A construction method for realizing adjustable pile diameter based on gravel pile vibroflotation equipment

Abstract

The application discloses a construction method for realizing adjustable pile diameter based on gravel pile vibration and compaction equipment, and comprises the following steps: step 1, hole making is performed on a target pile position to obtain a hole after hole making; step 2, stone materials required for forming a gravel pile are added into a hopper, the stone materials are sequentially thrown out from a discharge port and fall into the hole after passing through a stock bin and a guide rod, and a vibrator compacts and densifies the stone materials falling into the hole to form the gravel pile, in the process of compacting and densifying the stone materials, a pile diameter measuring sensing system measures an average pile diameter of the current gravel pile, an ultrasonic transducer array measures a measured pile diameter of the current gravel pile, and based on the quality of the current formed gravel pile, the quality represents whether the pile diameter of the current gravel pile is up to standard. The application can judge whether the pile diameter is up to standard in real time, and when the pile diameter is not up to standard, the construction parameters are adjusted to realize that the pile diameter of the final gravel pile is up to standard, and the construction quality is ensured.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering technology, specifically a construction method based on vibratory compaction equipment for crushed stone piles to achieve adjustable pile diameter. Background Technology

[0002] The construction of crushed stone piles requires the use of vibratory compaction equipment, typically vibratory compactors. Current vibratory compactors often lack real-time and effective monitoring methods, relying instead on an indirect method of calculating the average pile diameter by statistically analyzing the total fill volume after construction. This indirect method of obtaining the pile diameter has significant time lag and uncertainty, often failing to reflect the true diameter of the crushed stone pile at different depths. Furthermore, it not only fails to detect localized diameter reduction or expansion during construction but also masks these discrepancies in pile diameter because the calculation results obtained after construction are post-construction. This makes the quality of crushed stone pile construction highly dependent on manual experience, resulting in large errors and low reliability.

[0003] Furthermore, existing vibratory compactors generally employ a structure that discharges material laterally or from the middle of the pile. This structure easily leads to the stone material being thrown out of the discharge port and falling into the borehole. Due to the large volume of the stone or the presence of sticky mud, bridging and blockage can easily occur within the borehole, causing interruptions in material discharge. This reduces construction efficiency and results in defects such as broken piles or localized diameter reduction in the crushed stone piles due to discontinuous filling, directly jeopardizing the integrity of the crushed stone piles and the bearing capacity of the composite foundation. Obstructed or uneven material discharge becomes a source of risk for the quality of crushed stone piles. Summary of the Invention

[0004] To address the shortcomings of existing technologies, the purpose of this invention is to provide a construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles, which can solve the problems described in the background art.

[0005] The technical solution to achieve the objective of this invention is as follows: a construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles. The vibratory compaction equipment for adjustable pile diameter includes a hopper, a silo, a guide rod, multiple discharge ports, a vibratory compactor, and a computer. A pile diameter measurement sensor system is installed on the inner wall of the guide rod's inner cavity, as well as an ultrasonic transducer array and a vibration acceleration sensor installed on the vibratory compactor. The pile diameter measurement sensor system, the ultrasonic transducer array, and the vibration acceleration sensor are all electrically connected to the computer. The hopper is fixedly installed on one side of the silo, which is fixedly installed at the top of the guide rod. The discharge ports are installed at the lower end of the guide rod and located on the outside of the guide rod. The vibratory compactor is installed at the lower end of the guide rod, and each discharge port surrounds the vibratory compactor. The hopper, silo, guide rod, and discharge ports are sequentially connected. The construction method includes the following steps: Step 1: Drill a hole at the target pile location to obtain the hole after drilling; Step 2: Add the necessary stones for forming the crushed stone piles into the hopper. The stones pass through the hopper and guide rod in sequence, then are ejected from the discharge port and fall into the hole. The vibratory compactor compresses and compacts the stones falling into the hole to form the crushed stone piles. During the compaction process of the stone material, the average diameter of the current crushed stone pile is measured by a pile diameter measurement sensor system. The measured diameter of the current crushed stone pile is obtained by using an ultrasonic transducer array. ,based on and Assess the quality of the currently formed crushed stone piles. The quality status indicates whether the pile diameter meets the standard. The quality status includes three situations: qualified, localized diameter reduction, and insufficient compaction. Based on different quality statuses, adjust the construction parameters to ensure that the pile diameter meets the standard. The construction parameters include lifting speed, vibration time, additional filling material, and reverse insertion vibration compaction.

