Traffic load adaptive periodic row pile foundation vibration attenuation system

Abstract

The invention discloses a traffic load adaptive type periodic pile-in-row foundation vibration attenuation system, and relates to the technical field of foundation engineering and vibration control, the system comprises a traffic load adaptive type periodic pile-in-row foundation vibration attenuation system, which is characterized by comprising a parameter collaborative acquisition module for acquiring traffic load and site condition data to form a standardized data set; the integrated topological optimization module generates a row pile layout and section size optimization scheme; the non-uniform plane and variable cross-section vertical construction module completes precise construction; the closed-loop detection and adjustment module collects vibration data and adjusts a substandard area to form closed-loop control; traffic load and site data are integrated, pile arrangement and section are synchronously optimized through a topological algorithm, traditional limitation is broken through, deep adaptation is achieved, a whole-process closed-loop system is constructed, feasibility and safety are considered from data collection to detection and adjustment accurate control, the vibration reduction accuracy and the resource utilization rate are improved, and the method is suitable for large-scale popularization and application. And efficient and flexible technical support is provided for traffic scene foundation vibration control.

Description

Technical Field

[0001] This invention relates to the field of foundation engineering and vibration control technology, specifically to a traffic load-adaptive periodic pile foundation system. Background Technology

[0002] With the continuous construction and operation of transportation infrastructure such as rail transit and highways, the traffic loads generated by them continuously act on the foundation, causing increasingly prominent environmental and structural vibration problems. These vibration waves propagate through the foundation soil, which may cause additional stress or micro-deformation in adjacent building structures, affecting their long-term safety and normal use. At the same time, vibrations can also interfere with the living comfort of residents along the line and pose a potential threat to sensitive places such as precision instruments and laboratories in the area. In order to effectively block or attenuate the propagation of vibration waves, periodic pile barrier technology, as a passive vibration isolation method, has been applied in engineering. Its basic principle is to set up periodically arranged piles between the vibration source and the protected area, and use the wave resistance characteristics of the pile-soil system to suppress the propagation of vibration waves in a specific frequency band.

[0003] However, in practical engineering applications, existing vibration attenuation technology based on periodic piles faces severe challenges. Firstly, traffic vibration loads exhibit significant spatiotemporal variability; the vibration spectrum, amplitude, and spatial distribution patterns within the site vary greatly depending on road grade, vehicle type, speed, and track type. Secondly, engineering site conditions are complex and diverse, including uneven soil distribution, groundwater level fluctuations, and the presence of existing underground pipelines or structures. Current periodic pile designs generally employ uniform, fixed pile spacing and uniform cross-section pile types. This design mode has significant limitations: in areas with strong vibrations or unfavorable geological conditions, insufficient barrier stiffness or density may lead to inadequate vibration reduction; while in areas with weak vibrations or favorable geological conditions, overly conservative design may result in material and cost waste, leading to poor economic efficiency. (Invention Content)

[0004] The purpose of this invention is to overcome the shortcomings of existing technologies and provide a traffic load-adaptive periodic pile foundation vibration attenuation system. This invention proposes a traffic load-adaptive periodic pile foundation vibration attenuation system, which acquires traffic load and site condition data through a parameter collaborative acquisition module; an integrated topology optimization module uses topology algorithms to simultaneously optimize the pile layout and cross-sectional dimensions, generating an integrated solution; non-uniform plane and variable cross-section vertical construction modules respectively complete the precise construction and cross-sectional adjustment of the piles; finally, a closed-loop detection and adjustment module collects vibration data and makes targeted adjustments to substandard areas, forming a closed-loop control to effectively attenuate foundation vibration. To solve the above-mentioned technical problems, this invention provides the following technical solution: a traffic load-adaptive periodic pile foundation vibration attenuation system, which includes:

[0005] Parameter collaborative acquisition module: used to collect spatial distribution data of traffic load through vibration sensors, and combine ground-penetrating radar detection, on-site mapping and drilling methods to obtain site condition parameters and form a standardized dataset;

[0006] Integrated Topology Optimization Module: This module imports the dataset acquired by the parameter collaborative acquisition module into the topology optimization calculation platform. Under preset conditions, it simultaneously optimizes the planar layout and vertical cross-sectional dimensions of the piles using a topology optimization algorithm to generate an integrated optimization scheme.

[0007] Non-uniform planar construction module: Based on the planar layout scheme output by the integrated topology optimization module, it uses precise layout, regional construction and deviation control methods to complete the planar construction of piles with non-uniform lattice arrangement.

[0008] Variable cross-section vertical construction module: Used to perform vertical construction of variable cross-section piles according to the vertical cross-section size scheme generated by the integrated topology optimization module, through segmented hole forming, variable cross-section switching and quality inspection processes;

[0009] Closed-loop detection and adjustment module: After the pile driving is completed, vibration data is collected by setting up detection points, compared with preset targets, and targeted adjustments are made to areas that do not meet the standards to form a closed-loop control.

[0010] Furthermore, in the parameter collaborative acquisition module, a three-component piezoelectric vibration sensor is used to acquire traffic load spatial distribution data, which is fixed to a precast concrete base. In the rail transit scenario, the sensor is deployed at intervals along the track, with a fixed distance between the sensor and the track surface. In the highway traffic scenario, the sensor is deployed at the edge of the lane, the sidewalk, and the building boundary line, with a fixed distance between the sensor and the ground. The sensor sampling frequency is set according to the vibration characteristics of the traffic load, and the acquired data includes vibration acceleration-related characteristic parameters and frequency spectrum distribution. The data is stored in a standardized format.

