Pile foundation static load detection method, system and terminal

Abstract

The application relates to a pile foundation static load detection method and system and a terminal, and relates to the field of pile foundation detection, which comprises the following steps: determining a detection position and a detection pile model according to regional image information, detection pile characteristics and a reference object; determining a detection intensity value and an initial intensity value according to the detection pile model; determining a reference pressurization value according to the initial intensity value and the detection intensity value; determining a pressurization intensity value according to the initial intensity value and the reference pressurization value; controlling a detection device to press down the detection pile at the initial intensity value based on the detection position, and obtaining a pile top settlement amount of the detection pile; after a reference intermittent time, controlling the detection device to press down the detection pile at the pressurization intensity value, and obtaining a pressurization settlement amount of the detection pile; calculating a quotient value between the pile top settlement amount and the pressurization settlement amount as a settlement difference value, and reporting an abnormal detection pile prompt when the settlement difference value exceeds a reference difference value. The application has the effect of improving detection efficiency.

Description

Technical Field

[0001] This invention relates to the field of pile foundation testing, and in particular to a method, system and terminal for static load testing of pile foundations. Background Technology

[0002] As the foundation of a building, the bearing capacity and stability of pile foundations directly affect the safety of the building. Static load testing of pile foundations is one of the important methods to determine the bearing capacity of pile foundations. By applying vertical pressure to the top of the pile in stages and observing the settlement of the pile top over time, the ultimate vertical compressive bearing capacity of a single pile can be determined.

[0003] Currently, at the site of static load testing of pile foundations, staff need to maintain a high level of focus at all times, closely monitor the loading process, and take appropriate actions for any events that occur during the testing process.

[0004] Regarding the above-mentioned issues, the on-site testing process relies heavily on manual operations, requiring staff to handle multiple tasks simultaneously. This not only places a huge demand on manpower but also easily leads to reduced testing efficiency due to distraction, which needs to be improved. Summary of the Invention

[0005] To improve testing efficiency, this invention provides a method, system, and terminal for static load testing of pile foundations.

[0006] In a first aspect, the present invention provides a method for static load testing of pile foundations, employing the following technical solution:

[0007] A method for static load testing of pile foundations, comprising:

[0008] Obtain the region image information of the preset test area;

[0009] The detection location and detection pile type are determined based on regional image information, preset detection pile features, and reference objects;

[0010] The testing force value and initial force value are determined based on the type of testing pile.

[0011] The baseline pressure value is determined based on the initial force value and the detected force value;

[0012] The applied pressure value is determined based on the initial force value and the baseline applied pressure value;

[0013] Based on the detection location, a preset detection device is controlled to press down on a preset detection pile with an initial force value to detect the pile top settlement.

[0014] After a preset benchmark interval time, the control detection device presses down on the detection pile with an applied pressure value and obtains the pressurized settlement of the detection pile.

[0015] Calculate the quotient between the pile top settlement and the pressurized settlement as the settlement difference value, and report an abnormality warning for the detection pile when the settlement difference value exceeds the preset benchmark difference value.

[0016] By adopting the above technical solution, the regional image information of the test area is first acquired. Based on this information, the characteristics of the test pile, and reference objects, the test location and the test pile model are accurately determined. Then, the test force value and initial force value are determined according to the test pile model, thereby obtaining the benchmark pressure value and the applied pressure value. Next, at the test location, the test pile is first pressed down with the initial force value to obtain the pile top settlement. After a benchmark interval, the pile is pressed down again with the applied pressure value to obtain the pressurized settlement. The settlement difference value is obtained by calculating the quotient of the two settlement values. Once this value exceeds the benchmark difference value, an anomaly warning is reported for the test pile, thereby improving the testing efficiency of pile foundation testing.

[0017] Optional, flatness correction methods are also included:

[0018] When the settlement difference value exceeds the preset benchmark difference value, the flatness of the test area is obtained.

[0019] When the flatness of a region is lower than the preset benchmark flatness, the difference between the flatness of the region and the benchmark flatness is calculated as the flatness difference value.

[0020] Settlement correction values ​​are matched from a preset detection database based on the flatness difference values;

[0021] The amount of settlement to be corrected at the pile top and the amount of settlement to be corrected under pressure are determined based on the settlement correction value, the settlement at the pile top, and the settlement under pressure.

[0022] Calculate the quotient between the corrected pile top settlement and the corrected pressurized settlement as the corrected settlement difference value, and report an abnormality warning for the test pile when the corrected settlement difference value exceeds the benchmark difference value.

[0023] By adopting the above technical solution, after the initial detection of anomalies, the regional flatness factor is introduced for secondary analysis. By correcting the settlement amount, the condition of the test pile can be judged more accurately, eliminating the interference of unevenness of the test area on the test results, and effectively improving the accuracy and reliability of the test.

[0024] Optional, flatness correction methods also include:

[0025] When the corrected settlement difference value exceeds the benchmark difference value, the current angle value of the test pile is obtained;

[0026] When the current angle value is inconsistent with the preset reference angle value, the difference between the current angle value and the reference angle value is calculated as the angle difference value;

[0027] The soil tightness value is determined based on the angle difference value and the initial force value;

[0028] The settlement correction value is determined based on the soil tightness value and the preset benchmark tightness range;

[0029] The settlement at the top of the pile and the settlement under pressure are determined based on the settlement correction value, the settlement at the top of the pile, and the settlement under pressure.

[0030] Calculate the quotient between the settlement at the top of the loosened and tightened pile and the settlement under pressure, and use this as the settlement difference value. When the settlement difference value exceeds the benchmark difference value, report an abnormality alert for the test pile.

[0031] By adopting the above technical solution, and considering the impact of flatness on the test results, the angle of the test piles is further analyzed to determine the effect of soil tightness on settlement. The settlement is then corrected again, and the condition of the test piles is assessed. This multi-dimensional and refined testing process can more comprehensively and accurately identify abnormal factors in the test piles, effectively improving the accuracy of static load testing of pile foundations, ensuring the quality of pile foundation projects, and guaranteeing the stability of building foundations.