[0006] Furthermore, in step 1, after leveling and compacting the target work site, the vibratory compaction equipment for crushed stone piles is erected on the target pile position of the target work site, and then the vibratory compactor is started to drill holes in the target pile position to obtain the drilled holes.

[0007] Furthermore, during the hole-making process, the penetration speed of the vibratory compactor into the soil layer is controlled to not exceed the preset speed. High-pressure airflow is used to clean the hole and assist in penetration to achieve hole-making. The high-pressure airflow is output from an air compressor system, which can be integrated into or independent of the vibratory compaction equipment for stone piles. This allows the vibratory compactor to continue sinking until the design elevation is reached. If a hard layer is encountered during the penetration process, causing slow progress or difficulties, the penetration capability can be improved by adjusting the output pressure of the air compressor system.

[0008] Furthermore, during the drilling process, the vibratory compaction equipment for crushed stone piles also includes an attitude sensor and a directional high-pressure water jetting device. The attitude sensor is electrically connected to a computer and collects the tilt angle of the guide rod in real time at a preset frequency. When the tilt angle exceeds the set tilt angle threshold and continues for more than a preset time, it is determined that correction is needed and the crushed stone pile is corrected. Based on the tilt angle direction, the high-pressure water jetting device in the corresponding direction is controlled to spray water in a directional manner. The sprayed water softens the soil on one side of the tilt angle direction, and then the vibratory compactor continues to penetrate. This cycle is repeated until the designed hole depth is reached and the verticality meets the requirements, thereby completing the drilling.

[0009] Furthermore, the average pile diameter was measured. Includes the following steps: The process of simultaneously lifting the pile pipe and filling the pile was adopted, and the average amount of filler per linear meter of crushed stone pile was measured in real time through a supporting metering system. The compaction coefficient, which meets the current target work site and construction conditions, was determined through on-site process tests. The average pile diameter is calculated using the following formula. , .

[0010] Furthermore, the actual pile diameter was measured. Includes the following steps: The ultrasonic transducer array includes two single-hole transducers with different frequencies, each transmitting and receiving a sound wave. The single-hole transducer transmits sound waves, and two receivers receive them. The distance from the single-hole transducer to the pile-soil interface is calculated by measuring the time difference between the arrival times of the sound waves at the two receivers. Based on this distance, the measured pile diameter at the pile end face is calculated. .

[0011] Furthermore, a target detection model is used to diagnose the quality of the crushed stone piles in order to obtain their quality status. The target detection model is a time-spectrum target detection model based on the YOLOv5s model. The structure of the time-spectrum target detection model includes a backbone network, a feature fusion network, and a detection head. The backbone network is used to extract texture features and energy distribution features from the vibration time-spectrum map. The vibration time-spectrum map is generated by a computer based on three-dimensional vibration signals collected by a vibration acceleration sensor. The feature fusion network uses a path aggregation network combined with a bidirectional feature pyramid network to achieve the fusion of multi-scale features. Feature fusion is used to capture the macroscopic quality trend of the crushed stone pile and to locate the start and end depths of local diameter reduction and insufficient compaction. The detection head is used to output the initial diagnostic results, which include the quality status.

[0012] Furthermore, if the initial diagnostic result is satisfactory, and the deviation is... , , If the preset threshold is met, the final diagnostic result will be deemed satisfactory. If the initial diagnosis is localized narrowing, and the deviation... The final diagnosis is localized narrowing. If the initial diagnosis is insufficient density, then the final diagnosis will also be insufficient density. If the final diagnosis is satisfactory, construction will continue with the current construction parameters. If the final diagnosis indicates localized diameter reduction, reduce the lifting speed and extend the vibration dwell time, or issue a prompt to replenish the stone material, and use an ultrasonic transducer array for retesting and verification. If the final diagnosis is insufficient compaction, increase the vibration time or implement reverse insertion vibration compaction.

[0013] Furthermore, during the formation of the crushed stone pile, after each end of the crushed stone pile body is completed, the vibratory compactor is stopped from being lifted and is inserted downwards into the filled stone material. The vibration is then maintained for a certain period of time until the working current of the vibratory compactor is increased to the set compaction current. This process is repeated according to the preset segment height, involving lifting the vibratory compactor, repeating the reverse insertion, and maintaining the vibration until the crushed stone pile of the target height is completed.

