibration or extrusion.

In one embodiment, preferably, the combination sensor includes: soil pressure gauge, osmometer, soil mass strainometer and accelerometer.

In one embodiment, preferably, the pseudo-vibroflotation stratum site soil is prepared by a layering method. Specifically, the soil body used in the test adopts the simulated vibroflotation stratum field soil. The soil body in the container is prepared by a layering method, each layer is paved to be about 10cm thick, the soil body is tightly knocked layer by a rubber hammer, and the sensors are protected when the soil body is paved. And paving the field soil on the surface layer of the container layer by layer.

In one embodiment, preferably, the apparatus further comprises:

the thin steel strips are laid on the surface layer of the ground soil of the formation to be vibroflotation, and the balancing weights are placed on the thin steel strips, wherein the number of the balancing weights is determined according to the real soil layer pressure state. After the field soil is laid, thin steel bars are laid on the field soil, balancing weights are placed on the thin steel bars to increase the initial soil pressure of the simulated stratum, and sufficient number of balancing weights are configured and fixed above the stratum according to the soil pressure gauge data at the central point of the container, so that the ground soil pressure or the state of a similar ratio (a scale test) is met.

In one embodiment, preferably, the apparatus further comprises:

and the level gauge 17 is arranged on the surface layer of the site soil of the formation to be vibrofloted and used for monitoring the settlement of the soil layer before and after vibroflot.

The initial soil pressure simulation method specifically comprises the following steps:

for the model soil manufactured by the layering method, the soil pressure at the central position of the test container is required to meet the test requirement, and the model soil pressure value is increased by placing a balancing weight at the top. The specific method comprises the following steps: the accessible is pre-buried vertical to 0 position department soil pressure gauge reading, evenly disposes the balancing weight on the soil body surface, increases the soil pressure value to original state soil pressure value. The undisturbed soil pressure can be calculated by the following formula:

soil pressure at depth h:

σ_h＝k₀×γ×h

k₀the lateral pressure coefficient or the static soil pressure coefficient of the soil can be approximately expressed according to k for the normally consolidated cohesive soil₀1-sinj '(j' is the effective internal friction angle of the soil), gamma represents the soil gravity and h represents the depth.

In one embodiment, preferably, the combined sensors transmit the collected data to a server connected thereto in real time through a wireless network.

When the vibroflotation gravel pile density testing device is used for testing, firstly, the vibroflotation device is hoisted in place, and holes are gradually formed downwards through the hole guiding protective cylinder. The functions of the guide hole protection cylinder have the functions of positioning, inclination resistance, downward guiding, gravel filling and the like. And judging the descending depth according to the self vertical scale of the guide rod of the vibroflotation device until the hole forming at the designed depth is finished. And then, hole washing operation is executed according to the vibroflotation process standard, graded broken stone is filled according to the standard after hole washing (the conventional vibroflotation process is adopted in the vibroflotation process), and vibroflotation device control key parameters such as current intensity, vibration retention time, lifting height, back insertion depth and the like in each stage are determined according to the standard requirement and the real-time inversion analysis of a server. And ending the vibroflotation operation until the vibroflotation device rises back to the surface of the soil body. And the vibroflotation operation process is executed according to the standard requirement.

FIG. 2 is a flow diagram illustrating a method of intelligent inversion analysis in accordance with an exemplary embodiment.

According to a second aspect of the embodiments of the present disclosure, there is provided a vibroflot determination method using the vibroflot compaction testing apparatus according to any one of the embodiments of the first aspect, the method including:

step S201, for vibroflots of different models planned to be used, testing tests are respectively carried out by adopting the vibroflot gravel pile density testing device, so that soil data corresponding to each vibroflot under the condition of simulating vibroflot stratum is obtained and sent to a server;

step S202, the server performs inversion analysis according to soil data corresponding to each vibroflot to determine key optimal construction parameters corresponding to each vibroflot; wherein, software such as MATLAB can be adopted to develop an equivalent ellipsoid analysis program suitable for the test of the test device, and the equivalent ellipsoid analysis program is preset in a server.

