Vibro-replacement gravel pile construction method

Abstract

The invention provides a vibro-replacement gravel pile construction method, and relates to the technical field of vibro-replacement gravel pile construction. According to the method, the current footage depth of the vibroflotation equipment in the hole forming stage is obtained to determine the hole forming parameters of the vibroflotation equipment, hole forming construction is conducted according to the hole forming parameters to obtain a filling hole, and then the current footage depth of the vibroflotation equipment in the pile forming stage is obtained to determine the pile forming parameters of the vibroflotation equipment. And performing pile-forming construction according to the pile-forming parameters to obtain a gravel pile. According to the method, the injection current of the vibroflotation equipment for hole-forming construction under the current footage depth is collected in the hole-forming stage, and the encrypted current of the vibroflotation equipment for pile-forming construction under the current footage depth is collected in the pile-forming stage; and the encrypted current under the current footage depth is dynamically adjusted in real time according to the objectively collected injection current under the current footage depth, so that the encrypted current can stably change along with the depth, and the influence of the actual experience and technical level of constructors on the construction quality of the vibro-replacement gravel pile construction process is reduced.

Description

Technical Field

[0001] This invention relates to the field of vibratory compaction stone pile construction technology, and in particular to a vibratory compaction stone pile construction method. Background Technology

[0002] Vibro-compacted stone piles are a common engineering method for reinforcing soft foundations. The construction process involves drilling holes in the foundation soil layer, backfilling with stable, hard, coarse-grained materials, and then using the horizontal vibration excitation force generated by a vibro-compactor to compact the backfill material layer by layer in the hole, thereby forming stone piles to improve the bearing capacity of the foundation.

[0003] In practical engineering applications, vibro-compacted stone pile construction technology is highly operable on-site and technically dependent. However, current geological surveys of weak foundations are often insufficient, and the formation process and stratigraphic characteristics of weak foundations are quite complex. This makes it difficult to fully understand the stratigraphic distribution within the reinforcement area using limited survey data. Consequently, the construction quality of vibro-compacted stone pile construction technology is greatly affected by the practical experience and technical level of the construction personnel. Summary of the Invention

[0004] To address the problems existing in the prior art, this invention provides a method for constructing vibratory compaction stone piles.

[0005] This invention provides a method for constructing vibratory compaction stone piles, comprising: Obtain the current depth of the vibratory compaction equipment during the drilling stage of the crushed stone pile; The hole-forming parameters of the vibratory compaction equipment are determined based on the current advance depth, so as to control the vibratory compaction equipment to perform hole-forming construction according to the hole-forming parameters, and the penetration current of the vibratory compaction equipment at the current advance depth is collected. After completing the hole-forming construction and obtaining the filling hole, the current advance depth of the vibratory compaction equipment in the pile-forming stage of the crushed stone pile is obtained; The pile-forming parameters of the vibratory compaction equipment are determined based on the current advance depth, so as to control the vibratory compaction equipment to carry out pile-forming construction according to the pile-forming parameters, and the densified current of the vibratory compaction equipment for pile-forming construction at the current advance depth is collected. The densification current at the current penetration depth is dynamically adjusted in real time according to the current penetration current at the current penetration depth in order to complete the pile construction.

[0006] According to a vibro-compaction stone pile construction method provided by the present invention, before obtaining the current depth of the vibro-compaction equipment during the stone pile hole formation stage, the method further includes: Determine the data for the crushed stone piles; Acquire the first monitoring data of the vibratory compaction equipment during the hole-forming stage of the data crushed stone pile; The first monitoring data is divided into at least two clusters of monitoring data sets according to similarity criteria, so as to obtain the stratigraphic division result based on the footage depth range corresponding to the monitoring data sets.

[0007] According to a vibro-compaction stone pile construction method provided by the present invention, the step of acquiring the first monitoring data of the vibro-compaction equipment during the hole-forming stage of the stone pile includes... The penetration current and penetration rate of the vibratory compaction equipment during the hole-forming stage of the data crushed stone pile are obtained, so as to determine the penetration resistance of the vibratory compaction equipment based on the penetration current and the penetration rate. The step of dividing the first monitoring data according to a similarity criterion to obtain at least two clusters of sub-monitoring data, and obtaining stratigraphic division results based on the footage depth range corresponding to the monitoring data set, includes: The penetration resistance of the vibro-compacting equipment is divided according to the similarity criteria to obtain at least two sets of penetration resistance, so as to obtain the stratigraphic division result based on the penetration depth range corresponding to the sets of penetration resistance.

[0008] According to a vibro-compaction stone pile construction method provided by the present invention, the step of dividing the penetration resistance of the vibro-compaction equipment into at least two sets of penetration resistances based on a similarity standard includes: The threshold of the cluster is determined based on the survey data of the area to be reinforced; At least two clusters are determined based on the threshold of the clusters, and the membership degree of the penetration resistance of the vibratory compaction equipment to each cluster is determined according to the similarity criterion. The penetration resistance of the vibratory compaction equipment is divided into at least two clusters of penetration resistance based on the membership degree.