[0011] Furthermore, the integrated topology optimization module integrates a data import unit, a finite element modeling unit, a constraint configuration unit, and an optimization scheme output unit. The data import unit supports batch import of data in CSV, CAD, and geological exploration-specific formats. The finite element modeling unit uses solid elements to mesh the site and pile area, with a mesh element size of 0.5m × 0.5m × 0.5m. It supports adjusting the element density according to the differences in geological stratification characteristics and can simulate the interaction between the foundation soil and the piles. The constraint configuration unit provides a visual operation interface, allowing users to set constraint thresholds such as material usage, construction space, and structural strength through parameter input boxes. It also supports priority sorting and conflict verification of constraint conditions. The optimization scheme output unit can generate pile plan coordinate diagrams, vertical section dimension tables, finite element analysis reports, and construction guidance documents. The output formats include CAD, PDF, and Excel, meeting the needs of construction and design archiving.

[0012] Furthermore, the integrated topology optimization module includes preset conditions such as material usage constraints, construction feasibility constraints, and structural safety constraints. Specifically, the material usage constraints are: the total amount of concrete and steel reinforcement used in the pile group must be lower than or equal to the usage of periodic piles with fixed spacing and fixed cross-sectional dimensions within the same protection range. The construction feasibility constraints are: the allowable range for pile spacing is 1.5m to 4.0m, the allowable range for pile cross-sectional diameter is 0.7m to 1.2m, and the ratio of pile spacing to pile cross-sectional diameter must be greater than or equal to 1.5; the pile positions must maintain a horizontal distance of at least 1.0m from underground pipelines and at least 2.0m from the edge of the building foundation. The structural safety constraints are: the resultant force generated by soil pressure and vibration-induced additional stress in each depth segment of the pile must be within the allowable stress limit of the material, and the pull-out and compressive bearing capacity of the pile must meet the structural stability standards under the site geological conditions.

[0013] Furthermore, in the integrated topology optimization module, the specific process of simultaneously optimizing the planar layout and vertical cross-sectional dimensions of the piles and generating an integrated optimization scheme through the topology optimization algorithm is as follows: First, the dataset from the parameter collaborative acquisition module is preprocessed to extract vibration intensity, energy depth distribution, and geological and obstacle parameters. Then, it is imported into the topology optimization calculation platform, and the adjustment range of the planar spacing of the piles is set to 1.5-4.0m, and the adjustment range of the vertical cross-sectional dimensions is set to 0.7-1.2m. After initializing the parameters by calling the topology optimization algorithm, the planar spacing and arrangement are iteratively optimized according to the vibration intensity. Then, the vertical cross-sectional dimensions are optimized in segments by combining the energy depth distribution and geological parameters. After forming an intermediate scheme, it is verified according to preset conditions. If the scheme meets the standards, an integrated optimization scheme containing planar coordinates and vertical cross-sectional details is output. If the scheme does not meet the standards, it is returned for adjustment and repeated iterative verification.

[0014] Furthermore, in the integrated topology optimization module, the expression for the topology optimization algorithm is: ,in, To optimize the objective function, coordinates The spacing between adjacent rows of piles at a given location. This represents the total area of ​​the pile layout plan. For depth The diameter of the pile section at that location, This represents the total length of the pile. For the first The vibration wave attenuation coefficient corresponding to each detection point The total number of testing points. , , All are weighting coefficients, with values ​​ranging from 0.1 to 0.5, and satisfying the following conditions: .

[0015] Furthermore, in the non-uniform planar construction module, the non-uniform lattice arrangement is specifically as follows: based on the site traffic load vibration intensity distribution as the core basis, and combined with the obstacle distribution coordinates, multiple arrangement sub-regions are delineated. Each arrangement sub-region adopts an equilateral triangular or square lattice foundation. In sub-regions with high vibration intensity, the lattice unit side length is set at 1.8-2.5m, with adjacent piles forming a compact lattice arrangement, and the lattice arrangement direction is perpendicular to the dominant direction of vibration wave propagation. In sub-regions with medium vibration intensity, the lattice unit side length is set at 2.6- The standard lattice arrangement is used for the 3.4m setting. In sub-regions with low vibration intensity, the lattice unit side length is set at 3.5-4.0m, and a sparse lattice arrangement is used. The lattice unit side length of adjacent sub-regions transitions with a gradient of 0.2-0.3m. The spacing of the piles in the transition area is gradually adjusted to avoid abrupt changes in spacing. The pile positions are arranged at the lattice nodes, and all pile positions must avoid the obstacle area. For pile positions that cannot be arranged according to the standard lattice nodes around the obstacle, an arc-shaped lattice arrangement is used to transition along the edge of the obstacle to ensure the continuity and integrity of the arrangement.

[0016] Furthermore, in the non-uniform plane construction module, precise layout specifically involves: establishing a construction control network using a total station, with a control network point error ≤ ±3mm; marking pile positions point by point according to the pile plane coordinate diagram; nailing steel nails and marking the pile number at each pile position; verifying the spacing between adjacent pile positions with a steel ruler after layout, with a verification deviation ≤ 20mm; and dividing the construction into zones specifically involves: dividing the area into high-intensity, medium-intensity, and low-intensity zones according to vibration intensity, prioritizing the construction of the high-intensity zone, and adopting a skip-one-excavation method for piles, with an interval of ≥ 24 hours between adjacent pile drilling to avoid construction interference; and controlling the deviation specifically involves: using a theodolite to detect the center deviation of the hole position after drilling, with a deviation ≤ 50mm; using an inclinometer to detect the verticality of the hole, with a deviation ≤ 1%; and backfilling and reconstructing unqualified holes.