[0014] The beneficial effects of this invention are: This invention can determine in real time whether the pile diameter meets the standard, and when it does not, adjust the construction parameters to achieve the final pile diameter of the crushed stone pile, ensuring construction quality. In addition, it greatly reduces the risk of material discharge obstruction or incomplete flow. Attached Figure Description

[0015] Figure 1 A flowchart illustrating the construction method. Figure 2 This is a structural schematic diagram including the vibratory compaction equipment for crushed stone piles. Figure 3 A schematic diagram of the cross-section of a vibratory compaction device for crushed stone piles; Figure 4 A schematic diagram of a system for installing a pile diameter measurement sensor on a guide rod; Figure 5 A schematic diagram of a structure for installing an ultrasonic transducer array and a vibration acceleration sensor on a vibratory shock unit; Figure 6 A schematic diagram of a structure for mounting an attitude sensor on a guide rod; In the diagram, 1-hopper, 2-bin, 3-guide rod, 4-discharge port, 401-first discharge port, 402-second discharge port, 403-third discharge port, 404-fourth discharge port, 5-vibratory impactor, 6-pile diameter measurement sensor system, 7-ultrasonic transducer array, 8-attitude sensor, 9-vibration acceleration sensor, 10-computer. Detailed Implementation

[0016] The present invention will be further described below with reference to the accompanying drawings and specific embodiments: like Figures 1-6As shown, a construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles is disclosed. The adjustable pile diameter vibratory compaction equipment includes a hopper, a silo, a guide rod, multiple discharge ports, a vibratory compactor, and a computer. A pile diameter measurement sensor system is installed on the inner wall of the guide rod, along with an ultrasonic transducer array and a vibration acceleration sensor mounted on the vibratory compactor. The pile diameter measurement sensor system, ultrasonic transducer array, and vibration acceleration sensor are all telecommunication-connected to the computer to establish communication. The hopper is fixedly installed on one side of the silo, which is fixedly installed at the top of the guide rod. The discharge ports are installed at the lower end of the guide rod and located on the outside of the guide rod. The vibratory compactor is installed at the lower end of the guide rod, and each discharge port surrounds the vibratory compactor, i.e., the vibratory compactor is located in the middle of the surrounding discharge ports. The hopper, silo, guide rod, and discharge ports are sequentially connected, allowing the stone material to pass through the silo and guide rod sequentially after being fed into the hopper, and then be ejected from the discharge ports.

[0017] It is understandable that multiple discharge ports can be provided (more than two). In this embodiment, four discharge ports are provided, namely the first discharge port, the second discharge port, the third discharge port, and the fourth discharge port.

[0018] The pile diameter measurement sensor system is located below the ultrasonic transducer array, meaning the ultrasonic transducer array is installed on the guide rod closer to the hopper, while the pile diameter measurement sensor system is installed on the guide rod closer to the discharge port.

[0019] Understandably, compared to existing technologies, this invention places the discharge ports on the outside of the guide rod and vibratory compactor, and provides multiple discharge ports. This allows the crushed stone aggregate to reach the bottom of the guide rod and be evenly discharged into each discharge port. The crushed stone aggregate entering the discharge port also reaches the bottom of the discharge port and is discharged, avoiding the risk of bridging and blockage during the descent of the crushed stone aggregate into the pile hole, as is the case with existing technologies. Multiple discharge ports form redundant channels; even if a single discharge port is temporarily blocked by large stones, the remaining discharge ports can still maintain continuous feeding, avoiding the problem of easy interruption in lateral discharge in existing technologies, thus ensuring the continuity and integrity of the stone material required for the crushed stone pile.

[0020] The construction method includes the following steps: Step 1: After leveling and compacting the target work site, the vibratory compactor for crushed stone piles is erected on the target pile position of the target work site. Then, the vibratory compactor is started to drill holes in the target pile position to obtain the drilled holes.

[0021] Understandably, GPS or other positioning methods can be used to determine the target pile location at the work site. Steel plates are then laid under the outriggers of the main crane to ensure the stability of the vibratory compaction equipment for crushed stone piles. The equipment is then erected and moved to the target pile location and aligned using the crane. Subsequently, the power system and air compressor system can be activated to prepare for drilling. Once ready, the vibratory compactor can be started to perform the drilling process. The air compressor system outputs high-pressure airflow. This system can be integrated into or independent of the vibratory compaction equipment; it can be a component of the equipment or an external device separate from it.