[0009] According to the present invention, a method for constructing vibro-compacted stone piles includes determining the membership degree of the penetration resistance of the vibro-compacting equipment to each cluster based on a similarity criterion, which includes: Calculate the distance between the penetration resistance of the vibratory compaction device and the center of the cluster to obtain the similarity between the penetration resistance and the center of the cluster; A fuzzy weighting index is determined to determine the membership degree of the penetration resistance of the vibratory impact device to each cluster based on the fuzzy weighting index and the similarity.

[0010] According to the vibratory compaction method for constructing stone piles provided by the present invention, the step of dynamically adjusting the densification current at the current penetration depth in real time based on the current penetration current at the current depth includes: Determine a first current ratio between the penetration current at the current depth of penetration and the encryption current at the current depth of penetration. Obtain the second current ratio, and dynamically adjust the encryption current at the current advance depth in real time based on the difference between the first current ratio and the second current ratio.

[0011] According to the present invention, a vibratory compaction method for constructing stone piles includes dynamically adjusting the densification current at the current depth in real time based on the difference between a first current ratio and a second current ratio, comprising: The encryption current is dynamically increased at the current advance depth based on the fact that the first current ratio is greater than the second current ratio.

[0012] According to the present invention, a vibratory compaction method for constructing stone piles includes dynamically adjusting the densification current at the current depth in real time based on the difference between a first current ratio and a second current ratio, comprising: The encryption current is dynamically reduced at the current advance depth based on the fact that the first current ratio is less than the second current ratio.

[0013] According to the vibratory compaction method for constructing stone piles provided by the present invention, obtaining a second current ratio includes: Obtain the second current ratio corresponding to the current advance depth.

[0014] According to the vibratory compaction method for constructing stone piles provided by the present invention, the step of dynamically adjusting the densification current at the current penetration depth in real time based on the current penetration current at the current depth includes: The vibration parameters of the vibratory compaction equipment are dynamically adjusted in real time based on the penetration current at the current depth of penetration; the vibration parameters of the vibratory compaction equipment are used to adjust the densification current at the current depth of penetration accordingly.

[0015] The vibro-compaction stone pile construction method provided by this invention determines the drilling parameters of the vibro-compaction equipment by acquiring the current depth of the equipment during the hole-forming stage, and controls the equipment to form a filling hole based on these parameters. Then, it acquires the current depth of the equipment during the pile-forming stage to determine the pile-forming parameters, and controls the equipment to form the stone pile based on these parameters. This method collects the penetration current at the current drilling depth during the hole-forming stage and the reinforcement current at the current pile-forming stage. By dynamically adjusting the reinforcement current at the current drilling depth in real time based on the objectively collected penetration current, the reinforcement current can be made to change smoothly with depth, thereby reducing the impact of the construction personnel's experience and skill level on the construction quality of the vibro-compaction stone pile. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0017] Figure 1 This is a flowchart illustrating the vibratory compaction method for constructing stone piles provided by the present invention.

[0018] Figure 2 is one of the schematic diagrams of an example of the vibratory compaction stone pile construction method provided by the present invention.

[0019] Figure 3 is a second example of the vibratory compaction method for constructing stone piles provided by the present invention.

[0020] Figure 4 is a schematic diagram of the third example of the vibratory compaction stone pile construction method provided by the present invention.

[0021] Figure 5 is a fourth example of the vibratory compaction stone pile construction method provided by the present invention. Detailed Implementation

[0022] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0023] The technical solutions of the present invention will now be described with reference to the accompanying drawings in the embodiments of the present invention.

[0024] Figure 1 This is a flowchart illustrating the vibratory compaction method for constructing stone piles provided by the present invention, as shown below. Figure 1 As shown, the method includes the following steps.

[0025] Step 101: Obtain the current depth of the vibratory compaction equipment during the hole-forming stage of the crushed stone pile.

[0026] It should be noted that the geological strata distribution of the area to be reinforced can be obtained first, and then the current depth of the vibro-compaction equipment in the crushed stone pile drilling stage can be obtained. Based on the geological strata distribution and the current depth of drilling, the physical and mechanical properties of the current strata can be determined, providing a basis for subsequent drilling construction.

[0027] There are many ways to obtain the current depth of the vibratory compaction equipment in the stage of crushed stone pile hole formation, which can be determined according to the actual working conditions. This embodiment does not limit this method.

[0028] Vibro-compaction equipment refers to equipment used for vibro-compaction stone pile construction. For example, vibro-compaction equipment can be a vibro-compactor.

[0029] The crushed stone pile hole-forming stage, also known as the crushed stone pile penetration stage or crushed stone pile hole-forming process, is the construction stage in which the vibratory compactor sinks from the ground surface, breaks up the soil through vibration, and drills downwards to form a pile hole.