[0032] Optional, methods for adjusting soil tightness are also included:

[0033] The required land area is determined based on the type of testing stake and the testing intensity value.

[0034] When the land tightness value exceeds the preset tightness benchmark value, the loosening area is determined based on the current angle value and the required land area.

[0035] The soil loosening value is determined based on the soil tightness value, the tightness benchmark value, and the detection intensity value.

[0036] The insertion depth and location are determined based on the soil loosening value and the loosened area.

[0037] The post-insertion compaction parameters are determined based on the insertion depth, insertion location, and soil loosening value.

[0038] The preset land adjustment device is controlled to loosen the land at the insertion position by the insertion depth, and after loosening, the land is compacted by the post-insertion compaction parameters;

[0039] When the land compaction value is lower than the preset looser benchmark value, the land compaction area and land compaction parameters are determined based on the required land area, the land compaction value, and the looser benchmark value.

[0040] The preset land adjustment device is controlled to compact the land in the compaction area according to the land compaction parameters.

[0041] By adopting the above technical solution, the soil can be loosened or tightened in a targeted manner according to the relevant parameters of the test pile and the actual soil tightness, so as to ensure that the soil conditions meet the test requirements of the test pile, optimize the test environment, and further improve the accuracy and reliability of static load test of pile foundation.

[0042] Optional, crack correction methods are also included:

[0043] When the settlement difference value exceeds the preset benchmark difference value, the preset clamping device is controlled to clamp the test pile to the preset test area and acquire the test image information of the test pile.

[0044] Determine whether the detected image information contains preset crack features;

[0045] When the detected image information contains crack features, the initial position of the crack is determined based on the detected image information, crack features, detection pile model, and preset reference objects.

[0046] Based on the initial location of the crack, a preset crack detection device is used to detect cracks in the test pile and obtain crack parameters.

[0047] The differential value of crack settlement is determined based on crack parameters, pile top settlement, and pressurized settlement.

[0048] When the difference in settlement due to cracks exceeds the benchmark difference value, an abnormality warning for the test pile is reported.

[0049] By adopting the above technical solutions, the process for investigating abnormal conditions in the test piles has been further refined. Based on abnormal settlement differences, the potential for cracks in the test piles is explored in depth. Through analysis of crack locations and parameters, combined with settlement data, the abnormal conditions of the test piles can be determined more comprehensively and accurately. This provides richer and more reliable evidence for the quality inspection of pile foundation engineering, helping to promptly identify and resolve potential pile foundation quality hazards, and ensuring the safety and stability of the project.

[0050] Optional, crack detection methods may also be included:

[0051] When the crack settlement difference value exceeds the benchmark difference value, obtain the internal image information of the preset piling area;

[0052] Determine whether the internal image information contains preset foreign object features;

[0053] When the internal image information contains foreign object features, the location and size of the foreign object are determined based on the internal image information, foreign object features, preset area size, and reference objects.

[0054] Determine whether the location of the foreign object is consistent with the initial location of the crack;

[0055] When the location of the foreign object is inconsistent with the initial location of the crack, an abnormality warning for the detection pile is reported.

[0056] When the location of the foreign object coincides with the initial location of the crack, the reference crack parameters are determined based on the size of the foreign object, the initial force value, the applied force value, and the type of the detection pile.

[0057] When the baseline crack parameters are inconsistent with the crack parameters, an abnormality warning for the test pile is reported.

[0058] By employing the above technical solution, when the crack settlement difference exceeds the benchmark, it indicates a potential anomaly in the tested pile. In this case, an image of the piling area is acquired. If foreign object features are present in the image, their location and size are determined based on relevant information. The location of the foreign object is compared to the initial crack location; any discrepancy is reported as an anomaly. If they match, benchmark crack parameters are determined based on the foreign object's size, force value, and the tested pile model. These parameters are then compared to the actual crack parameters; any discrepancy is also reported as an anomaly. This process verifies the crack anomaly from the perspective of foreign objects, enabling multi-dimensional analysis and judgment, precise location of the anomaly's cause, avoidance of misjudgments, and improved detection accuracy and reliability.

[0059] Optional crack detection methods also include:

[0060] When the reference crack parameters and the crack parameters are inconsistent, the crack difference parameters are determined based on the reference crack parameters and the crack parameters.

[0061] The baseline difference parameter range is matched from the preset crack database based on the initial force value, applied pressure value, foreign object size, and preset initial crack parameter range.

[0062] When the crack difference parameter does not fall within the range of the benchmark difference parameter, an abnormality warning for the test pile is reported.

[0063] When the crack difference parameter falls within the range of the reference difference parameter, the corrected crack parameter is determined based on the crack difference parameter.

[0064] The difference value of the corrected crack is determined based on the parameters of the corrected crack, the settlement at the top of the pile, and the settlement under pressure.

[0065] When the difference value of the corrected crack exceeds the benchmark difference value, an abnormality warning for the test pile is reported.

[0066] By adopting the above technical solutions, the verification process for abnormal cracks in the tested piles has been further refined. Through in-depth analysis of crack parameters, anomalies can be investigated from multiple dimensions, the condition of the tested piles can be accurately judged, and the accuracy of static load testing of pile foundations can be effectively improved.

[0067] Optionally, it also includes an algorithmic formula for calculating the insertion depth:

[0068] Where D is the insertion depth, V is the soil loosening value, A is the loosening area, and k1 and k2 are influence coefficients.

[0069] Secondly, this application provides a static load testing system for pile foundations, which adopts the following technical solution:

[0070] A static load testing system for pile foundations, comprising:

[0071] The acquisition module is used to acquire regional image information, pile top settlement, pressurized settlement, regional flatness, current angle value, detection image information, crack parameters, and internal image information;

[0072] A memory for storing the program for any of the above-mentioned methods for static load testing of pile foundations;

[0073] A processor is used to load, execute, and implement programs stored in memory.