[0022] During the borehole drilling process, the penetration speed of the vibratory compactor into the soil layer should be controlled to not exceed 2 m / min. Borehole drilling mainly utilizes high-pressure airflow for cleaning and assisting penetration, allowing the vibratory compactor to continue sinking until the design elevation is reached. If hard layers are encountered during penetration, causing slow progress or difficulties, the output pressure of the air compressor system can be adjusted to improve penetration capacity.

[0023] For example, to ensure that the verticality and depth of the drilled hole meet the requirements, the vibratory compaction equipment for the crushed stone pile also includes an attitude sensor and a directional high-pressure water jetting device. The attitude sensor is electrically connected to a computer and collects the inclination angle of the guide rod in real time at a frequency of not less than 10 Hz or other frequencies. The inclination angle of the guide rod represents the inclination angle of the crushed stone pile, which reflects the verticality of the pile hole. When the inclination angle exceeds the set inclination angle threshold and continues for more than a preset time, it is determined that correction is needed and the crushed stone pile is corrected. Based on the inclination angle direction, the high-pressure water jetting device in the corresponding direction is controlled to spray water in a directional manner. The sprayed water softens the soil on one side of the inclination angle direction, and then the vibratory compactor continues to penetrate, repeating the cycle until the designed hole depth is reached and the verticality meets the requirements, thus completing the drilling.

[0024] Step 2: Add the stone material needed to form the crushed stone pile to the hopper. The stone material passes through the hopper and guide rod in sequence and is then thrown out from the discharge port. The thrown stone material falls into the hole, and the vibratory compactor squeezes and compacts the stone material in the hole to form the crushed stone pile.

[0025] For example, during the formation of crushed stone piles, after completing a certain distance of the pile body, the vibratory compactor is stopped from being raised and instead inserted downwards into the filled stone material. Vibration is maintained for a certain period (e.g., several seconds) until the operating current of the vibratory compactor reaches the set compaction current, indicating that the pile section has been sufficiently compacted. This process of repeatedly raising the vibratory compactor, re-inserting, and maintaining vibration according to preset segment heights is achieved until the target height of the crushed stone pile is completed.

[0026] During the compaction process of the stone material, the average diameter of the current crushed stone pile is measured by a pile diameter measurement sensor system. The measured diameter of the current crushed stone pile is obtained by using an ultrasonic transducer array. ,based on and The quality of the currently formed crushed stone piles is assessed. Quality indicates whether the pile diameter meets the standard. Quality status includes three categories: acceptable, localized diameter reduction, and insufficient compaction. Based on different quality statuses, construction parameters are adjusted to ensure the pile diameter meets the standard, achieving pile diameter control. Construction parameters include lifting speed, vibration time, additional fill material, and reverse insertion vibration compaction. "Acceptable" indicates the pile diameter meets the standard, while localized diameter reduction and insufficient compaction both indicate the pile diameter does not meet the standard.

[0027] For example, the average pile diameter was measured. Includes the following steps: The process involves simultaneously lifting the pile pipe and filling it with stone (i.e., filler material), and the average filler material volume per linear meter of crushed stone pile is measured in real time using a supporting metering system. Furthermore, the compaction coefficient, which meets the current target work site and construction conditions, was determined through on-site process tests. (The value is generally taken as 0.7-0.8). Based on the principle of volume conservation, the average pile diameter is calculated using the following formula. .

[0028] Measured pile diameter Includes the following steps: The ultrasonic transducer array consists of two single-transmitter, dual-receiver transducers at different frequencies. The dual-transmitter design means that one transmitter emits sound waves and two receivers receive them. By measuring the time difference between the arrival times of the sound waves at the two receivers, the distance from the single-hole transducer to the pile-soil interface is calculated, thus yielding the measured pile diameter at the pile end. Actual pile diameter It reflects the instantaneous local morphology of the crushed stone pile at this end face (i.e., cross-section).

[0029] For example, to more accurately assess the quality, a target detection model is used to diagnose (i.e., evaluate) the quality of the crushed stone piles. The target detection model is a time-spectrum target detection model based on the YOLOv5s model, which transforms the crushed stone pile quality diagnosis problem into an image target detection problem in the field of computer vision. The main principle of the time-spectrum target detection model for quality diagnosis is to locate and classify defects in the crushed stone piles through end-to-end analysis of the vibration time-spectrum image. The structure of the time-spectrum target detection model includes a backbone network, a feature fusion network, and a head. The backbone network adopts the SPDarknet53 structure, effectively extracting texture features and energy distribution features in the spectrum through cross-stage local networks. To address the characteristics of small defect region size and insignificant features in the spectrum, a convolutional block attention module (CBAM) is introduced to enhance the network's attention to key frequency bands and temporal location features. The feature fusion network employs a path aggregation network (PANet) combined with a bidirectional feature pyramid network (BiFPN) to achieve efficient fusion of multi-scale features. This enables the model to capture both the overall macroscopic quality trend of the pile and accurately locate the start and end depths of microscopic defects such as localized narrowing and insufficient compaction. The detection head outputs three categories of diagnostic results—"qualified," "localized narrowing," and "insufficient compaction"—along with the bounding box coordinates of each defect region on the time-spectrum map. These coordinates can be converted into the actual start and end depths of the pile defect through inverse mapping.

