Pile foundation settlement control method and system

Abstract

The invention discloses a pile foundation settlement control method and system. The method comprises the steps that the position of an extruded branch pile is collected; the squeezed and expanded branch pile is positioned based on the position of the squeezed and expanded branch pile, and the settlement process of the squeezed and expanded branch pile is monitored in real time; in the settlement process of the squeezed branch pile relative to a soil body, defining additional stress generated by each layer of disc at the pile bottom; the additional stress of the pile bottom soil is determined according to the additional stress generated by each layer of disc at the pile bottom, and the additional stress of the pile bottom soil is used for defining the pile foundation settlement force, so that the pile foundation settlement force is conveniently determined, the pile foundation settlement force is controlled, the safety of the lower structure is conveniently improved based on the squeezed and expanded branch disc piles, and complex geological differential settlement is effectively controlled.

Description

Technical Field

[0001] The present invention relates to the technical field of pile foundation settlement, and in particular to a method and system for controlling pile foundation settlement. Background Art

[0002] With the development of science and technology, expanded branch plate piles are used in industrial and civil buildings, and have achieved remarkable results in improving the bearing capacity of pile foundations, reducing settlement, increasing pile foundation safety, reducing project costs and shortening construction periods. In the existing technology, the management and control of expanded branch plate piles only relies on previous work experience, and it is impossible to determine the settlement of the pile foundation, nor is it possible to control the settlement of the pile foundation. Summary of the invention

[0003] The purpose of the present invention is to overcome the shortcomings of the prior art. The present invention provides a method and system for controlling pile foundation settlement, which collects the position of squeezed branch plate piles; locates the squeezed branch plate piles based on the position of the squeezed branch plate piles, and monitors the settlement process of the squeezed branch plate piles in real time; defines the additional stress generated by each layer of plate at the bottom of the pile during the settlement of the squeezed branch plate piles relative to the soil; determines the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of plate at the bottom of the pile, and defines the pile foundation settlement force according to the additional stress of the soil at the bottom of the pile, so as to determine the pile foundation settlement force, thereby controlling the pile foundation settlement force, so as to improve the safety of the lower structure based on the squeezed branch plate piles, and effectively control the complex geological difference settlement.

[0004] In order to solve the above technical problems, an embodiment of the present invention provides a method for controlling pile foundation settlement, which is applied to a control scenario of pile foundation settlement;

[0005] The method for controlling pile foundation settlement comprises:

[0006] Collect the location of the squeezed branch pile;

[0007] Position the expanded branch pile based on its position and monitor the settlement process of the expanded branch pile in real time;

[0008] During the settlement of the squeezed branch and plate pile relative to the soil, define the additional stress generated by each layer of plate at the bottom of the pile;

[0009] The additional stress of the soil at the bottom of the pile is determined based on the additional stress generated by each layer of disk at the bottom of the pile, and the additional stress of the soil at the bottom of the pile is defined as the settlement force of the pile foundation.

[0010] Optionally, the collecting the position of the squeezed and expanded branch pile includes:

[0011] Construct a coordinate system based on the ground;

[0012] In the coordinate system, the squeezed branch pile is marked and the mark of the squeezed branch pile is presented;

[0013] The location of the squeezed branch pile is defined based on the mark of the squeezed branch pile and the coordinate system.

[0014] Optionally, positioning the squeezed and expanded branch plate pile based on the position of the squeezed and expanded branch plate pile and monitoring the settlement process of the squeezed and expanded branch plate pile in real time includes:

[0015] Determine the position of the squeezed and expanded branch pile;

[0016] Position the squeezed branch pile according to the location of the squeezed branch pile;

[0017] Monitor the squeezed and expanded branch piles and monitor their settlement process in real time.