[0074] Thirdly, this application provides a smart terminal, which adopts the following technical solution:

[0075] A smart terminal includes a memory and a processor, wherein the memory stores a computer program that can be loaded by the processor and executed any of the above-mentioned pile foundation static load testing methods.

[0076] In summary, this application includes at least one of the following beneficial technical effects:

[0077] 1. By utilizing image information to determine key detection elements, and then conducting tests with varying pressure and analyzing settlement, it is possible to effectively detect whether there are any abnormalities in the piles being tested, providing a reliable basis for pile foundation quality control and improving the efficiency of pile foundation testing.

[0078] 2. By examining pile crack anomalies from the perspective of foreign objects, multi-dimensional analysis and judgment can be performed to accurately locate the cause of the anomaly, avoid misjudgment, and improve the accuracy and reliability of detection;

[0079] 3. Further refine the verification process for abnormal cracks in the tested piles. Through in-depth analysis of crack parameters, anomalies can be investigated from multiple dimensions, the condition of the tested piles can be accurately judged, and the accuracy of static load testing of pile foundations can be effectively improved. Attached Figure Description

[0080] Figure 1 This is a flowchart of a method for static load testing of pile foundations according to an embodiment of the present invention;

[0081] Figure 2 This is the method flow of the flatness correction method in the embodiment of the present invention. Figure 1 ;

[0082] Figure 3 This is the method flow of the flatness correction method in the embodiment of the present invention. Figure 2 ;

[0083] Figure 4 This is a flowchart of the land compaction adjustment method in an embodiment of the present invention;

[0084] Figure 5 This is a flowchart of the crack correction method in an embodiment of the present invention;

[0085] Figure 6 This is the method flow of the crack inspection method in the embodiment of the present invention. Figure 1 ;

[0086] Figure 7 This is the method flow of the crack inspection method in the embodiment of the present invention. Figure 2 . Detailed Implementation

[0087] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments.

[0088] This application discloses a method for static load testing of pile foundations.

[0089] Reference Figure 1 A method for static load testing of pile foundations includes the following steps:

[0090] Step 100: Obtain the region image information of the preset test area.

[0091] The test area refers to the area used for static load testing of the test piles. Area image information refers to images within the test area that include the test piles. Area image information is acquired through camera photography. The test area is predetermined by those skilled in the art and will not be elaborated upon here. Test piles refer to piles used for various tests on pile foundations.

[0092] Step 101: Determine the type of detection pile based on the regional image information and the preset characteristics of the detection pile.

[0093] The characteristics of a test stake refer to its external outline. These characteristics are pre-defined by those skilled in the art and will not be elaborated upon here. The test stake model refers to the number used to identify and distinguish different types, specifications, and performance test stakes; it includes the material, shape, and dimensions of the test stake. A pre-defined model database can identify the test stake model corresponding to the characteristics in the regional image information. This database contains the correspondence between regional image information, test stake characteristics, and test stake models. This model database is manually configured and will not be elaborated upon here.

[0094] Step 102: Determine the detection location based on the regional image information, the characteristics of the detection stake, and the preset reference objects.

[0095] A reference object refers to an object used to assist in measuring the position of the test stake and other features that require auxiliary measurement. The size and position of the reference object are predetermined by those skilled in the art and will not be elaborated here. The detection position refers to the location of the test stake within the test area. First, the position of the test stake features in the image can be determined through the area image information. Then, by comparing the position and size of the test stake features and the reference object in the image, as well as the actual position and size of the reference object, the detection position can be obtained.

[0096] Step 103: Determine the testing force value and initial force value according to the type of testing pile.

[0097] The testing force value refers to the maximum force required to test a pile of the specified model. The initial force value refers to the starting force applied when testing the pile. A pre-set testing database can be used to match the testing force value and initial force value corresponding to each pile model. This database contains the correspondence between the pile model, the testing force value, and the initial force value. The testing database is a manually configured database and will not be elaborated upon here.

[0098] Step 104: Determine the baseline pressure value based on the initial force value and the detected force value.

[0099] The benchmark pressure value refers to the additional pressure required when continuing testing after the initial force value has been applied to the test pile. The benchmark pressure value can be matched with the initial force value and the test force value through the test database, which includes the correspondence between the initial force value, the test force value, and the benchmark pressure value.

[0100] Step 105: Determine the applied pressure value based on the initial force value and the reference applied pressure value.

[0101] The applied pressure value refers to the pressure value after the pile has been pressurized further during subsequent testing, following an initial pressure value. The applied pressure value can be obtained by calculating the sum of the initial pressure value and the baseline applied pressure value.

[0102] Step 106: Based on the detection location, control the preset detection device to press down on the preset detection pile with an initial force value, and obtain the settlement of the pile top.

[0103] The testing device refers to the apparatus used to perform static load testing on the test pile. Pile top settlement refers to the vertical displacement of the test pile when it is pressed down by the testing device with an initial force value. The pile top settlement is measured by a displacement sensor pre-installed on the test pile.

[0104] The control and detection device presses down on the detection pile at the detection location with an initial force value and obtains the settlement of the pile top for subsequent steps.

[0105] Step 107: Based on the preset benchmark interval time, control the detection device to press down on the detection pile with the pressure value and obtain the pressure settlement of the detection pile.

[0106] The reference interval time refers to the duration after the pile has been tested with an initial force value, before the next test. The reference interval time is preset by those skilled in the art and will not be elaborated upon here. The pressurized settlement refers to the displacement of the pile in the vertical direction as it continues to sink when the testing device applies a pressure value. The pressurized settlement is measured by a displacement sensor on the pile.

[0107] Based on the reference interval time, the control detection device pressurizes the detection pile with the pressure value and then obtains the pressure settlement of the detection pile for subsequent steps.