[0017] Furthermore, in the variable cross-section vertical construction module, the segmented drilling process is as follows: the pile body is divided into continuous construction segments according to the vertical cross-section size scheme, each segment being 3-5m long. A rotary drilling rig is used to drill from top to bottom in these segments, with the hole diameter strictly matching the cross-sectional size of the corresponding construction segment. During drilling, the mud specific gravity is controlled at 1.1-1.3g / cm³, and the drilling speed is maintained at 1-1.5m / min to avoid disturbance or collapse of the hole wall. The variable cross-section switching process is as follows: when drilling reaches the variable cross-section depth mark, drilling is stopped, and a slag bucket is used to clean the sediment from the hole. The thickness of the sediment is controlled to be ≤50mm. Then, the drill bit is replaced with one that matches the cross-sectional dimensions of the next section. After recalibrating the verticality of the drilling rig, drilling continues. Gradual hole formation is used within 0.5m above and below the variable cross-section transition section. The specific quality inspection process is as follows: after each section of hole is formed, the hole diameter deviation is checked with a borehole gauge to be ≤±50mm, the hole depth deviation is checked with a measuring rope to be ≤±100mm, and the hole verticality deviation is checked with an inclinometer to be ≤1%. After the steel cage is lowered, the positioning deviation is checked to be ≤50mm. After the concrete is poured and cured for 7 days, the integrity of the pile body is checked with the low strain reflection wave method.

[0018] Furthermore, the specific adjustments in the variable cross-section vertical construction module are as follows: When the test results show that the substandard area has insufficient vibration attenuation due to excessive pile spacing, a micropile with a cross-sectional diameter of 0.6m is added at the midpoint of the original pile position connection. The length of the added pile is consistent with the original pile. Drilling and grouting technology is used for construction, and the grouting material is cement slurry with a water-cement ratio of 1:1. The grouting pressure is ≥1.5MPa, and the horizontal distance between the added pile and the original pile is ≥1m. When the substandard condition is caused by insufficient pile cross-sectional dimensions, the corresponding pile is treated with C35 concrete with an outer thickness of ≥100mm. The outer casing completely covers the pile depth corresponding to the substandard area. Before the outer casing, the surface of the original pile is roughened, dust is cleaned, and an interface agent is applied. The curing time after construction is no less than 7 days. After the adjustment is completed, vibration data is re-collected at the original test points and the newly adjusted test points for reconfirmation.

[0019] Compared with existing technologies, this traffic load-adaptive periodic pile foundation vibration attenuation system has the following advantages:

[0020] I. This invention integrates multi-dimensional data on traffic loads and site conditions, and utilizes topology optimization algorithms to simultaneously optimize the planar layout and vertical cross-section of pile banks. This breaks the limitations of traditional fixed layout methods, allowing the pile bank structure to deeply adapt to the site's vibration characteristics and geological conditions. Based on non-uniform planar construction technology, construction areas are divided according to vibration distribution differences. Combined with variable cross-section vertical construction technology, the layout of pile banks in different areas and depths becomes more targeted, improving the accuracy of vibration attenuation while avoiding unnecessary material consumption. Simultaneously, the optimization process considers both construction feasibility and structural safety requirements, effectively solving the problems of insufficient targeting and low resource utilization in traditional pile bank vibration reduction. This provides more efficient and flexible technical support for foundation vibration control in various traffic scenarios, achieving a synergistic improvement in vibration reduction effect and engineering economy.

[0021] II. This invention achieves precise control over the entire process of foundation vibration attenuation by constructing a complete closed-loop system encompassing data acquisition, scheme optimization, construction implementation, and testing and adjustment. In the early stages, data is collected collaboratively through multiple methods, providing a comprehensive and reliable foundation for scheme optimization. During the optimization phase, algorithm iteration and constraint verification ensure that the scheme meets both the actual site requirements and all core requirements. During construction, precise layout, segmented construction, and deviation control processes guarantee the effective implementation of the optimized scheme. In the later stages, testing, comparison, and targeted adjustments promptly address potential deficiencies, ensuring stable and compliant vibration reduction. This integrated design and closed-loop management approach enhances system stability and reliability while flexibly adapting to complex site conditions, effectively reducing the impact of vibration on the surrounding environment, and minimizing various losses throughout the project's lifecycle. It provides a more practical and adaptable technical solution for the field of foundation vibration attenuation.

[0022] Other advantages, objectives and features of the invention will be set forth in part in the description which follows, and in part will be apparent to those skilled in the art from the following examination or study, or may be learned from the practice of the invention. Attached Figure Description

[0023] To more clearly illustrate the technical solutions in the embodiments of the present 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 only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0024] Figure 1 A flowchart of a traffic load-adaptive periodic pile foundation vibration attenuation system.

[0025] Figure 2A modular interaction framework diagram for a traffic load-adaptive periodic pile foundation vibration attenuation system.

[0026] Figure 3 A flowchart for data processing and scheme generation in the integrated topology optimization module. Detailed Implementation

[0027] To further illustrate the technical means and effects of the present invention in achieving its intended purpose, the following detailed description of the specific implementation methods, structures, features, and effects of the present invention, in conjunction with the accompanying drawings and preferred embodiments, is provided below.