[0030] The advance depth refers to the longitudinal displacement achieved by the vibratory compaction equipment from the hole-forming starting point downwards during the hole-forming stage. The unit of measurement for the advance depth can be meters. The hole-forming starting point can be determined according to the actual working conditions. For example, the hole-forming starting point can be the ground or the starting point at the bottom of the casing, etc., but this embodiment does not limit it.

[0031] Step 102: Determine the hole-forming parameters of the vibratory compaction equipment based on the current advance depth, so as to control the vibratory compaction equipment to perform hole-forming construction according to the hole-forming parameters, and collect the penetration current of the vibratory compaction equipment at the current advance depth.

[0032] As mentioned earlier, the physical and mechanical properties of the current stratum are determined based on the stratum distribution and the current drilling depth. It should be noted that the ideal drilling parameters of the vibro-compacting equipment corresponding to the physical and mechanical properties of the current stratum can be determined according to the preset mapping relationship. This allows the actual drilling parameters of the vibro-compacting equipment to be adjusted to the ideal drilling parameters for drilling construction, thereby reducing wear on the vibro-compacting equipment.

[0033] There are many ways to collect the penetration current of the vibratory compaction equipment at the current drilling depth, such as through sensors, recorders, etc., and this embodiment does not limit this method.

[0034] The drilling parameters of the vibro-compaction equipment refer to the construction parameters of the vibro-compaction equipment that are dynamically adjusted to adapt to different geological formations during the drilling stage of the crushed stone pile. For example, the drilling parameters of the vibro-compaction equipment may include the excitation force of the vibrator, the vibration frequency, and the flushing water volume.

[0035] Penetration current refers to the actual working current consumed by the vibratory compaction equipment during the hole-forming stage of vibratory compaction pile construction, as the equipment drills downward and breaks up the undisturbed soil. Penetration current reflects the energy consumption level of the vibratory compaction equipment during the hole-forming stage.

[0036] Step 103: After completing the hole-forming construction and obtaining the filling hole, obtain the current advance depth of the vibratory compaction equipment in the pile-forming stage of the crushed stone pile.

[0037] It should be noted that, during the hole-forming construction process, if the current advance depth of the vibratory compaction equipment reaches the designed bottom depth of the crushed stone pile and the hole wall is stable, the hole-forming construction can be considered complete and the filling hole obtained.

[0038] The method for obtaining the current depth of the vibratory compaction equipment in the pile forming stage of the crushed stone pile is basically the same as the method for obtaining the current depth of the vibratory compaction equipment in the hole forming stage of the crushed stone pile, and will not be repeated here.

[0039] Among them, the filling hole, also known as the hole-forming duct, refers to the stable hole formed by the vibratory compaction equipment penetrating from top to bottom to the designed bottom depth of the crushed stone pile through hole-forming construction.

[0040] The pile formation stage refers to the construction stage in vibro-compacted crushed stone pile construction where, after obtaining the filling hole, the vibro-compacting equipment is lifted from the bottom of the pile along the duct of the filling hole to perform operations such as densification, compaction, and diameter expansion of the crushed stone material filled in the hole, thus forming the crushed stone pile body.

[0041] Step 104: Determine the pile-forming parameters of the vibratory compaction equipment based on the current advance depth, so as to control the vibratory compaction equipment to carry out pile-forming construction according to the pile-forming parameters, and collect the densified current of the vibratory compaction equipment for pile-forming construction at the current advance depth.

[0042] As mentioned earlier, the physical and mechanical properties of the current stratum are determined based on the stratum distribution and the current drilling depth. It should be noted that the ideal pile-forming parameters of the vibro-compaction equipment corresponding to the physical and mechanical properties of the current stratum can be determined according to the preset mapping relationship. This allows the actual pile-forming parameters of the vibro-compaction equipment to be adjusted to the ideal pile-forming parameters for pile construction, thereby reducing wear on the vibro-compaction equipment.

[0043] The method of collecting the densified current of the vibratory compaction equipment during pile construction at the current depth is basically the same as the method of collecting the penetration current of the vibratory compaction equipment during hole construction at the current depth, and will not be described in detail here.

[0044] The pile-forming parameters of the vibro-compaction equipment refer to the construction parameters of the vibro-compaction equipment that are dynamically adjusted during the pile-forming stage of crushed stone piles to adapt to different geological formations. For example, the pile-forming parameters of the vibro-compaction equipment may include the excitation force of the vibratory equipment, the dwell time of the vibratory equipment at the current depth of penetration, and the lifting speed of the vibratory equipment.

[0045] The compaction current refers to the actual operating current consumed by the vibratory compaction equipment during the pile formation stage of vibratory compaction pile construction, when operations such as vibration compaction, diameter expansion, and compaction are performed on the crushed stone material filled into the filling hole. The compaction current is used to reflect the energy consumption level of the vibratory compaction equipment during the pile formation stage.

[0046] Step 105: Adjust the densification current at the current penetration depth dynamically in real time according to the current penetration current at the current penetration depth to complete the pile construction.