[0108] Step 108: Calculate the quotient between the pile top settlement and the pressurized settlement as the settlement difference value, and report an abnormality warning for the detection pile when the settlement difference value exceeds the preset benchmark difference value.

[0109] The settlement difference value refers to the multiple of difference between the settlement amounts measured in two separate tests. It is obtained by calculating the quotient between the pile top settlement and the pressurized settlement. The benchmark difference value is the maximum allowable settlement difference value. The abnormal pile detection alert indicates when a currently being tested pile exhibits a non-compliant condition. Both the benchmark difference value and the abnormal pile detection alert are pre-set by those skilled in the art and will not be elaborated upon here.

[0110] The calculated settlement difference value is compared with the benchmark difference value. When the settlement difference value exceeds the benchmark difference value, it indicates that the current test pile is unqualified and an abnormality warning for the test pile needs to be reported.

[0111] When the settlement difference value does not exceed the benchmark difference value, it means that the test can continue. The pressure value obtained in step 105 is defined as the new initial pressure value. Then, the new initial pressure value is added to the benchmark pressure value to obtain the new pressure value. Repeat the subsequent steps 106 to 108 until the new pressure value is consistent with the test pressure value, and the test is completed.

[0112] Reference Figure 2 The flatness correction method includes the following steps:

[0113] Step 200: When the settlement difference value exceeds the preset benchmark difference value, obtain the regional flatness of the test area.

[0114] Regional flatness refers to the degree of flatness of the ground in the test area in the horizontal direction. Regional flatness is obtained through a pre-set laser scanner. When the settlement difference value exceeds the benchmark difference value, in order to avoid data deviation due to terrain issues, it is necessary to obtain the regional flatness of the test area for subsequent steps.

[0115] Step 201: When the flatness of the area is lower than the preset benchmark flatness, calculate the difference between the flatness of the area and the benchmark flatness as the flatness difference value.

[0116] The baseline flatness refers to the expected flatness value of the test area. The baseline flatness is predetermined by those skilled in the art and will not be elaborated upon here. The flatness difference value refers to the deviation between the flatness of the area and the baseline flatness. The flatness difference value can be obtained by calculating the difference between the flatness of the area and the baseline flatness.

[0117] When the flatness of the area is lower than the benchmark flatness, it indicates that the ground in the test area is too uneven. The flatness difference value needs to be calculated for subsequent steps.

[0118] Step 202: Match the settlement correction value from the preset detection database based on the flatness difference value.

[0119] Settlement correction values ​​refer to the values ​​used to correct pile top settlement and pressurized settlement due to topographic factors. A database of tests can be used to match settlement correction values ​​corresponding to flatness differences, demonstrating the correlation between flatness differences and settlement correction values.

[0120] Step 203: Determine the amount of settlement to be corrected at the pile top and the amount of settlement to be corrected under pressure based on the settlement correction value, the amount of settlement at the pile top, and the amount of settlement under pressure.

[0121] Corrected pile top settlement refers to the settlement at the top of the pile after correction due to topographic factors. Corrected pressurized settlement refers to the settlement under pressure after correction due to topographic factors. A pre-set correction database can be used to match the settlement correction value, pile top settlement, and pressurized settlement with their corresponding corrected pile top settlement and corrected pressurized settlement. This database includes the correspondence between these values. The correction database is a manually configured database and will not be elaborated upon here.

[0122] Step 204: Calculate the quotient between the corrected pile top settlement and the corrected pressurized settlement as the corrected settlement difference value, and report an abnormality warning for the test pile when the corrected settlement difference value exceeds the benchmark difference value.

[0123] The corrected settlement difference value refers to the multiple of the difference between the corrected pile top settlement and the corrected pressurized settlement. The corrected settlement difference value can be obtained by calculating the quotient between the corrected pile top settlement and the corrected pressurized settlement. When the corrected settlement difference value exceeds the benchmark difference value, it indicates that the currently tested pile is unqualified, and an abnormality warning for the tested pile must be reported.

[0124] Reference Figure 3 The flatness correction method also includes the following steps:

[0125] Step 300: When the corrected settlement difference value exceeds the benchmark difference value, obtain the current angle value of the test pile.

[0126] The current angle value refers to the angle of the test pile relative to the horizontal direction. The current angle value is obtained through a level measuring instrument. When the corrected settlement difference value exceeds the benchmark difference value, the current angle value of the test pile needs to be obtained for subsequent steps.

[0127] Step 301: When the current angle value is inconsistent with the preset reference angle value, calculate the difference between the current angle value and the reference angle value as the angle difference value.

[0128] The reference angle value refers to the angle at which the test pile should currently be. The reference angle value is preset by those skilled in the art and will not be elaborated upon here. The angle difference value refers to the difference between the current angle value of the test pile and the reference angle value. The angle difference value can be obtained by calculating the difference between the current angle value and the reference angle value.

[0129] When the current angle value is inconsistent with the reference angle value, it indicates that the current angle value of the test pile is abnormal, and the angle difference value needs to be calculated for subsequent steps.

[0130] Step 302: Determine the soil tightness value based on the angle difference value and the initial force value.

[0131] Land compaction value refers to the quantitative value of the compactness or looseness of the land in the test area. A preset compaction database can be used to match the land compaction value with the angle difference value and the initial force value, containing the correspondence between the angle difference value, the initial force value, and the land compaction value. The compaction database is a manually set database and will not be elaborated upon here.

[0132] Step 303: Determine the settlement correction value based on the soil tightness value and the preset benchmark tightness range.

[0133] The benchmark tightness range refers to the range within which the soil tightness value in the test area should fall. This benchmark tightness range is pre-set by those skilled in the art and will not be elaborated upon here. The tightness settlement correction value refers to the value used to correct pile top settlement and pressure settlement due to the influence of soil tightness factors. The testing database can match the soil tightness value with the corresponding benchmark tightness range and the tightness settlement correction value, encompassing the correspondence between soil tightness values, benchmark tightness ranges, and tightness settlement correction values.