[0018] Optionally, in the process of settlement of the squeezed and expanded branch and plate pile relative to the soil, defining the additional stress generated by each layer of plates at the bottom of the pile includes:

[0019] Collect the vertical force borne by the i-th layer of disk and the area of ​​additional stress generated by the i-th layer of disk at the bottom of the pile;

[0020] The additional stress generated by the i-th layer of disk at the bottom of the pile is defined based on the vertical force borne by the i-th layer of disk and the area of ​​the additional stress generated by the i-th layer of disk at the bottom of the pile.

[0021] Optionally, the step of defining the additional stress generated by each layer of plates at the bottom of the pile during the settlement of the squeezed and expanded branch and plate pile relative to the soil may further include:

[0022] The formula for the additional stress generated by each layer of disk at the bottom of the pile is as follows:

[0023]

[0024] Among them, σ hi is the additional stress generated by the i-th layer of disk at the bottom of the pile; N i is the vertical force borne by the i-th layer of the disk; S i is the area of ​​additional stress generated by the i-th layer of disk at the bottom of the pile.

[0025] Optionally, the step of defining the additional stress generated by each layer of plates at the bottom of the pile during the settlement of the squeezed and expanded branch and plate pile relative to the soil may further include:

[0026] The formula for the vertical force on the i-th layer of the disk is as follows:

[0027] N i =1 / 2S Ai [σ i ];

[0028] Among them, N i is the vertical force borne by the i-th layer of the disk; S Ai is the projection area of ​​the i-th layer disk at the bottom of the pile in the vertical direction; [σ i] is the allowable bearing capacity of the foundation of the soil layer where the i-th disk is located;

[0029]

[0030] Among them, σ hi is the additional stress generated by the i-th layer of support / plate at the bottom of the pile;

[0031] N i is the vertical force borne by the support / plate at the i-th layer;

[0032] S Ai is the projection area of ​​the i-th layer of support / plate at the bottom of the pile in the vertical direction;

[0033] S i is the area of ​​additional stress generated by the i-th layer of support / plate at the bottom of the pile;

[0034] [σ i ] is the allowable bearing capacity of the foundation of the soil layer where the i-th support / plate is located;

[0035] α i It is the angle between the top surface of the i-th support / plate and the center line of the pile foundation.

[0036] Optionally, the method of determining the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of disk at the bottom of the pile, and defining the pile foundation settlement force by the additional stress of the soil at the bottom of the pile, comprises:

[0037] The additional stress generated by each layer of disk at the bottom of the pile is fixed;

[0038] The average weight of the soil within the associated pile body and the additional stress generated by each layer of disk at the bottom of the pile;

[0039] Determine the additional stress of the soil at the bottom of the pile according to the average weight of the soil within the pile body and the additional stress generated by each layer of the plate at the bottom of the pile;

[0040] The additional stress in the soil under the pile is defined as the pile foundation settlement.

[0041] Optionally, the determining of the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of disk at the bottom of the pile, and defining the pile foundation settlement force by the additional stress of the soil at the bottom of the pile, further includes:

[0042] The formula for the additional stress of the soil under the pile is as follows:

[0043]

[0044] Where: h0 is the additional stress of the soil at the bottom of the pile; γ is the average weight of the soil within the pile body.

[0045] Optionally, the determining of the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of disk at the bottom of the pile, and defining the pile foundation settlement force by the additional stress of the soil at the bottom of the pile, further includes:

[0046]

[0047] Where a is the outermost horizontal width of the pile foundation at the bottom of the cap;

[0048] b is the outermost longitudinal width of the pile foundation at the bottom of the cap;

[0049] a i 、a i+1 is the outermost transverse width of the i-th and i+1-th layer branches / disks;

[0050] b i , b i+1 is the outermost longitudinal width of the i-th and i+1-th layer branches / disks;

[0051] H is the pile length;

[0052] h i 、h i+1 is the distance from the i-th and i+1-th layer support / plate corner to the pile bottom;

[0053] is the weighted average internal friction angle of the soil layer from the top of the pile to the bottom of the pile;

[0054] h i 、h i+1 Weighted average internal friction angle of soil layers within the range.