[0047] It should be noted that the pile-forming parameters and filling conditions of the vibratory compaction equipment can be dynamically adjusted according to the changing trend of the penetration current at the current depth, so as to dynamically adjust the densification current at the current depth in real time, so that the densification current changes smoothly with the depth until the current depth is the designed pile top elevation or ground surface position of the crushed stone pile, and the pile construction is completed.

[0048] The vibro-compaction stone pile construction method provided in this invention determines the drilling parameters of the vibro-compaction equipment by acquiring the current depth of the equipment during the hole-forming stage, and controls the equipment to form a filling hole based on these parameters. Then, it acquires the current depth of the equipment during the pile-forming stage to determine the pile-forming parameters, and controls the equipment to form the stone pile based on these parameters. This method collects the penetration current at the current drilling depth during the hole-forming stage and the reinforcement current at the current pile-forming stage. By dynamically adjusting the reinforcement current at the current drilling depth in real time based on the objectively collected penetration current, the reinforcement current can be made to change smoothly with depth, thereby reducing the impact of the construction personnel's experience and skill level on the construction quality of the vibro-compaction stone pile.

[0049] Based on the above embodiments, before obtaining the current depth of the vibratory compaction equipment during the stone pile drilling stage, the method further includes: Determine the data for the crushed stone piles; Acquire the first monitoring data of the vibratory compaction equipment during the hole-forming stage of the data crushed stone pile; The first monitoring data is divided into at least two clusters of monitoring data sets according to similarity criteria, so as to obtain the stratigraphic division result based on the footage depth range corresponding to the monitoring data sets.

[0050] It should be noted that a small number of crushed stone piles to be constructed in the area to be reinforced by vibro-compaction can be selected as data crushed stone piles. Initial monitoring data during the hole-forming stage of the data crushed stone piles can be collected using sensors or recorders. Based on similarity criteria, similar monitoring data in the initial monitoring data are grouped into the same cluster to obtain at least two clusters of monitoring data.

[0051] The similarity of the detection data in the monitoring data set means that the soil resistance experienced by the vibro-compacting equipment in the strata corresponding to the detection data is similar. Therefore, the strata with similar properties corresponding to each monitoring data set are divided according to the shooting depth range corresponding to each monitoring data set to obtain the corresponding stratum distribution.

[0052] Among them, data-driven crushed stone piles refer to vibratory crushed stone piles used for real-time collection of multi-dimensional construction data for geological identification and cluster analysis. Apart from collecting multi-dimensional construction data, data-driven crushed stone piles are no different from ordinary crushed stone piles.

[0053] The first monitoring data refers to the energy consumption data obtained in real time from monitoring the vibro-compaction equipment during the drilling stage of the data-driven crushed stone pile. The first monitoring data may include penetration current, penetration rate, construction voltage, and current drilling depth, etc.

[0054] Similarity criteria refer to the criteria for dividing the monitoring data in the first monitoring data into multiple different clusters, so that the monitoring data in each cluster have the highest possible similarity.

[0055] Stratigraphic division results, also known as stratigraphic identification results, refer to the distribution of strata within the area to be reinforced. Stratigraphic division results can include the distribution of strata and the type of each stratum.

[0056] Understandably, by dividing the first monitoring data of the data crushed stone piles according to the similarity standard, a monitoring data set can be obtained. Based on the advance depth range corresponding to the monitoring data set, the stratum division result can be automatically obtained, thereby reducing the impact of the actual experience and technical level of the construction personnel on the construction quality of the vibro-compacted crushed stone pile construction process.

[0057] Based on any of the above embodiments, acquiring the first monitoring data of the vibratory compaction equipment during the hole-forming stage of the data-driven crushed stone pile includes... The penetration current and penetration rate of the vibratory compaction equipment during the hole-forming stage of the data crushed stone pile are obtained, so as to determine the penetration resistance of the vibratory compaction equipment based on the penetration current and the penetration rate. The step of dividing the first monitoring data according to a similarity criterion to obtain at least two clusters of sub-monitoring data, and obtaining stratigraphic division results based on the footage depth range corresponding to the monitoring data set, includes: The penetration resistance of the vibro-compacting equipment is divided according to the similarity criteria to obtain at least two sets of penetration resistance, so as to obtain the stratigraphic division result based on the penetration depth range corresponding to the sets of penetration resistance.

[0058] It should be noted that, without considering axial viscous forces, the work done by the vibro-compaction equipment per unit time during the drilling stage of the crushed stone pile can be considered to be entirely applied to the fractured strata. Therefore, penetration resistance can be introduced based on the principle of power conservation to reflect the geological characteristics of the strata corresponding to different drilling depths during the drilling process.

[0059] The method for obtaining the penetration rate of the vibratory compaction equipment during the hole-forming stage is basically the same as the method for obtaining the penetration current of the vibratory compaction equipment during the hole-forming stage, and will not be described in detail here.