[0030] The output of the time-spectrum target detection model includes not only the diagnostic results but also a confidence score and the coordinates of the defect bounding box for which the diagnostic result indicates an anomaly. The diagnostic results are then combined with... and A final verification is performed to obtain the final diagnostic result.

[0031] Among them, if the diagnostic result of the output result is qualified, and the deviation is... , , The preset threshold value ranges from 0 to 1 (excluding extreme values). For example, If the diagnosis is localized narrowing and the deviation is found to be within acceptable limits, then the final diagnosis is deemed satisfactory. The final diagnosis is localized narrowing. If the diagnosis is insufficient density, regardless of... Whether it meets the standards or not, the final diagnosis is insufficient density.

[0032] When a significant conflict exists, a review mechanism is triggered. The final diagnosis result is then used as the quality label for the current gravel pile (i.e., the gravel pile corresponding to the current segment), and the quality label is bound to the depth position of the gravel pile and stored.

[0033] If the final diagnosis is satisfactory, construction continues with the current parameters. If the final diagnosis indicates localized diameter reduction, the lifting speed is reduced and the vibration time is extended, or a prompt is issued to replenish the stone (i.e., filler), and a retest is conducted using an ultrasonic transducer array. If the final diagnosis indicates insufficient compaction, the vibration time is increased or reverse insertion compaction is implemented, thereby achieving a closed-loop construction process.

[0034] Among them, the vibration spectrum is generated by computer based on the three-dimensional vibration signal collected by the vibration acceleration sensor.

[0035] The embodiments disclosed in this specification are merely illustrative of one aspect of the invention, and the scope of protection of the invention is not limited to these embodiments. Any other functionally equivalent embodiments fall within the scope of protection of the invention. Those skilled in the art can make various other corresponding changes and modifications based on the technical solutions and concepts described above, and all such changes and modifications should fall within the scope of protection of the claims of this invention.

Claims

1. A construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles, characterized in that, The adjustable-diameter crushed stone pile vibratory compaction equipment includes a hopper, a bin, a guide rod, multiple discharge ports, a vibratory compactor, and a computer. A pile diameter measurement sensor system is installed on the inner wall of the guide rod, along with an ultrasonic transducer array and a vibration acceleration sensor mounted on the vibratory compactor. The pile diameter measurement sensor system, ultrasonic transducer array, and vibration acceleration sensor are all electrically connected to the computer. The hopper is fixedly installed on one side of the bin, which is fixedly installed at the top of the guide rod. The discharge ports are installed at the lower end of the guide rod and located on the outside of the guide rod. The vibratory compactor is installed at the lower end of the guide rod, and the discharge ports surround the vibratory compactor. The hopper, bin, guide rod, and discharge ports are sequentially connected. The construction method includes the following steps: Step 1: Drill a hole at the target pile location to obtain the hole after drilling; Step 2: Add the necessary stones for forming the crushed stone piles into the hopper. The stones pass through the hopper and guide rod in sequence, then are ejected from the discharge port and fall into the hole. The vibratory compactor compresses and compacts the stones falling into the hole to form the crushed stone piles. During the compaction process of the stone material, the average diameter of the current crushed stone pile is measured by a pile diameter measurement sensor system. The measured diameter of the current crushed stone pile is obtained by using an ultrasonic transducer array. ,based on and Assess the quality of the currently formed crushed stone piles. The quality status indicates whether the pile diameter meets the standard. The quality status includes three situations: qualified, localized diameter reduction, and insufficient compaction. Based on different quality statuses, adjust the construction parameters to ensure that the pile diameter meets the standard. The construction parameters include lifting speed, vibration time, additional filling material, and reverse insertion vibration compaction.