[0028] Example 1:

[0029] Vibration attenuation project for foundation along urban rail transit subway lines.

[0030] This embodiment is applied along an urban subway line, in an area surrounded by residential areas and schools. Periodic pile driving is needed to control ground vibrations caused by subway operation, avoiding impact on surrounding buildings and residents' lives. Figure 1 As shown.

[0031] First, parameter collaborative acquisition was conducted. Three-component piezoelectric vibration sensors were selected and fixed on precast concrete bases. They were deployed along the subway track at predetermined intervals, with a fixed distance between the sensors and the track surface. The sampling frequency of the sensors was set according to the vibration characteristics of traffic loads, and vibration acceleration-related characteristic parameters and frequency spectrum distribution data were collected. At the same time, ground-penetrating radar was used to detect the distribution of underground soil layers, on-site mapping was used to clarify the site boundaries and obstacle locations, and drilling was used to obtain soil mechanical parameters. All data were organized in a standardized format to form a standardized dataset containing the spatial distribution of traffic loads and site conditions. This data can comprehensively reflect the vibration distribution along the subway line and the actual site conditions, providing an accurate and complete basis for subsequent integrated topology optimization.

[0032] Next, integrated topology optimization was carried out. The standardized dataset was imported into the topology optimization computing platform, which integrates a data import unit, a finite element modeling unit, a constraint configuration unit, and an optimization scheme output unit. After receiving the dataset, the data import unit used solid elements to mesh the site and pile area, and adjusted the element density according to the differences in geological stratification characteristics to simulate the interaction between the foundation soil and the piles. This operation can accurately fit the site's mechanical properties, making the optimization scheme more practical. The constraint configuration unit set material usage constraints, construction feasibility constraints, and structural safety constraints through a visual operation interface, and performed constraint priority sorting and conflict verification to avoid the scheme exceeding construction capacity or posing safety hazards. Then, the expression of the topology optimization algorithm was called. The dataset was first preprocessed to extract vibration intensity, energy depth distribution, and geological and obstacle parameters. Then, the adjustment range of the pile plane spacing and vertical cross-sectional dimensions was set. After initializing the parameters, the plane spacing and arrangement were iteratively optimized according to the vibration intensity. The expression of the topology optimization algorithm is: ,in, To optimize the objective function, coordinates The spacing between adjacent rows of piles at a given location. This represents the total area of ​​the pile layout plan. For depth The diameter of the pile section at that location, This represents the total length of the pile. For the first The vibration wave attenuation coefficient corresponding to each detection point The total number of testing points. , , All are weighting coefficients, with values ​​ranging from 0.1 to 0.5, and satisfying the following conditions: By combining energy depth distribution and geological parameters to optimize the vertical cross-sectional dimensions in segments, an intermediate scheme is formed and then verified according to preset constraints. Once the scheme meets the standards, the optimization scheme output unit generates an integrated optimization scheme containing a pile plan coordinate diagram, a vertical cross-sectional dimension table, a finite element analysis report, and construction guidance documents. The output formats cover CAD, PDF, and Excel, ensuring that the scheme can directly guide subsequent construction and design archiving.

[0033] Following this, non-uniform planar construction was implemented. Based on the planar layout scheme in the integrated optimization plan, a construction control network was established using a total station. Pile positions were marked point-by-point according to the pile layout coordinates. Each pile position was marked with a steel nail and the pile number was labeled. After layout, the spacing between adjacent pile positions was checked using a steel ruler. The total station control network ensured the accuracy of pile position layout, avoiding any impact on vibration reduction due to pile position deviations. Based on the vibration intensity distribution, the construction area was divided into high-intensity, medium-intensity, and low-intensity zones. High-intensity zones were prioritized, employing a skip-pile drilling method to control the time interval between adjacent pile drilling. Prioritizing high-intensity zones allowed for targeted vibration reduction. The vibration reduction capability in strong areas and the skip-pile method can reduce the disturbance of the surrounding soil layers during construction and reduce the risk of borehole wall collapse. After the borehole is formed, the theodolite is used to detect the deviation of the borehole center and the inclinometer is used to detect the verticality of the borehole. Unqualified boreholes are backfilled and reconstructed. Finally, the planar construction of the non-uniform lattice arrangement of the piles is completed. In the area with different vibration intensity, the lattice arrangement with the corresponding density is used. The lattice unit side length of the adjacent sub-regions is gradient transitioned. The area around the obstacle is transitioned with an arc-shaped lattice arrangement. Deviation detection and rework can ensure that the planar layout of the piles strictly conforms to the optimization plan and ensures the integrity and rationality of the non-uniform lattice arrangement.

[0034] Subsequently, vertical construction with variable cross-section was carried out. Following the vertical cross-section size scheme in the integrated optimization plan, the pile body was divided into continuous construction sections. A rotary drilling rig was used for segmented drilling from top to bottom. During drilling, the mud density and drilling speed were controlled. Segmented drilling and parameter control reduced disturbance to the borehole wall, preventing pile quality problems caused by borehole wall collapse. When drilling reached the variable cross-section depth mark, drilling was stopped, and a slag bucket was used to clean the sediment in the borehole. A drill bit adapted to the next section's cross-section size was replaced, and the drilling rig's verticality was recalibrated before continuing drilling. Gradual transitions were used within a certain range above and below the variable cross-section transition section. Variational drilling, sediment removal, and gradual drilling ensure uniform stress distribution in the pile body at variable cross-sections, preventing stress concentration caused by abrupt changes in cross-section. After each section of drilling is completed, a borehole diameter gauge is used to check the borehole diameter deviation, a measuring rope is used to measure the borehole depth deviation, and an inclinometer is used to check the borehole verticality. After the reinforcing cage is lowered, the positioning deviation is checked. After the concrete is poured and cured for a certain period of time, the low-strain reflected wave method is used to check the integrity of the pile body. Multi-stage quality inspection can promptly identify construction problems. The rebar cage positioning verification and pile body integrity inspection can ensure that the vertical structure of the pile body meets the design standards and provide reliable vertical support for vibration attenuation.