[0060] The penetration rate, also known as the penetration speed, refers to the rate at which the vibratory compaction equipment drills downwards during the pile foundation drilling stage. It can be determined by the depth change per unit time at the actuator of the vibratory compaction equipment.

[0061] Penetration resistance refers to the drilling force required by vibro-compacting equipment to overcome soil resistance when all the work done per unit time during the drilling stage of a crushed stone pile is applied to the fractured strata.

[0062] For example, the penetration resistance of a vibratory compactor can be calculated using the following formula: in, P It is the work done per unit time during the hole-forming stage of a crushed stone pile, and the unit is W. I This is the penetration current during the hole-forming stage of the crushed stone pile, measured in amperes (A). U This refers to the construction voltage during the hole-forming stage of the crushed stone pile, measured in volts (V). V This is the penetration rate during the hole-forming stage of a crushed stone pile, measured in meters per second. It is the penetration resistance during the drilling stage of the crushed stone pile, and the unit is N.

[0063] Construction voltage during the drilling stage of crushed stone piles U For fixed values, α It is a fixed empirical coefficient, and both can be determined according to the actual working conditions. This embodiment does not limit this.

[0064] It is understandable that the penetration resistance varies significantly among different geological layers. In soft strata, the power required for fractured strata is smaller, resulting in lower penetration resistance. However, in harder rock and pebble layers, the power required for fractured strata fluctuates at a certain peak, and the penetration resistance also fluctuates at a certain peak. Therefore, by classifying the penetration resistance of vibro-compacting equipment using similarity criteria, at least two sets of penetration resistance can be obtained. The stratigraphic division results can be automatically obtained directly based on the penetration depth range corresponding to the penetration resistance set.

[0065] like Figure 2 As shown, by classifying the penetration resistance of the vibro-compacting equipment according to the similarity standard, we can obtain the penetration resistance sets of the high resistance zone, the medium resistance zone, and the low resistance zone, as well as their corresponding penetration depth ranges, thereby obtaining the strata of category 1, category 2, and category 3.

[0066] Based on any of the above embodiments, the step of dividing the penetration resistance of the vibratory compaction equipment into at least two clusters of penetration resistance sets according to a similarity criterion includes: The threshold of the cluster is determined based on the survey data of the area to be reinforced; At least two clusters are determined based on the threshold of the clusters, and the membership degree of the penetration resistance of the vibratory compaction equipment to each cluster is determined according to the similarity criterion. The penetration resistance of the vibratory compaction equipment is divided into at least two clusters of penetration resistance based on the membership degree.

[0067] It should be noted that the engineering stratigraphic conditions of the area to be reinforced can be determined based on the survey data to establish the cluster threshold. For example, the surface layer ④ of the Jiangjiayao Reservoir engineering strata is the siltation layer of the Xinqiao Reservoir area. The silty clay layer ④-1 is 20.8~21.2m thick and can be divided into upper and lower sub-layers based on its state. The top 8.0~10.0m layer of ④-1-1 is significantly affected by river water and has a relatively short siltation time; most of the soil is soft plastic, with some areas exhibiting fluid plasticity. The lower 10.0m layer of ④-1-2 is less affected by river water, has a relatively long consolidation time, and is plastic. The silty loam layer ④-2 is 18.8~19.8m thick and has medium compressibility and medium permeability. The middle layer is the original riverbed deposit layer ⑤, sandy loam, 15.3~20.5m thick. The lower part consists of loess-like loam, with a relatively undulating surface due to river erosion, and a layer thickness of 3.0~12.0m. Below a depth of 63.2~64.8m in the riverbed section, the rock is Cretaceous sandstone, a soft rock with underdeveloped fissures and a relatively intact rock mass. Based on the geological conditions of this project, the threshold for clusters can be determined as 4. Correspondingly, the penetration resistance of the vibro-compacting equipment can be divided into four clusters of penetration resistance sets based on similarity criteria.

[0068] Among them, penetration resistance can belong to multiple clusters at the same time. The membership degree of penetration resistance to each cluster refers to the degree to which penetration resistance belongs to each of its respective clusters.

[0069] It should be noted that the similarity between the penetration resistance of the vibratory compaction equipment and each cluster can be calculated based on the similarity standard. The probability that the penetration resistance of the vibratory compaction equipment belongs to the corresponding cluster can be calculated based on the similarity, and the membership degree of the penetration resistance of the vibratory compaction equipment to the corresponding cluster can be obtained. The penetration resistance of the vibratory compaction equipment can be divided according to the membership degree based on the maximum criterion to obtain at least two clusters of penetration resistance sets.

[0070] For example, the degree of membership of the penetration resistance to each cluster is different. Taking the penetration resistance as an example that belongs to cluster 1, cluster 2 and cluster 3 at the same time, the degree of membership of the penetration resistance to cluster 1 can be 0.1, the degree of membership to cluster 2 can be 0.2 and the degree of membership to cluster 3 can be 0.6. Then the penetration resistance of the vibratory compaction equipment is classified into cluster 3.