[0134] Step 304: Determine the settlement amount of the loosened / tightened pile top and the settlement amount of the loosened / tightened pressure based on the loosening / tightening settlement correction value, the pile top settlement amount, and the pressurized settlement amount.

[0135] Loose-tight pile top settlement refers to the corrected pile top settlement due to soil tightness. Loose-tight pressure settlement refers to the corrected pressure settlement due to soil tightness. The correction database can match loose-tight settlement correction values, pile top settlement, and pressure settlement with their corresponding loose-tight pile top settlement and loose-tight pressure settlement values. It includes the correspondence between loose-tight settlement correction values, pile top settlement, pressure settlement, loose-tight pile top settlement, and loose-tight pressure settlement.

[0136] Step 305: Calculate the quotient between the settlement at the top of the loosened and tightened pile and the settlement under loosening and tightening pressure, and use it as the settlement difference value. When the settlement difference value exceeds the benchmark difference value, report an abnormality warning for the test pile.

[0137] The settlement difference value refers to the multiple of the difference between the settlement at the top of the loosened / tightened pile and the settlement under pressure. The settlement difference value can be obtained by calculating the quotient of the settlement at the top of the loosened / tightened pile and the settlement under pressure. When the settlement difference value exceeds the benchmark difference value, it indicates that the current tested pile is unqualified, and an abnormality warning for the tested pile must be reported.

[0138] Reference Figure 4 The method for adjusting the tightness of land includes the following steps:

[0139] Step 400: Determine the required land area based on the type of testing pile and the testing intensity value.

[0140] The required land area refers to the area of ​​land needed to test the testing stakes. A pre-set area database can be used to match the required land area for each testing stake type and testing intensity value. This database contains the correspondence between testing stake types, testing intensity values, and required land areas. The area database is a manually set database and will not be elaborated upon here.

[0141] Step 401: When the land tightness value exceeds the preset tightness benchmark value, determine the loosening area based on the current angle value and the required land area.

[0142] The tighter benchmark value refers to the quantitative value corresponding to when the land in the test area is too tight. The tighter benchmark value is the maximum value of the benchmark tightness range, and the specific value is preset by those skilled in the art and will not be elaborated here. The loosening area refers to the area of ​​land that needs to be loosened due to excessive tightness. Through a preset loosening database, the loosening area corresponding to the current angle value and the required land area can be matched. It contains the correspondence between the current angle value, the required land area, and the loosening area. The loosening database is a manually set database and will not be elaborated here.

[0143] When the land tightness value exceeds the tighter benchmark value, it indicates that the land is too tight, and the area to be loosened needs to be matched first for subsequent steps.

[0144] Step 402: Determine the soil loosening value based on the soil tightness value, the tighter baseline value, and the detection intensity value.

[0145] Land loosening value refers to the value required to adjust the tightness of the land in a test area to below the tighter baseline value. The loosening database can match the land tightness value, the tighter baseline value, and the detection intensity value with the corresponding land loosening value, which includes the correspondence between land tightness value, the tighter baseline value, the detection intensity value, and the land loosening value.

[0146] Step 403: Determine the insertion depth and insertion location based on the soil loosening value and loosening area.

[0147] Insertion depth refers to the depth to which the soil is inserted during soil loosening. Insertion location refers to the position within the soil during soil loosening. A pre-defined insertion database can be used to match the soil loosening value and the corresponding insertion depth and location. This database includes the correspondence between soil loosening value, loosening area, and insertion location, as well as the algorithm formula for calculating the insertion depth. Where D is the insertion depth, V is the soil loosening value, A is the loosened area, and k1 and k2 are influence coefficients. The insertion database is a manually set database, which will not be elaborated here. k1 and k2 are preset by those skilled in the art, and will not be elaborated here.

[0148] Step 404: Determine the post-insertion compaction parameters based on the insertion depth, insertion location, and soil loosening value.

[0149] Post-insertion compaction parameters refer to the compaction force required after the land has been loosened by insertion. A preset compaction database can be used to match the insertion depth, insertion location, and land loosening value with the corresponding post-insertion compaction parameters. This database contains the correspondence between insertion depth, insertion location, land loosening value, and post-insertion compaction parameters. The compaction database is a manually set database and will not be elaborated upon here.

[0150] Step 405: Control the preset land adjustment device to loosen the land at the insertion position according to the insertion depth, and compact the land according to the post-insertion compaction parameters after loosening.

[0151] A land adjustment device is a device used to adjust the compaction of land. It controls the soil at the insertion point by adjusting the insertion depth, and then compacts the soil using post-insertion compaction parameters to achieve the desired soil compaction.

[0152] Step 406: When the land compaction value is lower than the preset looser benchmark value, determine the land compaction area and land compaction parameters based on the required land area, land compaction value, and looser benchmark value.

[0153] The "relatively loose" benchmark value refers to the quantitative value corresponding to excessively loose soil in the test area. The relatively loose benchmark value is the minimum value within the benchmark looseness / tightness range; the specific value is preset by those skilled in the art and will not be elaborated upon here. The "land tightening area" refers to the area where excessively loose soil needs to be compacted. The "land compaction parameter" refers to the intensity value required to compact excessively loose soil. A preset compaction database can be used to match the required land area, land looseness / tightness value, and the corresponding land tightening area and land compaction parameter. This database includes the correspondence between the required land area, land looseness / tightness value, relatively loose benchmark value, land tightening area, and land compaction parameter. The compaction database is a manually set database and will not be elaborated upon here.

[0154] When the soil compaction value is lower than the looser benchmark value, it indicates that the soil is too loose. It is necessary to match the soil compaction area and soil compaction parameters for subsequent steps.

[0155] Step 407: Control the preset land adjustment device to compact the land in the compaction area according to the land compaction parameters.

[0156] The land adjustment device is controlled to compact the land in the compaction area according to the land compaction parameters, thereby adjusting the degree of land looseness.