[0055] In addition, an embodiment of the present invention further provides a control system for pile foundation settlement, the control system for pile foundation settlement comprising:

[0056] A collection module, used to collect the position of the squeezed and expanded branch pile;

[0057] A monitoring module, used for locating the squeezed branch pile based on the position of the squeezed branch pile and monitoring the settlement process of the squeezed branch pile in real time;

[0058] The first stress module is used to define the additional stress generated by each layer of plates at the bottom of the pile during the settlement of the squeezed and expanded branch and plate pile relative to the soil;

[0059] The second stress module is used to determine the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of disk at the bottom of the pile, and define the pile foundation settlement force by the additional stress of the soil at the bottom of the pile.

[0060] In an embodiment of the present invention, the position of the squeezed branch plate pile is collected through the method in the embodiment of the present invention; the squeezed branch plate pile is positioned based on the position of the squeezed branch plate pile, and the settlement process of the squeezed branch plate pile is monitored in real time; in the settlement process of the squeezed branch plate pile relative to the soil, the additional stress generated by each layer of plate at the bottom of the pile is defined; the additional stress of the soil at the bottom of the pile is determined according to the additional stress generated by each layer of plate at the bottom of the pile, and the additional stress of the soil at the bottom of the pile is defined as the pile foundation settlement force, so as to determine the pile foundation settlement force, thereby controlling the pile foundation settlement force, so as to improve the safety of the lower structure based on the squeezed branch plate pile, and effectively control the complex geological differential settlement. BRIEF DESCRIPTION OF THE DRAWINGS

[0061] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0062] Figure 1 is a schematic flow chart of a method for controlling pile foundation settlement in an embodiment of the present invention;

[0063] Figure 2 is a schematic flow chart of S11 in the method for controlling pile foundation settlement in an embodiment of the present invention;

[0064] Figure 3 is a schematic flow chart of S12 in the method for controlling pile foundation settlement in an embodiment of the present invention;

[0065] Figure 4 is a schematic flow chart of S13 in the method for controlling pile foundation settlement in an embodiment of the present invention;

[0066] Figure 5 is a schematic flow chart of S14 in the method for controlling pile foundation settlement in an embodiment of the present invention;

[0067] Figure 6 Schematic diagram of the structure of a control system for pile foundation settlement in an embodiment of the present invention;

[0068] Figure 7 is a hardware diagram of an electronic device according to an exemplary embodiment;

[0069] Figure 8 is a schematic diagram of the lateral force of the squeezed and expanded branch pile in the method for controlling pile foundation settlement in an embodiment of the present invention;

[0070] Fig. 9 Schematic diagram of vertical force of a squeezed and expanded branch pile in a method for controlling pile foundation settlement in an embodiment of the present invention;

[0071] Fig.10 It is a schematic diagram of the disk structure in the method for controlling pile foundation settlement in an embodiment of the present invention. DETAILED DESCRIPTION

[0072] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0073] Embodiment 1:

[0074] See also Figures 1 to 10 , a pile foundation settlement control method is applied to the pile foundation settlement control scenario; the pile foundation settlement control method includes:

[0075] Step S11: collecting the position of the squeezed and expanded branch pile;

[0076] Step S12: positioning the squeezed and expanded branch pile based on the position of the squeezed and expanded branch pile, and monitoring the settlement process of the squeezed and expanded branch pile in real time;

[0077] Step S13: during the settlement process of the squeezed-expanded branch-plate pile relative to the soil, define the additional stress generated by each layer of plates at the bottom of the pile;

[0078] Step S14: determining the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of the plate at the bottom of the pile, and defining the additional stress of the soil at the bottom of the pile as the settlement force of the pile foundation.