[0071] Based on any of the above embodiments, determining the membership degree of the penetration resistance of the vibratory compaction equipment to each cluster according to the similarity criterion includes: Calculate the distance between the penetration resistance of the vibratory compaction device and the center of the cluster to obtain the similarity between the penetration resistance and the center of the cluster; A fuzzy weighting index is determined to determine the membership degree of the penetration resistance of the vibratory impact device to each cluster based on the fuzzy weighting index and the similarity.

[0072] It should be noted that the center of the cluster can be determined by statistical analysis of the penetration resistance of all vibratory impact equipment, so as to calculate the similarity between the penetration resistance and the center of each cluster.

[0073] There are many ways to calculate the distance between the penetration resistance of the vibratory compaction equipment and the center of the cluster, and to obtain the similarity between the penetration resistance and the center of the cluster, such as through cosine similarity, Euclidean distance, etc. This embodiment does not limit this method.

[0074] Among them, the fuzzy weighted index is a parameter used to control the degree of fuzziness in the distribution of the penetration resistance of the vibratory compaction equipment to the membership degree of different clusters.

[0075] It should be noted that the fuzzy weighting index can be determined based on the specific working conditions to reflect the degree of fuzziness between the penetration resistance of the vibratory compaction equipment and the membership degree of different clusters. For example, decreasing the value of the fuzzy weighting index can increase the difference between the penetration resistance of the vibratory compaction equipment and the membership degree of different clusters, while increasing the value of the weighting index can decrease the difference between the penetration resistance of the vibratory compaction equipment and the membership degree of different clusters.

[0076] Understandably, judging the membership degree of the penetration resistance of the vibro-compacting equipment to each cluster based on the fuzzy weighted index and similarity can achieve both clear identification of different strata and reasonable fuzziness in the stratigraphic transition zone, making the stratigraphic division results more consistent with the actual geological conditions.

[0077] In some embodiments, taking the aforementioned stratigraphic information of the Jiangjiayaoze Reservoir project as an example, after determining the penetration resistance of the vibro-compacting equipment based on the penetration current and penetration rate, the penetration resistance of the vibro-compacting equipment can be clustered to obtain at least two sets of penetration resistance, and the stratigraphic division result can be obtained based on the penetration depth range corresponding to the sets of penetration resistance.

[0078] The penetration resistance of vibratory compaction equipment can be clustered using the following formula: Where m is the fuzzy weighted index, d ik It is the similarity between the penetration resistance of the k-th vibratory impact device and the cluster center of the i-th cluster. The membership weights are obtained based on the fuzzy weighted index.

[0079] m≥1, the larger m is, the greater the degree of ambiguity.

[0080] The least squares error criterion can be used to calculate the similarity between the penetration resistance of the vibratory compaction equipment and the center of the cluster.

[0081] In one embodiment, the similarity between the penetration resistance of the vibratory compaction device and the center of the cluster is specifically calculated using the following formula: in, It is the cluster center of the i-th cluster. It is the penetration resistance of the k-th vibratory impactor.

[0082] A is a positive definite matrix that defines the distance, and can be selected according to the actual working conditions.

[0083] The parameters collected from the data collection of gravel piles were mined and analyzed using the aforementioned clustering method, resulting in specific clustering results for categories 1, 2, 3, and 4, as shown below. Figure 3 As shown, the different shapes of the clusters represent the classification of different geological types during the hole formation process.

[0084] Based on any of the above embodiments, the step of dynamically adjusting the encryption current at the current drilling depth in real time according to the penetration current at the current drilling depth includes: Determine a first current ratio between the penetration current at the current depth of penetration and the encryption current at the current depth of penetration. Obtain the second current ratio, and dynamically adjust the encryption current at the current advance depth in real time based on the difference between the first current ratio and the second current ratio.

[0085] The first current ratio is used to reflect the actual construction status at the current advance depth, such as soil hardness, fill material condition, or construction anomalies.

[0086] For example, taking the aforementioned data from the Jiangjiayaoze Reservoir project as an example, the penetration current of the vibratory compaction equipment during hole drilling at different depths of different crushed stone piles and the densification current of the vibratory compaction equipment during pile drilling at different depths of different crushed stone piles are obtained, such as... Figure 4 As shown, the first current ratio at different depths of different crushed stone piles is calculated using the following formula. η ,like Figure 5 As shown: in, I 1 represents the penetration current, measured in amperes (A). I 2 represents the encryption current, measured in amperes (A).

[0087] Figure 4The diagram shows the penetration current and reinforcement current related to crushed stone piles B2001, B2002, B2003, B2004, B2005, B2006, B2007, B2008, B2009, B2000, B2011, and B2012. Figure 5 The first current ratios associated with the crushed stone piles B2001, B2002, B2003, B2004, B2005, B2006, B2007, B2008, B2009, B2000, B2011 and B2012 are shown.