[0157] Reference Figure 5 The crack correction method includes the following steps:

[0158] Step 500: When the settlement difference value exceeds the preset benchmark difference value, control the preset clamping device to clamp the test pile to the preset test area and acquire the test image information of the test pile.

[0159] A clamping device is a device used to clamp abnormal test piles to the test area. The test area is the area used to test abnormal test piles. Test image information refers to images of the test piles within the test area. Test image information is acquired by taking pictures with a camera.

[0160] When the settlement difference value exceeds the benchmark difference value, the clamping device needs to be controlled to clamp the test pile into the test area and acquire the test image information of the test pile for subsequent steps.

[0161] Step 501: Determine whether the detected image information contains the preset crack features.

[0162] Crack characteristics refer to the visual features of a test pile when cracks are present. These characteristics are pre-defined by those skilled in the art and will not be elaborated upon here. By determining whether crack characteristics are present in the test image information, the presence of cracks on the test pile can be determined, which can then be used to further verify the settlement difference value.

[0163] Step 502: When the detected image information contains crack features, determine the initial position of the crack based on the detected image information, crack features, detection pile model, and preset reference object.

[0164] The initial crack location refers to the position where a crack first appears on the detection pile. First, the location of the crack feature in the image is determined using the detection image information. Then, the position and size of the crack feature in the image are compared with those of a reference object, and combined with the detection pile model, the actual position and size of the reference object, to determine the detection location.

[0165] When the detected image information contains crack features, it indicates that there is a crack on the detected pile. The initial location of the crack needs to be determined first for subsequent steps.

[0166] When the detected image information does not contain crack features, it means that there are no cracks on the detected pile, and the crack detection can be completed.

[0167] Step 503: Based on the initial location of the crack, control the preset crack detection device to perform crack detection on the detection pile and obtain crack parameters.

[0168] A crack detection device is a device used to detect the depth and size of cracks on a test pile. Crack parameters refer to the depth and size of cracks on the test pile. Crack parameters can be obtained by retrieving data from the data storage terminal within the crack detection device. When the crack detection device performs crack detection on the test pile, it stores the detection results in the data storage terminal. The data storage terminal is preset by those skilled in the art and will not be described in detail here.

[0169] The crack detection device is controlled to detect cracks at their initial locations on the test piles and then acquire crack parameters for subsequent steps.

[0170] Step 504: Determine the crack settlement difference value based on crack parameters, pile top settlement, and pressurized settlement.

[0171] The crack settlement difference value refers to the multiple of difference between the settlement at the top of a cracked pile and the settlement under pressure caused by the crack. The settlement at the top of the cracked pile refers to the corrected settlement at the top of the pile due to the influence of the crack in the tested pile. The settlement under pressure caused by the crack refers to the corrected settlement under pressure caused by the crack in the tested pile. A correction database can be used to match crack parameters, pile top settlement, and corresponding settlement under pressure, including the relationships between these parameters. The crack settlement difference value can be obtained by calculating the quotient between the settlement at the top of the cracked pile and the settlement under pressure caused by the crack.

[0172] Step 505: When the crack settlement difference value exceeds the benchmark difference value, report an abnormality warning for the test pile.

[0173] When the crack settlement difference value exceeds the benchmark difference value, it indicates that the current test pile is unqualified and an abnormality warning for the test pile needs to be reported.

[0174] Reference Figure 6 The crack inspection method includes the following steps:

[0175] Step 600: When the crack settlement difference value exceeds the benchmark difference value, obtain the internal image information of the preset piling area.

[0176] The piling area refers to the area within the test area used to place the test piles. The piling area is predetermined by those skilled in the art and will not be elaborated upon here. Since the piling area is created by the testing of the test piles, the internal image information refers to the image inside the pit within the piling area. This internal image information is acquired by taking pictures with a camera.

[0177] When the crack settlement difference exceeds the benchmark difference, it is necessary to obtain internal image information of the piling area first for subsequent steps.

[0178] Step 601: Determine whether the internal image information contains preset foreign object features.

[0179] Foreign object characteristics refer to the features of objects other than soil present in the pit. These characteristics are pre-defined by those skilled in the art and will not be elaborated upon here. By determining whether the internal image information contains foreign object characteristics, it is possible to ascertain whether there are foreign objects in the pit, thereby aiding in the determination of the cause of cracks in the test pile.

[0180] Step 602: When the internal image information contains foreign object features, determine the location and size of the foreign object based on the internal image information, foreign object features, preset area size, and reference object.

[0181] The area size refers to the dimensions of the piling area. This area size is preset by those skilled in the art and will not be elaborated upon here. The foreign object location refers to the position of the foreign object feature within the pit. The foreign object size refers to the dimensions of the foreign object feature. A preset image recognition library can be used to match internal image information, foreign object features, area size, and the corresponding foreign object location and size to a reference object. This library includes the correspondence between internal image information, foreign object features, area size, reference object, foreign object location, and foreign object size. The image recognition library is a manually set database and will not be elaborated upon here. When the internal image information contains foreign object features, it indicates the presence of a foreign object inside the pit; the foreign object location and size must be matched first for subsequent steps.

[0182] When the internal image information does not contain foreign object features, it indicates that there are no foreign objects in the pit, and the foreign object detection can be completed.

[0183] Step 603: Determine whether the location of the foreign object is consistent with the initial location of the crack.

[0184] By determining whether the location of the foreign object is consistent with the initial location of the crack, it can be determined whether the cause of the crack in the test pile is a foreign object.

[0185] Step 604: When the location of the foreign object is inconsistent with the initial location of the crack, report an abnormality warning for the detection pile.

[0186] When the location of the foreign object is inconsistent with the initial location of the crack, it indicates that the cause of the crack in the test pile is not the foreign object, which further indicates that there was an abnormality in the test pile beforehand, and an abnormality warning for the test pile should be reported.