[0079] In an embodiment of the present invention, the position of the squeezed branch plate pile is collected through the method in the embodiment of the present invention; the squeezed branch plate pile is positioned based on the position of the squeezed branch plate pile, and the settlement process of the squeezed branch plate pile is monitored in real time; in the settlement process of the squeezed branch plate pile relative to the soil, the additional stress generated by each layer of plate at the bottom of the pile is defined; the additional stress of the soil at the bottom of the pile is determined according to the additional stress generated by each layer of plate at the bottom of the pile, and the additional stress of the soil at the bottom of the pile is defined as the pile foundation settlement force, so as to determine the pile foundation settlement force, thereby controlling the pile foundation settlement force, so as to improve the safety of the lower structure based on the squeezed branch plate pile, and effectively control the complex geological differential settlement.

[0080] In step S11, the position of the expanded branch pile is collected;

[0081] In the specific implementation process of the present invention, the specific steps may be:

[0082] S111: Construct a coordinate system based on the ground;

[0083] S112: marking the expanded branch pile in the coordinate system and presenting the mark of the expanded branch pile;

[0084] S113: defining the position of the squeezed branch plate pile based on the mark of the squeezed branch plate pile and the coordinate system.

[0085] In an embodiment of the present application, a coordinate system is constructed based on the ground to facilitate the introduction of the coordinate system. Therefore, in the coordinate system, the extruded branch piles are marked and the marks of the extruded branch piles are presented. The positions of the extruded branch piles are defined based on the marks of the extruded branch piles and the coordinate system, thereby determining the positions of the extruded branch piles and controlling the extruded branch piles.

[0086] Specifically, select appropriate reference points at the construction site. These points should have long-term stability and should not be easily affected by construction activities. Use high-precision measurement equipment (such as total stations, GPS, etc.) to determine the precise coordinates of these reference points. Establish a ground coordinate system based on these reference points to ensure that all pile positions throughout the construction site can be accurately located in this coordinate system. Determine the expected position of each squeezed branch pile based on the design drawings and construction plan. Convert these expected positions into specific coordinate values ​​in the ground coordinate system. Use marking tools (such as spray paint, flags, steel nails, etc.) on site to mark the exact position of each pile on the ground. Make sure the markings are clearly visible and not easily covered or damaged by construction activities. Different colors or symbols can be used to distinguish different types of piles or different stages of construction.

[0087] Arrange drawings or electronic maps at the construction site to display pile position marks and coordinate information for easy access by construction personnel. Use measurement equipment to verify the accuracy of pile positions based on the ground coordinate system and the marks of the squeezed branch piles. Record the actual coordinates of each pile and compare them with the expected coordinates to ensure that the pile position deviation is within an acceptable range. Start the construction of the squeezed branch piles based on the determined pile positions. During the construction process, continuously monitor the changes in pile positions to ensure the verticality and position accuracy of the pile body. Use settlement monitoring equipment to monitor the settlement of the pile foundation and adjust the construction plan in time to control settlement.

[0088] In step S12, the squeezed branch pile is positioned based on the position of the squeezed branch pile, and the settlement process of the squeezed branch pile is monitored in real time;

[0089] In the specific implementation process of the present invention, the specific steps may be:

[0090] S121: fix the position of the squeezed and expanded branch pile;

[0091] S122: Positioning the squeezed and expanded branch plate pile according to the position of the squeezed and expanded branch plate pile;

[0092] S123: Monitor the squeezed and expanded branch piles, and monitor the settlement process of the squeezed and expanded branch piles in real time.

[0093] In an embodiment of the present application, the position of the squeezed and expanded branch piles is frozen so that the squeezed and expanded branch piles can be positioned according to the position of the squeezed and expanded branch piles, thereby managing and controlling each squeezed and expanded branch pile. At this time, the squeezed and expanded branch piles are monitored, and the settlement process of the squeezed and expanded branch piles is monitored in real time so as to complete the settlement control of the squeezed and expanded branch piles and control the settlement of the squeezed and expanded branch piles.