[0035] Finally, closed-loop testing and adjustments are conducted. After the pile construction is completed, testing points are set up according to the preset plan to collect vibration data. The collected vibration data is compared with the preset vibration reduction target. Vibration data collection and comparison can accurately identify areas where vibration reduction is not up to standard, avoiding omissions of problems. If it is found that the vibration attenuation is insufficient in a certain area due to excessive pile spacing, micropiles are driven at the midpoint of the original pile positions. The length of the micropiles is the same as the original piles, and drilling and grouting technology is used for construction, controlling the grouting material ratio and grouting pressure. If the failure is due to insufficient pile cross-sectional dimensions, the corresponding... The pile body is treated with an outer concrete casing, with the thickness and range of the casing controlled. Before casing, the original pile surface is roughened, dust is cleaned, and an interface agent is applied. After construction, it is cured as required. Targeted treatment can directly compensate for deficiencies in pile spacing or cross-sectional dimensions, and quickly improve local vibration reduction capacity. After adjustment, vibration data is re-collected at the original detection points and newly added adjustment area detection points to confirm that the vibration reduction effect meets the standards. Secondary testing can form a complete quality control process to ensure that the vibration along the subway line is always controlled within the preset range, protecting the normal environment of surrounding residential areas and schools.

[0036] In summary, this embodiment addresses the vibration control needs along urban subway lines by acquiring comprehensive vibration and site data through parameter collaborative acquisition, providing a precise foundation for optimization. Integrated topology optimization, relying on a dedicated platform and topology optimization algorithm expressions, simultaneously optimizes the planar and vertical parameters of the pile foundation, balancing feasibility and safety. Non-uniform planar construction and variable cross-section vertical construction are implemented through precise processes and quality control, ensuring the optimization scheme is put into practice. Closed-loop detection and adjustment dynamically correct problems, ensuring vibration reduction meets standards. The entire process revolves around the vibration characteristics of the subway scenario and the needs of surrounding sensitive areas, achieving deep adaptation between the pile foundation and the site, effectively controlling the impact of subway vibration on residential areas and schools, and providing a feasible technical solution for vibration attenuation along rail transit lines.

[0037] Example 2:

[0038] Vibration attenuation project for the foundation of residential areas on both sides of the main urban road.

[0039] This embodiment is applied to densely populated residential areas on both sides of a main urban road. The main road experiences high traffic volume, and the ground vibrations generated by vehicle traffic can easily affect the structural safety of surrounding residences and the comfort of residents. Therefore, periodic pile installation is needed to attenuate the vibrations. Figure 2 As shown.

[0040] First, parameter collaborative acquisition was performed using three-component piezoelectric vibration sensors, fixed to precast concrete bases and deployed at the edges of main road lanes, sidewalks, and building boundaries, maintaining a fixed distance from the ground. This placement of sensors at different locations comprehensively captured vibration differences in different areas of the highway. The sensors were set to a sampling frequency based on the vibration characteristics of highway traffic loads, collecting vibration acceleration-related characteristic parameters and frequency spectrum distribution data. Simultaneously, ground-penetrating radar was used to detect underground pipeline distribution, on-site mapping clarified the location of residential foundations and site boundaries, and drilling was conducted to obtain soil stratification and mechanical parameters. All collected and detected data were stored in a standardized format and integrated to form a standardized dataset containing the spatial distribution of highway traffic loads and site condition parameters. Geological and obstacle detection data clarified construction constraints. All standardized data collectively provided fundamental support for subsequent optimization schemes tailored to the highway scenario.

[0041] Next, integrated topology optimization is performed. The standardized dataset is imported into the topology optimization computing platform. The platform's data import unit supports batch import of datasets, and batch processing capabilities improve data integration efficiency. The finite element modeling unit uses solid elements to mesh the site and pile area. The element density is adjusted according to the geological stratification differences around the residence to simulate the interaction between the foundation soil and the piles. Adjusting the element density adapts to the complex geology around the residence, making the simulation results more accurate. The constraint configuration unit sets material usage constraints, construction feasibility constraints, and structural safety constraints through a visual interface and performs constraint conflict verification. Setting the distance from underground pipelines and residential foundations avoids construction impacting surrounding buildings and facilities. Then, the topology optimization algorithm expression is called. The dataset is preprocessed to extract vibration intensity, energy depth distribution, and geological and obstacle parameters. The adjustment range for the plane spacing and vertical cross-sectional dimensions of the piles is set. After initializing the parameters, the plane spacing and arrangement are iteratively optimized according to the vibration intensity. The expression of the topology optimization algorithm is: ,in, To optimize the objective function, coordinates The spacing between adjacent rows of piles at a given location. This represents the total area of ​​the pile layout plan. For depth The diameter of the pile section at that location, This represents the total length of the pile. For the first The vibration wave attenuation coefficient corresponding to each detection point The total number of testing points. , , All are weighting coefficients, with values ​​ranging from 0.1 to 0.5, and satisfying the following conditions: By combining energy depth distribution and geological parameters to optimize the vertical cross-sectional dimensions in segments, an intermediate scheme is formed and then verified according to preset constraints. Once the standard is met, the optimized scheme output unit generates a pile layout plane coordinate diagram, a vertical cross-sectional dimension table, a finite element analysis report, and construction guidance documents. The output format meets the archiving requirements of construction and design. The topology optimization algorithm can achieve precise matching between the pile layout and the vibration characteristics of the highway under the premise of meeting the constraints, thereby reducing material waste.