The vibroflotation compaction intelligent inversion analysis model is mainly based on vibroflotation device compaction current intensity I, retention time t and horizontal long axis radius R of soil mass compaction area_x1、R_y1Vertical minor axis radius R of soil mass compaction region_z1Horizontal long axis radius R of soil body under-encryption area_x2、R_y2Vertical minor axis radius R of soil body under-dense area_z2Replacement ratio Q and soil pressure P₁Pore water pressure P₂Establishing a vibroflotation encryption intelligent inversion analysis model (I-t-R) according to key parameters such as soil strain epsilon and acceleration a₁-R₂-Q-P₁-P₂And epsilon-a), and giving out the isoellipsoid cloud images of the vibroflotation stratum encryption region and the under-encryption region in real time through an isoellipsoid analysis function.

The current intensity I: the method is determined according to specifications, strata and test requirements, and is generally set to be 0-100A.

And (3) the vibration retention time t: the method is determined according to specifications, stratums and test requirements, and is generally set to be 0-30 s/time.

Horizontal long axis radius R of soil body encryption area_x1、R_y11Vertical minor axis radius R of soil mass compaction region_z1: as determined by specification, formation and test requirements specifications, see fig. 1 (C).

Horizontal long axis radius R of soil body under-encryption area_x2、R_y2Vertical minor axis radius R of soil body under-dense area_z2: as determined by specification, formation and test requirements specifications, see fig. 1 (C).

Substitution rate Q: determined by calculation according to the volume ratio, the calculation analysis formula is as follows:

Δ v: filling the crushed stone volume; v: is the volume of the formation to be vibro-vibrated. P₁: obtained by real-time monitoring of a soil pressure gauge, unit: kPa; p₂: obtained by monitoring a pore water pressure gauge in real time, the unit is: kPa; epsilon: the soil strain gauge is monitored in real time, and the unit is as follows: 10^-6. and a, acquiring the stratum acceleration through real-time monitoring by an accelerometer. And taking the settlement difference of the soil surface layer before and after vibroflotation as test observation reference data.

Step S203, determining the optimal vibroflots to be adopted under the condition of simulating vibroflot stratum according to the key optimal construction parameters corresponding to each vibroflot;

according to the experimental test result of the vibroflot to be adopted to reach the same encryption radius R₁The four items of the required encryption time, the encryption effect, the economy and other requirements are used as judgment bases, and the applicability judgment is carried out according to the judgment table, which is shown in table 1.

TABLE 1 vibroflotation device applicability test and judgment table

To achieve the same encryption outer boundary R₁As the judgment criteria, specifically:

encryption time: ciphering to R₁Time required for the outer boundary;

encryption effect: the bearing capacity of a single pile, the bearing capacity of a composite foundation and the like can be generally selected according to design requirements;

the economic efficiency is as follows: including vibroflotation device cost, power consumption, water consumption, transportation and hoisting cost and the like;

and others: the method can be used for other projects except the first three projects, such as setting a special judgment project aiming at a special stratum and the like.

And S204, evaluating the encryptable performance of the vibroflotation gravel pile by adopting the optimal vibroflotation device and the corresponding key optimal construction parameters.

In this example, test runs were conducted one by one for different models of vibroflots planned for useCheck according to the same encryption radius R₁The required encryption time, encryption effect, economy, design requirements and the like are used for carrying out comparative analysis, the applicability of each vibroflot is comprehensively judged, and judgment suggestions are given.

In one embodiment, preferably, the key optimal construction parameters include:

the radius of the soil body encryption area, the radius of the soil body under-encryption area, the encryption current intensity, the vibration retention time, the gravel filler amount and the replacement rate.

FIG. 3 is a flow diagram illustrating another intelligent inversion analysis method in accordance with an exemplary embodiment.