[0094] At this time, the squeezed branch piles are precisely positioned, monitored, and settlement controlled. According to the design drawings and construction requirements, high-precision measuring equipment is used to determine the specific position of each squeezed branch pile. Use obvious markings (such as spray paint, steel nails, flags, etc.) to mark the pile positions at the construction site to ensure that construction personnel can accurately identify them. With the help of a ground coordinate system or GPS system, confirm that the actual position of each pile is consistent with the design drawings. Use professional positioning tools (such as total stations, laser rangefinders, etc.) to review and ensure that the pile positions are accurate. Establish a construction log to record the construction progress, material use, quality inspection and other information of each pile. Appoint a dedicated person to be responsible for the protection and monitoring of the pile positions to prevent the pile positions from being accidentally moved or damaged during construction.

[0095] Install settlement monitoring equipment (such as settlement observation marks, static levels, etc.) at the top of the pile or key parts of the pile body. Set a reasonable settlement monitoring frequency and adjust it according to the construction progress and geological conditions. Use a data acquisition system to record settlement data in real time to ensure the accuracy and completeness of the data. Analyze settlement data to identify settlement trends and abnormal points. Adjust the construction plan according to the settlement situation, such as adding support, adjusting the grouting volume, etc. If necessary, take remedial measures, such as strengthening the pile body, backfilling, etc., to control the settlement within the allowable range. Regularly summarize and analyze settlement data to evaluate the settlement control effect. Adjust the settlement control strategy based on the analysis results to ensure the stability and safety of the entire construction process.

[0096] In step S13, during the settlement of the squeezed and expanded branch and plate pile relative to the soil, the additional stress generated by each layer of plates at the bottom of the pile is defined;

[0097] In the specific implementation process of the present invention, the specific steps may be:

[0098] S131: Collect the vertical force borne by the i-th layer disk and the area of ​​the additional stress generated by the i-th layer disk at the bottom of the pile;

[0099] S132: Define the additional stress generated by the i-th layer of disk at the pile bottom based on the vertical force borne by the i-th layer of disk and the area of ​​the additional stress generated by the i-th layer of disk at the pile bottom.

[0100] At this time, the formula for the additional stress generated by each layer of disk at the bottom of the pile is as follows:

[0101]

[0102] Among them, σ hi is the additional stress generated by the i-th layer of disk at the bottom of the pile; N i is the vertical force borne by the i-th layer of the disk; S i is the area of ​​additional stress generated by the i-th layer of disk at the bottom of the pile.

[0103] At this time, the formula for the vertical force borne by the i-th layer disk is as follows:

[0104] N i =1 / 2S Ai [σ i ];

[0105] Among them, N i is the vertical force borne by the i-th layer of the disk; S Ai is the projection area of ​​the i-th layer disk at the bottom of the pile in the vertical direction; [σ i ] is the allowable bearing capacity of the foundation of the soil layer where the i-th disk is located;

[0106]

[0107] Among them, σ hi is the additional stress generated by the i-th layer of support / plate at the bottom of the pile;

[0108] N i is the vertical force borne by the support / plate at the i-th layer;

[0109] S Ai is the projection area of ​​the i-th layer of support / plate at the bottom of the pile in the vertical direction;

[0110] S i is the area of ​​additional stress generated by the i-th layer of support / plate at the bottom of the pile;

[0111] [σ i ] is the allowable bearing capacity of the foundation of the soil layer where the i-th support / plate is located;

[0112] α i It is the angle between the top surface of the i-th support / plate and the center line of the pile foundation.

[0113] At this time, the vertical force borne by the i-th layer of disk is the force acting on the i-th layer of disk perpendicular to the axis of the pile. The area of ​​additional stress generated by the i-th layer of disk at the bottom of the pile. This area refers to the area covered by the additional stress on a part of the pile bottom due to the existence of the i-th layer of disk.