[0088] Figure 4 shows the calculated current ratio η for several vibratory compaction stone piles in the Jiangjiayao Reservoir project. The maximum current ratio is 0.83 for IIB-2001, the minimum is 0.58 for IIB-2002, and the average current ratio is 0.76. The reason for the low current ratio of IIB-2002 is that the penetration current is significantly lower than that of the other piles. In loose soil, the soil density is low, and the current ratio is usually small, indicating that the working load of the equipment during the drilling process is relatively light. If the average penetration current of the other piles is substituted into the calculation, the obtained ratio is more normal. The figure also shows that the current ratios of piles IIB-2001 and IIB-2003 fluctuate greatly, while those of pile IIB-2002 are relatively stable.

[0089] In some embodiments, a second current ratio corresponding to the current advance depth is obtained.

[0090] It should be noted that, based on the aforementioned stratigraphic division results, the type of the current stratigraphy can be determined according to the current drilling depth, and then the corresponding second current ratio can be determined according to the type of stratigraphy.

[0091] Specifically, the corresponding second current ratio can be determined based on the hardness of the current type of stratum, or it can be determined based on specific construction records.

[0092] For example, if the hardness of the soil is determined to be high based on the current type of stratum, a larger second current ratio is set; if the hardness of the soil is determined to be low based on the current type of stratum, a smaller second current ratio is set, in order to improve the consistency of the compaction of the crushed stone piles obtained during construction.

[0093] For example, at the junction of the casing and the soil layer, the installation of the steel casing will cause some disturbance to the original soil layer, which will result in a smaller penetration current value of the vibratory compaction equipment during the drilling stage of the crushed stone pile. In order to ensure that the pile body meets the design standards such as pile diameter and pile body density, a smaller current ratio needs to be designed to reduce the interference of the penetration current on the hardness judgment of the soil layer and improve the consistency of the pile body density of the crushed stone pile obtained by construction.

[0094] In some embodiments, the encryption current at the current advance depth is dynamically increased based on the fact that the first current ratio is greater than the second current ratio.

[0095] It should be noted that, based on the stratum division results obtained in advance through the data crushed stone pile, and judging from the corresponding stratum division results, if the penetration current during the crushed stone pile drilling stage is normal, and the first current ratio is greater than the second current ratio, it can be determined that the densification current during the crushed stone pile drilling stage is relatively small. By dynamically increasing the densification current at the current drilling depth, it can be ensured that the pile body meets the designed pile diameter and pile body density standards.

[0096] In some embodiments, the encryption current at the current advance depth is dynamically reduced based on the fact that the first current ratio is less than the second current ratio.

[0097] It should be noted that, based on the stratum division results obtained in advance through the data crushed stone pile, and judging from the corresponding stratum division results, if the penetration current during the crushed stone pile drilling stage is normal, and the first current ratio is less than the second current ratio, it can be determined that the densification current during the crushed stone pile drilling stage is relatively large. By dynamically reducing the densification current at the current drilling depth, it can be ensured that the pile body meets the designed pile diameter and pile body density standards.

[0098] Based on any of the above embodiments, the step of dynamically adjusting the encryption current at the current drilling depth in real time according to the penetration current at the current drilling depth includes: The vibration parameters of the vibratory compaction equipment are dynamically adjusted in real time based on the penetration current at the current depth of penetration; the vibration parameters of the vibratory compaction equipment are used to adjust the densification current at the current depth of penetration accordingly.

[0099] It should be noted that, based on the stratum division results obtained through the data crushed stone piles, and judging from the corresponding stratum division results that the penetration current during the crushed stone pile drilling stage is normal, if the first current ratio is greater than the second current ratio, it may be that the pile hole filler is blocked during the pile drilling process, resulting in less filler around the vibratory compactor. The densification current at the current drilling depth can be dynamically increased by adjusting the vibratory compaction parameters of the vibratory compaction equipment.

[0100] It is understandable that the change in penetration current can reflect the softness and hardness characteristics of the stratum. Based on this, according to the difference between the first current ratio and the second current ratio, as well as the change in penetration current at the corresponding depth, the parameter threshold of the densification current can be initially determined so that the first current ratio falls within the expected range. Then, the vibration parameters of the vibratory compaction equipment can be dynamically adjusted to ensure that the pile body meets the designed pile diameter and pile body density standards.

[0101] The vibration parameters of the vibratory compaction equipment may include the excitation force of the vibratory compaction equipment, the dwell time of the vibratory compaction equipment at the current advance depth, the lifting speed of the vibratory compaction equipment, and the amount of filler.

[0102] Through the above description of the embodiments, those skilled in the art can clearly understand that each embodiment can be implemented by means of software plus necessary general-purpose hardware platforms, and of course, it can also be implemented by hardware. Based on this understanding, the above technical solutions, in essence or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as ROM / RAM, magnetic disk, optical disk, etc., and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods described in the various embodiments or some parts of the embodiments.