As shown in fig. 3, in one embodiment, preferably, the step S202 includes:

step S301, calculating and displaying an equivalent ellipsoid distribution map of soil pressure, pore water pressure, soil strain and acceleration value according to real-time data of each sensor in the stratum based on a stratum equivalent ellipsoid analysis program preset in a server;

step S302, according to the preset soil body encryption judgment standard, calculating the radius R of the horizontal long axis of the soil body encryption area_x1、R_y1Vertical minor axis radius R of soil mass compaction region_z1Horizontal long axis radius R of soil body under-encryption area_x2、R_y2Vertical minor axis radius R of soil body under-dense area_z2And calculating the equivalent ellipsoid surface map of each region.

Wherein R is₁The value range in the three-dimensional coordinate system can be expressed as:

wherein x is₁，y₁，z₁The value of (2) can be determined according to the stratum design requirement, and is suitable for the numerical analysis of various sensors.

R₂The value range in the three-dimensional coordinate system can be expressed as:

x₁，y₁，z₁the value of (2) can be determined according to the stratum design requirement, and is suitable for the numerical analysis of various sensors.

FIG. 4 is a flow chart illustrating yet another method of intelligent inversion analysis in accordance with an exemplary embodiment.

As shown in fig. 4, in one embodiment, preferably, the step S204 includes:

step S401, after the optimal vibroflotation device vibroflotation operation is finished for a certain recovery period, carrying out bearing capacity and compactness tests on the pile and the vibroflotation composite foundation by adopting a static load method, a dynamic penetration method and a standard penetration method, and carrying out quality evaluation according to the standard requirements;

step S402, carrying out layering stripping operation on the vibroflotation composite foundation according to layering thickness, collecting videos and photos, drawing a cross section stripping surface sketch map and the like;

and step S403, evaluating the encryptable performance of the vibroflotation gravel pile by combining the inversion analysis result and the bearing capacity test data.

The test device and the intelligent inversion method of the invention include and are not limited to: and (3) carrying out contrastive analysis on key vibroflotation construction parameters of single/multiple stratums, vibroflots of different types, different pile diameters, different vibroflot depths and the like.

According to a third aspect of embodiments of the present disclosure, there is provided a computer readable storage medium having stored thereon computer instructions which, when executed by a processor, implement the steps of the method according to any one of the embodiments of the first aspect.

It is further understood that the use of "a plurality" in this disclosure means two or more, as other terms are analogous. "and/or" describes the association relationship of the associated objects, meaning that there may be three relationships, e.g., a and/or B, which may mean: a exists alone, A and B exist simultaneously, and B exists alone. The character "/" generally indicates that the former and latter associated objects are in an "or" relationship. The singular forms "a", "an", and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise.

It will be further understood that the terms "first," "second," and the like are used to describe various information and that such information should not be limited by these terms. These terms are only used to distinguish one type of information from another and do not denote a particular order or importance. Indeed, the terms "first," "second," and the like are fully interchangeable. For example, first information may also be referred to as second information, and similarly, second information may also be referred to as first information, without departing from the scope of the present disclosure.

It is further to be understood that while operations are depicted in the drawings in a particular order, this is not to be understood as requiring that such operations be performed in the particular order shown or in serial order, or that all illustrated operations be performed, to achieve desirable results. In certain environments, multitasking and parallel processing may be advantageous.

Other embodiments of the disclosure will be apparent to those skilled in the art from consideration of the specification and practice of the disclosure disclosed herein. This application is intended to cover any variations, uses, or adaptations of the disclosure following, in general, the principles of the disclosure and including such departures from the present disclosure as come within known or customary practice within the art to which the disclosure pertains. It is intended that the specification and examples be considered as exemplary only, with a true scope and spirit of the disclosure being indicated by the following claims.

It will be understood that the present disclosure is not limited to the precise arrangements 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 disclosure is limited only by the appended claims.