[0042] Following this, non-uniform planar construction was carried out. Based on the integrated optimization plan's planar layout, a construction control network was established using a total station. The control network's point position errors met the requirements. Pile positions were marked point-by-point according to the pile layout coordinate diagram, and steel nails were driven in to label the pile numbers. After layout, the spacing between adjacent pile positions was checked using a steel ruler. The control network and check operation ensured pile position accuracy and avoided construction deviations. Based on vibration intensity, the construction area was divided into high-intensity, medium-intensity, and low-intensity zones. High-intensity zones were prioritized, employing a skip-one-excavation method to control the time interval between adjacent pile drilling. Prioritizing the high-intensity zone on the driveway side effectively controlled the propagation of strong vibrations from vehicle traffic to residential areas. The skip-pile method reduced the impact of construction on the surrounding soil. The disturbance of the layer; after drilling, the theodolite is used to detect the deviation of the hole center and the inclinometer is used to detect the verticality of the hole. For holes with deviations exceeding the standard, backfilling is carried out and construction is carried out again. Deviation control measures can ensure that the pile position and arrangement strictly conform to the optimized plan and avoid weakening the vibration reduction effect due to construction deviations; finally, the non-uniform lattice arrangement of the pile plane is completed. Among them, the high-strength area adopts a dense lattice arrangement, the medium-strength area adopts a standard lattice arrangement, and the low-strength area adopts a sparse lattice arrangement. The side length of the lattice unit in the adjacent area is gradually transitioned. The pile positions around the underground pipeline adopt an arc-shaped lattice arrangement to avoid obstacles. The arc arrangement can avoid the breakage of the pile arrangement due to avoiding pipelines or foundations and ensure the continuity of the vibration reduction area.

[0043] Subsequently, vertical construction with variable cross-section was implemented. Following the vertical cross-section size scheme of the integrated optimization plan, the pile body was divided into continuous construction sections. A rotary drilling rig was used for segmented drilling from top to bottom. During drilling, the mud specific gravity and drilling speed were controlled to avoid disturbance or collapse of the borehole wall. Parameter control protected the integrity of the borehole wall, laying the foundation for pile quality. When drilling reached the variable cross-section depth mark, drilling was stopped, and a slag bucket was used to clean the sediment in the borehole, controlling the sediment thickness. A drill bit adapted to the cross-section size of the next section was replaced, and the verticality of the drilling rig was recalibrated before drilling continued. Within a certain range above and below the variable cross-section transition section, [further details are needed]. Gradual drilling, sediment removal, and drill bit replacement ensure the quality of the pile at variable cross-sections and prevent sediment from affecting the pile's bearing capacity. After each section of drilling is completed, a borehole diameter gauge is used to check the borehole diameter deviation, a measuring rope is used to measure the borehole depth deviation, and an inclinometer is used to check the borehole verticality. After the reinforcing cage is lowered, the positioning deviation is checked. After the concrete is poured and cured for a certain period of time, the low-strain reflection wave method is used to check the integrity of the pile body. The detection at each stage can correct construction deviations in a timely manner, and the low-strain reflection wave method can detect internal defects in the pile body, ensuring that the pile body can effectively block vibration waves at different depths, providing a stable vibration reduction barrier for residential areas.

[0044] Finally, closed-loop testing and adjustments are performed. After the pile construction is completed, monitoring points are set up around residential areas and along main roads to collect vibration data. The data is compared with the preset vibration reduction targets. The deployment of monitoring points around residential areas can directly reflect the impact of vibration on residents' lives, ensuring that the test results meet actual needs. If vibration attenuation is insufficient in a certain area due to excessive pile spacing, micropiles are driven at the midpoint of the original pile locations. The length of the micropiles is the same as the original piles. Drilling and grouting technology is used, controlling the grouting material ratio and grouting pressure, and maintaining a specified horizontal distance between the micropiles and the original piles. If the pile cross-sectional dimensions are not... If the foundation is insufficient, the corresponding pile body is treated with external concrete wrapping, controlling the thickness and range of the wrapping. Before wrapping, the surface of the original pile body is treated and an interface agent is applied. After construction, it is cured as required. The process control of the pile replacement and wrapping treatment can ensure that the adjusted pile body works in tandem with the original pile, ensuring a consistent vibration reduction effect. After the adjustment is completed, vibration data is collected again at the original detection points and the newly added detection points in the adjustment area to confirm that the vibration reduction effect meets the preset target. The second detection can confirm that the vibration has been reduced to a safe range, ensuring the comfort of residents and the safety of the residential structure, and achieving long-term vibration protection for residential areas.