2. The construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles according to claim 1, characterized in that, In step 1, after leveling and compacting the target work site, the vibratory compaction equipment for crushed stone piles is erected on the target pile position of the target work site. Then, the vibratory compactor is started to drill holes in the target pile position to obtain the drilled holes.

3. The construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles according to claim 1, characterized in that, During the drilling process, the penetration speed of the vibratory compactor into the soil layer is controlled to not exceed the preset speed. High-pressure airflow is used to clean the hole and assist in penetration to achieve drilling. The high-pressure airflow is output from an air compressor system, which can be integrated into or independent of the vibratory compactor equipment for stone piles. This allows the vibratory compactor to continue sinking until the design elevation is reached. If a hard layer is encountered during the penetration process, causing slow progress or difficulties, the penetration capability can be improved by adjusting the output pressure of the air compressor system.

4. The construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles according to claim 1, characterized in that, During the drilling process, the vibratory compaction equipment for crushed stone piles also includes an attitude sensor and a directional high-pressure water jetting device. The attitude sensor is electrically connected to a computer and collects the tilt angle of the guide rod in real time at a preset frequency. When the tilt angle exceeds the set tilt angle threshold and continues for a preset time, it is determined that correction is needed and the crushed stone pile is corrected. Based on the tilt angle direction, the high-pressure water jetting device in the corresponding direction is controlled to spray water in a directional manner. The sprayed water softens the soil on one side of the tilt angle direction, and then the vibratory compactor continues to penetrate. This cycle is repeated until the designed hole depth is reached and the verticality meets the requirements, thereby completing the drilling.

5. The construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles according to claim 1, characterized in that, Measured average pile diameter Includes the following steps: The process of simultaneously lifting the pile pipe and filling the pile was adopted, and the average amount of filler per linear meter of crushed stone pile was measured in real time through a supporting metering system. The compaction coefficient, which meets the current target work site and construction conditions, was determined through on-site process tests. The average pile diameter is calculated using the following formula. , .

6. The construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles according to claim 1, characterized in that, Measured pile diameter Includes the following steps: The ultrasonic transducer array includes two single-hole transducers with different frequencies, each transmitting and receiving a sound wave. The single-hole transducer transmits sound waves, and the two receivers receive them. The distance from the single-hole transducer to the pile-soil interface is calculated by measuring the time difference between the sound waves arriving at the two receivers. Based on this distance, the measured pile diameter at the pile end face is calculated. .

7. The construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles according to claim 1, characterized in that, A target detection model was used to diagnose the quality of the crushed stone piles in order to obtain their quality status. The target detection model is a time-spectrum target detection model based on the YOLOv5s model. The structure of the time-spectrum target detection model includes a backbone network, a feature fusion network, and a detection head. The backbone network is used to extract texture features and energy distribution features from the vibration time-spectrum map. The vibration time-spectrum map is generated by a computer based on three-dimensional vibration signals collected by a vibration acceleration sensor. The feature fusion network uses a path aggregation network combined with a bidirectional feature pyramid network to achieve the fusion of multi-scale features. Feature fusion is used to capture the macroscopic quality trend of the crushed stone pile and to locate the start and end depths of local diameter reduction and insufficient compaction. The detection head is used to output the initial diagnostic results, which include the quality status.

8. The construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles according to claim 7, characterized in that, If the initial diagnostic result is satisfactory, and the deviation is... , , If the preset threshold is met, the final diagnostic result will be deemed satisfactory. If the initial diagnosis is localized narrowing, and the deviation... The final diagnosis is localized narrowing. If the initial diagnosis is insufficient density, then the final diagnosis will also be insufficient density. If the final diagnosis is satisfactory, construction will continue with the current construction parameters. If the final diagnosis indicates localized diameter reduction, reduce the lifting speed and extend the vibration dwell time, or issue a prompt to replenish the stone material, and use an ultrasonic transducer array for retesting and verification. If the final diagnosis is insufficient compaction, increase the vibration time or implement reverse insertion vibration compaction.

9. The construction method for adjustable pile diameter based on vibratory compaction equipment for crushed stone piles according to claim 1, characterized in that, During the formation of crushed stone piles, after each end of the crushed stone pile body is completed, the vibratory compactor is stopped from being lifted and then inserted downwards into the filled stone material. The vibratory compactor is left to vibrate for a certain period of time until the working current of the vibratory compactor is increased to the set compaction current. This process is repeated according to the preset segment height, involving lifting the vibratory compactor, repeating the insertion and vibration, until the crushed stone pile of the target height is completed.

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