[0187] Step 605: When the location of the foreign object coincides with the initial location of the crack, determine the reference crack parameters based on the size of the foreign object, the initial force value, the applied pressure value, and the type of the detection pile.

[0188] The reference crack parameters refer to the depth and size of the cracks that should exist on the test pile when it is tested with initial force and applied pressure values. A preset crack database can be used to match the reference crack parameters corresponding to the foreign object size, initial force value, applied pressure value, and test pile model. This database includes the correspondence between the foreign object size, initial force value, applied pressure value, test pile model, and reference crack parameters. The crack database is a manually set database and will not be elaborated upon here.

[0189] When the location of the foreign object coincides with the initial location of the crack, it indicates that the cause of the crack in the test pile is the foreign object. The baseline crack parameters need to be matched first for subsequent steps.

[0190] Step 606: When the reference crack parameters and the crack parameters are inconsistent, report an abnormality prompt for the detection pile.

[0191] When the reference crack parameters are inconsistent with the crack parameters, it indicates that the cause of the crack in the test pile is not only foreign objects, which in turn indicates that there is an abnormality in the test pile, and an abnormality warning for the test pile needs to be reported.

[0192] Reference Figure 7 The crack inspection method also includes the following steps:

[0193] Step 700: When the reference crack parameters and the crack parameters are inconsistent, determine the crack difference parameters based on the reference crack parameters and the crack parameters.

[0194] Crack difference parameters refer to the difference between the expected depth and size of a crack on a test pile and the actual depth and size of the crack on the test pile. A crack database can be used to match baseline crack parameters with the corresponding crack difference parameters, which includes the correspondence between the baseline crack parameters, the crack parameters, and the crack difference parameters.

[0195] When the reference crack parameters are inconsistent with the crack parameters, the crack difference parameters need to be matched first for subsequent steps.

[0196] Step 701: Match the baseline difference parameter range from the preset crack database based on the initial force value, applied pressure value, foreign object size, and preset initial crack parameter range.

[0197] The initial crack parameter range refers to the range of crack depth and size if a crack already exists inside the tested pile. This initial crack parameter range is preset by those skilled in the art and will not be elaborated upon here. The benchmark difference parameter range refers to the range within which the crack difference parameter between the benchmark crack parameter and the crack parameter should fall when a crack already exists inside the tested pile. The crack database can be used to match the initial force value, applied pressure value, foreign object size, and the preset initial crack parameter range with the corresponding benchmark difference parameter range. This includes the correspondence between the initial force value, applied pressure value, foreign object size, initial crack parameter range, and benchmark difference parameter range.

[0198] Step 702: When the crack difference parameter does not fall within the range of the benchmark difference parameter, report an abnormality prompt for the test pile.

[0199] If the crack difference parameter does not fall within the range of the benchmark difference parameter, it indicates that the crack in the test pile is abnormal, and an abnormality warning for the test pile needs to be reported.

[0200] Step 703: When the crack difference parameter falls within the range of the reference difference parameter, determine the corrected crack parameter based on the crack difference parameter.

[0201] Crack correction parameters are values ​​used to correct for pile top settlement and pressurized settlement due to the influence of crack difference factors.

[0202] If the crack difference parameter falls within the range of the benchmark difference parameter, it indicates that the crack in the tested pile is not abnormal. The crack correction parameter needs to be matched first for subsequent steps.

[0203] Step 704: Determine the difference value of the corrected crack based on the corrected crack parameters, the settlement at the pile top, and the settlement under pressure.

[0204] The corrected crack difference value refers to the multiple of difference between pile top settlement and pressurized settlement after correction for the influence of crack difference factors. The correction database can match the corrected crack difference values ​​corresponding to the corrected crack parameters, pile top settlement, and pressurized settlement, and includes the correspondence between these values.

[0205] Step 705: When the difference value of the corrected crack exceeds the benchmark difference value, report an abnormality prompt for the test pile.

[0206] When the difference value of the corrected crack exceeds the benchmark difference value, it indicates that the current test pile is unqualified and an abnormality warning for the test pile needs to be reported.

[0207] Based on the same inventive concept, embodiments of the present invention provide a pile foundation static load testing system, comprising:

[0208] The acquisition module is used to acquire regional image information, pile top settlement, pressurized settlement, regional flatness, current angle value, detection image information, crack parameters, and internal image information;

[0209] A memory used to store a program for a static load testing method for pile foundations;

[0210] A processor is used to load, execute, and implement programs stored in memory.

[0211] Based on the same inventive concept, embodiments of the present invention provide a smart terminal, including a memory and a processor, wherein the memory stores a computer program that can be loaded and executed by the processor to perform a method for detecting static loads on pile foundations.

[0212] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the above-described division of functional modules is used as an example. In practical applications, the above functions can be assigned to different functional modules as needed, that is, the internal structure of the device can be divided into different functional modules to complete all or part of the functions described above. The specific working process of the system, device, and unit described above can be referred to the corresponding process in the foregoing method embodiments, and will not be repeated here.

[0213] The above description is merely a preferred embodiment of the present invention. The scope of protection of the present invention is not limited to the above embodiments. All technical solutions falling within the scope of the present invention's concept are within the scope of protection of the present invention. It should be noted that for those skilled in the art, any improvements and modifications made without departing from the principles of the present invention should also be considered within the scope of protection of the present invention.

Claims

1. A method for static load testing of pile foundations, characterized in that, include: Obtain the region image information of the preset test area; The detection location and detection pile type are determined based on regional image information, preset detection pile features, and reference objects; The testing force value and initial force value are determined based on the type of testing pile. The baseline pressure value is determined based on the initial force value and the detected force value; The applied pressure value is determined based on the initial force value and the baseline applied pressure value; Based on the detection location, a preset detection device is controlled to press down on a preset detection pile with an initial force value to detect the pile top settlement. After a preset benchmark interval time, the control detection device presses down on the detection pile with an applied pressure value and obtains the pressurized settlement of the detection pile. Calculate the quotient between the pile top settlement and the pressurized settlement as the settlement difference value, and report an abnormality warning for the detection pile when the settlement difference value exceeds the preset benchmark difference value.