[0103] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for constructing vibratory compaction stone piles, characterized in that, include: Obtain the current depth of the vibratory compaction equipment during the hole-forming stage of the crushed stone pile; The hole-forming parameters of the vibratory compaction equipment are determined based on the current advance depth, so as to control the vibratory compaction equipment to perform hole-forming construction according to the hole-forming parameters, and the penetration current of the vibratory compaction equipment at the current advance depth is collected. After completing the hole-forming construction and obtaining the filling hole, the current advance depth of the vibratory compaction equipment in the pile-forming stage of the crushed stone pile is obtained; The pile-forming parameters of the vibratory compaction equipment are determined based on the current advance depth, so as to control the vibratory compaction equipment to carry out pile-forming construction according to the pile-forming parameters, and the densified current of the vibratory compaction equipment for pile-forming construction at the current advance depth is collected. The densification current at the current penetration depth is dynamically adjusted in real time according to the current penetration current at the current penetration depth in order to complete the pile construction.

2. The vibratory compaction method for constructing stone piles according to claim 1, characterized in that, Before obtaining the current depth of the vibratory compaction equipment during the drilling stage of the stone pile, the method further includes: Determine the data for the crushed stone piles; Acquire the first monitoring data of the vibratory compaction equipment during the hole-forming stage of the data crushed stone pile; The first monitoring data is divided into at least two clusters of monitoring data sets according to similarity criteria, so as to obtain the stratigraphic division result based on the footage depth range corresponding to the monitoring data sets.

3. The vibratory compaction method for constructing stone piles according to claim 2, characterized in that, The acquisition of the first monitoring data of the vibratory compaction equipment during the hole-forming stage of the data crushed stone pile includes The penetration current and penetration rate of the vibratory compaction equipment during the hole-forming stage of the data crushed stone pile are obtained, so as to determine the penetration resistance of the vibratory compaction equipment based on the penetration current and the penetration rate. The step of dividing the first monitoring data according to a similarity criterion to obtain at least two clusters of sub-monitoring data, and obtaining stratigraphic division results based on the footage depth range corresponding to the monitoring data set, includes: The penetration resistance of the vibro-compacting equipment is divided according to the similarity criteria to obtain at least two sets of penetration resistance, so as to obtain the stratigraphic division result based on the penetration depth range corresponding to the sets of penetration resistance.

4. The vibratory compaction method for constructing stone piles according to claim 3, characterized in that, The penetration resistance of the vibratory compaction equipment is divided according to a similarity criterion to obtain at least two clusters of penetration resistance sets, including: The threshold of the cluster is determined based on the survey data of the area to be reinforced; At least two clusters are determined based on the threshold of the clusters, and the membership degree of the penetration resistance of the vibratory compaction equipment to each cluster is determined according to the similarity criterion. The penetration resistance of the vibratory compaction equipment is divided into at least two clusters of penetration resistance based on the membership degree.

5. The vibratory compaction method for constructing stone piles according to claim 4, characterized in that, The determination of the membership degree of the penetration resistance of the vibratory compaction equipment to each cluster based on the similarity criterion includes: Calculate the distance between the penetration resistance of the vibratory compaction equipment and the center of the cluster to obtain the similarity between the penetration resistance and the center of the cluster; A fuzzy weighting index is determined to determine the membership degree of the penetration resistance of the vibratory impact device to each cluster based on the fuzzy weighting index and the similarity.

6. The vibratory compaction method for constructing stone piles according to claim 1, characterized in that, The step of dynamically adjusting the densification current at the current drilling depth based on the penetration current at the current drilling depth includes: Determine a first current ratio between the penetration current at the current depth of penetration and the encryption current at the current depth of penetration. Obtain the second current ratio, and dynamically adjust the encryption current at the current advance depth in real time based on the difference between the first current ratio and the second current ratio.

7. The vibratory compaction method for constructing stone piles according to claim 6, characterized in that, The encryption current is dynamically adjusted in real time based on the difference between the first current ratio and the second current ratio, including: The encryption current is dynamically increased at the current advance depth based on the fact that the first current ratio is greater than the second current ratio.

8. The vibratory compaction method for constructing stone piles according to claim 6, characterized in that, The encryption current is dynamically adjusted in real time based on the difference between the first current ratio and the second current ratio, including: The encryption current is dynamically reduced at the current advance depth based on the fact that the first current ratio is less than the second current ratio.

9. The vibratory compaction method for constructing stone piles according to claim 6, characterized in that, To obtain the second current ratio, the following steps are taken: Obtain the second current ratio corresponding to the current advance depth.

10. The vibratory compaction method for constructing stone piles according to claim 1, characterized in that, The step of dynamically adjusting the densification current at the current drilling depth based on the penetration current at the current drilling depth includes: The vibration parameters of the vibratory compaction equipment are dynamically adjusted in real time based on the penetration current at the current depth of penetration; the vibration parameters of the vibratory compaction equipment are used to adjust the densification current at the current depth of penetration accordingly.

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