[0045] In summary, this embodiment focuses on the vibration problem in residential areas along urban main roads. From the parameter collaborative acquisition stage, it specifically captures vibration differences and obstacle information in different areas of the highway. Then, in the integrated topology optimization stage, it balances vibration reduction requirements, construction constraints, and economic efficiency through platform and topology optimization algorithm expressions. Next, it prioritizes controlling strong vibration areas during non-uniform plane construction and ensures pile quality through variable cross-section vertical construction. Finally, it precisely addresses insufficient vibration reduction through closed-loop detection and adjustment. Each step closely adheres to the stringent vibration control requirements of residential areas, avoiding the impact of construction on surrounding pipelines and buildings while ensuring vibration is reduced to a safe range. This effectively guarantees residents' comfort and the structural safety of residential buildings, providing a highly adaptable practical path for vibration attenuation in residential areas along highways.

[0046] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention in any way. Although the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the present invention. Any person skilled in the art can make some modifications or alterations to the above-disclosed technical content to create equivalent embodiments without departing from the scope of the present invention. Any simple modifications, equivalent changes and alterations made to the above embodiments based on the technical essence of the present invention without departing from the scope of the present invention shall still fall within the scope of the present invention.

Claims

1. A traffic load-adaptive periodic pile foundation vibration attenuation system, characterized in that, The system includes: Parameter collaborative acquisition module: used to collect spatial distribution data of traffic load through vibration sensors, and combine ground-penetrating radar detection, on-site mapping and drilling methods to obtain site condition parameters and form a standardized dataset; Integrated Topology Optimization Module: This module imports the dataset acquired by the parameter collaborative acquisition module into the topology optimization calculation platform. Under preset conditions, it simultaneously optimizes the planar layout and vertical cross-sectional dimensions of the piles using a topology optimization algorithm to generate an integrated optimization scheme. Non-uniform planar construction module: Based on the planar layout scheme output by the integrated topology optimization module, it uses precise layout, regional construction and deviation control methods to complete the planar construction of piles with non-uniform lattice arrangement. Variable cross-section vertical construction module: Used to perform vertical construction of variable cross-section piles according to the vertical cross-section size scheme generated by the integrated topology optimization module, through segmented hole forming, variable cross-section switching and quality inspection processes; Closed-loop detection and adjustment module: After the pile driving is completed, vibration data is collected by setting up detection points, compared with preset targets, and targeted adjustments are made to areas that do not meet the standards to form a closed-loop control.

2. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, In the parameter collaborative acquisition module, a three-component piezoelectric vibration sensor is used to acquire spatial distribution data of traffic load, which is fixed to a precast concrete base. In the rail transit scenario, the sensor is deployed at intervals along the track, with a fixed distance between the sensor and the track surface. In the highway traffic scenario, the sensor is deployed at the edge of the lane, the sidewalk, and the building boundary line, with a fixed distance between the sensor and the ground. The sensor sampling frequency is set according to the vibration characteristics of the traffic load, and the acquired data includes vibration acceleration-related characteristic parameters and frequency spectrum distribution. The data is stored in a standardized format.

3. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, The integrated topology optimization module integrates a data import unit, a finite element modeling unit, a constraint configuration unit, and an optimization scheme output unit. The data import unit supports batch import of data in CSV, CAD, and geological exploration-specific formats. The finite element modeling unit uses solid elements to mesh the site and pile area, with a mesh element size of 0.5m × 0.5m × 0.5m. It supports adjusting the element density according to the differences in geological stratification characteristics and can simulate the interaction between the foundation soil and the piles. The constraint configuration unit provides a visual operation interface, allowing users to set constraint thresholds such as material usage, construction space, and structural strength through parameter input boxes. It also supports priority sorting and conflict verification of constraints. The optimized solution output unit can generate pile plan coordinate diagrams, vertical section dimension tables, finite element analysis reports, and construction guidance documents. The output formats include CAD, PDF, and Excel, meeting the needs of construction and design archiving.

4. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, The integrated topology optimization module includes preset conditions such as material usage constraints, construction feasibility constraints, and structural safety constraints. Specifically, the material usage constraints are: the total amount of concrete and steel reinforcement used in the pile arrangement must be lower than or equal to the usage of periodic piles with fixed spacing and fixed cross-sectional dimensions within the same protection range. The construction feasibility constraints are: the allowable range for pile spacing is 1.5m to 4.0m, the allowable range for pile cross-sectional diameter is 0.7m to 1.2m, and the ratio of pile spacing to pile cross-sectional diameter must be greater than or equal to 1.5; the pile positions must maintain a horizontal distance of at least 1.0m from underground pipelines and at least 2.0m from the edge of the building foundation. The structural safety constraints are: the resultant force generated by soil pressure and vibration-induced additional stress in each depth segment of the pile must be within the allowable stress limit of the material, and the pull-out and compressive bearing capacity of the pile must meet the structural stability standards under the site geological conditions.

5. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, In the integrated topology optimization module, the specific process of simultaneously optimizing the planar layout and vertical cross-sectional dimensions of the piles and generating an integrated optimization scheme through the topology optimization algorithm is as follows: First, the dataset from the parameter collaborative acquisition module is preprocessed to extract vibration intensity, energy depth distribution, and geological and obstacle parameters. Then, it is imported into the topology optimization calculation platform, and the adjustment range of the planar spacing of the piles is set to 1.5-4.0m, and the adjustment range of the vertical cross-sectional dimensions is set to 0.7-1.2m. After initializing the parameters by calling the topology optimization algorithm, the planar spacing and arrangement are iteratively optimized according to the vibration intensity. Then, the vertical cross-sectional dimensions are optimized in segments by combining the energy depth distribution and geological parameters. After forming an intermediate scheme, it is verified according to preset conditions. If the scheme meets the standards, an integrated optimization scheme containing planar coordinates and vertical cross-sectional details is output. If the scheme does not meet the standards, it is returned for adjustment and repeated iterative verification.

6. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, In the integrated topology optimization module, the expression for the topology optimization algorithm is: ,in, To optimize the objective function, coordinates The spacing between adjacent rows of piles at a given location. This represents the total area of ​​the pile layout plan. For depth The diameter of the pile section at that location, This represents the total length of the pile. For the first The vibration wave attenuation coefficient corresponding to each detection point The total number of testing points. , , All are weighting coefficients, with values ​​ranging from 0.1 to 0.5, and satisfying the following conditions: .

7. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, In the non-uniform planar construction module, the non-uniform lattice arrangement is specifically as follows: based on the distribution of site traffic load vibration intensity, multiple arrangement sub-regions are delineated in conjunction with obstacle distribution coordinates. Each arrangement sub-region adopts an equilateral triangular or square lattice foundation. In sub-regions with high vibration intensity, the lattice unit side length is set at 1.8-2.5m, and adjacent piles form a compact lattice arrangement, with the lattice arrangement direction perpendicular to the dominant direction of vibration wave propagation. In sub-regions with medium vibration intensity, the lattice unit side length is set at 2.6-3.4m, using a standard lattice arrangement. In sub-regions with low vibration intensity, the lattice unit side length is set at 3.5-4.0m, using a sparse lattice arrangement. The lattice unit side lengths of adjacent arrangement sub-regions transition gradually by 0.2-0.3m, and the pile spacing in the transition area is gradually adjusted to avoid abrupt changes in spacing. Pile positions are laid out at lattice nodes, and all pile positions must avoid obstacle areas. For pile positions around obstacles that cannot be laid out according to standard lattice nodes, an arc-shaped lattice arrangement is used along the obstacle edge to ensure the continuity and integrity of the arrangement.

8. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, In the non-uniform plane construction module, precise layout is specifically as follows: a construction control network is established using a total station, with a control network point error ≤ ±3mm. The pile positions are marked point by point according to the pile plane coordinate map. Each pile position is nailed with a steel nail and marked with a pile number. After layout, the spacing between adjacent pile positions is checked with a steel ruler, and the check deviation is ≤ 20mm. Regional construction is specifically as follows: the area is divided into high-intensity, medium-intensity, and low-intensity zones according to vibration intensity. High-intensity zones are prioritized for construction. A skip-one-excavation method is adopted, with an interval of ≥ 24 hours between adjacent pile drilling to avoid construction interference. Deviation control is specifically as follows: after drilling, the theodolite is used to detect the center deviation of the hole position, with a deviation ≤ 50mm. An inclinometer is used to detect the verticality of the hole, with a deviation ≤ 1%. Unqualified holes are backfilled and reconstructed.

9. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, In the variable cross-section vertical construction module, the segmented drilling process is as follows: the pile body is divided into continuous construction segments according to the vertical cross-section size scheme, each segment being 3-5m long. A rotary drilling rig is used to drill from top to bottom in these segments, with the hole diameter strictly matching the cross-sectional size of the corresponding construction segment. During drilling, the mud specific gravity is controlled at 1.1-1.3g / cm³, and the drilling speed is maintained at 1-1.5m / min to avoid disturbance or collapse of the hole wall. The variable cross-section switching process is as follows: when drilling reaches the variable cross-section depth mark, drilling is stopped, and a slag bucket is used to clean the sediment in the hole. The sediment thickness is... The verticality is controlled within ≤50mm. Then, the drill bit is replaced with one that matches the dimensions of the next section. After recalibrating the verticality of the drilling rig, drilling continues. Gradual hole formation is used within 0.5m above and below the transition section of the variable cross-section. The specific quality inspection process is as follows: after each section of hole is formed, the hole diameter deviation is checked with a borehole gauge and is ≤±50mm, the hole depth deviation is checked with a measuring rope and is ≤±100mm, and the verticality deviation of the hole is checked with an inclinometer and is ≤1%. After the steel cage is lowered, the positioning deviation is checked and is ≤50mm. After the concrete is poured and cured for 7 days, the integrity of the pile body is checked with the low strain reflection wave method.

10. The traffic load-adaptive periodic pile foundation vibration attenuation system according to claim 1, characterized in that, In the variable cross-section vertical construction module, the specific adjustments are as follows: When the test results show that the substandard area is due to insufficient vibration attenuation caused by excessive pile spacing, a micro pile with a cross-sectional diameter of 0.6m is added at the midpoint of the original pile position line. The length of the added pile is the same as the original pile. Drilling and grouting technology is used for construction. The grouting material is cement slurry with a water-cement ratio of 1:

1. The grouting pressure is ≥1.5MPa. The horizontal distance between the added pile and the original pile is ≥1m. When the substandard condition is caused by insufficient pile cross-sectional dimensions, the corresponding pile is treated with C35 concrete with an outer thickness of ≥100mm. The outer coating completely covers the pile depth section corresponding to the substandard area. Before the outer coating, the surface of the original pile is roughened, dust is cleaned, and an interface agent is applied. The curing time after construction is no less than 7 days. After the adjustment is completed, vibration data are collected again at the original detection points and the newly added adjustment area detection points for reconfirmation.

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