2. The method for static load testing of pile foundations according to claim 1, characterized in that, It also includes flatness correction methods: When the settlement difference value exceeds the preset benchmark difference value, the flatness of the test area is obtained. When the flatness of a region is lower than the preset benchmark flatness, the difference between the flatness of the region and the benchmark flatness is calculated as the flatness difference value. Settlement correction values ​​are matched from a preset detection database based on the flatness difference values; The amount of settlement to be corrected at the pile top and the amount of settlement to be corrected under pressure are determined based on the settlement correction value, the settlement at the pile top, and the settlement under pressure. Calculate the quotient between the corrected pile top settlement and the corrected pressurized settlement as the corrected settlement difference value, and report an abnormality warning for the test pile when the corrected settlement difference value exceeds the benchmark difference value.

3. The method for static load testing of pile foundations according to claim 2, characterized in that, Flatness correction methods also include: When the corrected settlement difference value exceeds the benchmark difference value, the current angle value of the test pile is obtained; When the current angle value is inconsistent with the preset reference angle value, the difference between the current angle value and the reference angle value is calculated as the angle difference value; The soil tightness value is determined based on the angle difference value and the initial force value; The settlement correction value is determined based on the soil tightness value and the preset benchmark tightness range; The settlement at the top of the pile and the settlement under pressure are determined based on the settlement correction value, the settlement at the top of the pile, and the settlement under pressure. Calculate the quotient between the settlement at the top of the loosened and tightened pile and the settlement under pressure, and use this as the settlement difference value. When the settlement difference value exceeds the benchmark difference value, report an abnormality alert for the test pile.

4. The method for static load testing of pile foundations according to claim 3, characterized in that, It also includes methods for adjusting land tightness: The required land area is determined based on the type of testing stake and the testing intensity value. When the land tightness value exceeds the preset tightness benchmark value, the loosening area is determined based on the current angle value and the required land area. The soil loosening value is determined based on the soil tightness value, the tightness benchmark value, and the detection intensity value. The insertion depth and location are determined based on the soil loosening value and the loosened area. The post-insertion compaction parameters are determined based on the insertion depth, insertion location, and soil loosening value. The preset land adjustment device is controlled to loosen the land at the insertion position by the insertion depth, and after loosening, the land is compacted by the post-insertion compaction parameters; When the land compaction value is lower than the preset looser benchmark value, the land compaction area and land compaction parameters are determined based on the required land area, the land compaction value, and the looser benchmark value. The preset land adjustment device is controlled to compact the land in the compaction area according to the land compaction parameters.

5. The method for static load testing of pile foundations according to claim 4, characterized in that, It also includes crack correction methods: When the settlement difference value exceeds the preset benchmark difference value, the preset clamping device is controlled to clamp the test pile to the preset test area and acquire the test image information of the test pile. Determine whether the detected image information contains preset crack features; When the detected image information contains crack features, the initial position of the crack is determined based on the detected image information, crack features, detection pile model, and preset reference objects. Based on the initial location of the crack, a preset crack detection device is used to detect cracks in the test pile and obtain crack parameters. The differential value of crack settlement is determined based on crack parameters, pile top settlement, and pressurized settlement. When the difference in settlement due to cracks exceeds the benchmark difference value, an abnormality warning for the test pile is reported.

6. The method for static load testing of pile foundations according to claim 5, characterized in that, It also includes crack detection methods: When the crack settlement difference value exceeds the benchmark difference value, obtain the internal image information of the preset piling area; Determine whether the internal image information contains preset foreign object features; When the internal image information contains foreign object features, the location and size of the foreign object are determined based on the internal image information, foreign object features, preset area size, and reference objects. Determine whether the location of the foreign object is consistent with the initial location of the crack; When the location of the foreign object is inconsistent with the initial location of the crack, an abnormality warning for the detection pile is reported. When the location of the foreign object coincides with the initial location of the crack, the reference crack parameters are determined based on the size of the foreign object, the initial force value, the applied force value, and the type of the detection pile. When the baseline crack parameters are inconsistent with the crack parameters, an abnormality warning for the test pile is reported.

7. The method for static load testing of pile foundations according to claim 6, characterized in that, Crack detection methods also include: When the reference crack parameters and the crack parameters are inconsistent, the crack difference parameters are determined based on the reference crack parameters and the crack parameters. The baseline difference parameter range is matched from the preset crack database based on the initial force value, applied pressure value, foreign object size, and preset initial crack parameter range. When the crack difference parameter does not fall within the range of the benchmark difference parameter, an abnormality warning for the test pile is reported. When the crack difference parameter falls within the range of the reference difference parameter, the corrected crack parameter is determined based on the crack difference parameter. The difference value of the corrected crack is determined based on the parameters of the corrected crack, the settlement at the top of the pile, and the settlement under pressure. When the difference value of the corrected crack exceeds the benchmark difference value, an abnormality warning for the test pile is reported.

8. The method for static load testing of pile foundations according to claim 4, characterized in that, It also includes the algorithm formula for calculating the insertion depth: Where D is the insertion depth, V is the soil loosening value, A is the loosening area, and k1 and k2 are influence coefficients.

9. A static load testing system for pile foundations, characterized in that, include: The acquisition module is used to acquire regional image information, pile top settlement, pressurized settlement, regional flatness, current angle value, detection image information, crack parameters, and internal image information; A memory for storing a program for a static load testing method for pile foundations as described in any one of claims 6 or 7; A processor is used to load, execute, and implement programs stored in memory.

10. A smart terminal, characterized in that, It includes a memory and a processor, wherein the memory stores a computer program that can be loaded by the processor and executed as described in any one of claims 6 or 7, for a method of static load testing of pile foundations.

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