[0114] S14: determining the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of the plate at the bottom of the pile, and defining the additional stress of the soil at the bottom of the pile as the settlement force of the pile foundation;

[0115] In the specific implementation process of the present invention, the specific steps may be:

[0116] S141: additional stress generated by each layer of disk at the bottom of the pile;

[0117] S142: The average weight of the soil within the associated pile body and the additional stress generated by each layer of the plate at the bottom of the pile;

[0118] S143: Determine the additional stress of the soil at the bottom of the pile based on the average weight of the soil within the pile body and the additional stress generated by each layer of the plate at the bottom of the pile;

[0119] S144: The additional stress in the soil under the pile is defined as the pile foundation settlement force.

[0120] In an embodiment of the present application, the additional stress generated by each layer of disk at the bottom of the pile is fixed, the additional stress generated by each layer of disk at the bottom of the pile is introduced, and the average weight of the soil within the pile body and the additional stress generated by each layer of disk at the bottom of the pile are correlated, so as to determine the additional stress of the soil at the bottom of the pile according to the average weight of the soil within the pile body and the additional stress generated by each layer of disk at the bottom of the pile, thereby determining the additional stress of the soil at the bottom of the pile. At this time, the additional stress of the soil at the bottom of the pile is defined as the pile foundation settlement force, so as to determine the pile foundation settlement force, thereby controlling the pile foundation settlement force, so as to improve the safety of the lower structure based on the squeezed branch plate pile, and effectively control the complex geological differential settlement.

[0121] Optionally, the additional stress generated at the bottom of the pile is calculated separately for each layer of plates in the squeezed branch and plate pile. This usually involves accurate measurement or calculation of the vertical load borne by each layer of plates and its area of ​​action. The average density of the soil within the pile body is one of the important factors in determining the additional stress in the soil at the bottom of the pile. The greater the density, the greater the additional stress generated under the same load. Therefore, it is necessary to accurately measure or estimate the average density of the soil within the pile body and relate it to the additional stress generated by each layer of plates. By comprehensively considering the additional stress generated by each layer of plates at the bottom of the pile and the average density of the soil within the pile body, the overall additional stress in the soil at the bottom of the pile can be calculated. This calculation process may require the use of complex mechanical models or numerical methods.

[0122] Here, the additional stress of the soil under the pile is defined as the pile foundation settlement force. This is because the additional stress will cause the compression and deformation of the soil under the pile, which will in turn cause the settlement of the pile foundation. Therefore, the pile foundation settlement force actually reflects the sinking trend of the pile foundation under load. Once the pile foundation settlement force is determined, measures need to be taken to control it to ensure the stability of the pile foundation and the safety of the substructure. This may include adjusting the design parameters of the pile (such as pile length, pile diameter, number and position of branches, etc.), using preloading methods or reinforcement treatment, etc. The squeezed branch pile is a special form of pile foundation. By adding branches to expand the bearing area of ​​the pile and improve the lateral friction resistance of the pile, the bearing capacity and stability of the pile foundation are effectively enhanced. Under complex geological conditions, the use of squeezed branch piles can more effectively control the pile foundation settlement force and improve the safety of the substructure. Through the precise design and construction of squeezed branch piles, combined with other foundation treatment measures, differential settlement under complex geological conditions can be effectively controlled. This helps to ensure the overall stability and service life of the building.

[0123] At this time, the formula for the additional stress of the soil under the pile is as follows:

[0124]

[0125] Where: h0 is the additional stress of the soil at the bottom of the pile; γ is the average weight of the soil within the pile body.

[0126]

[0127] Where a is the outermost horizontal width of the pile foundation at the bottom of the cap;

[0128] b is the outermost longitudinal width of the pile foundation at the bottom of the cap;

[0129] a i 、a i+1 is the outermost transverse width of the i-th and i+1-th layer branches / disks;

[0130] b i , b i+1 is the outermost longitudinal width of the i-th and i+1-th layer branches / disks;

[0131] H is the pile length;

[0132] h i 、h i+1 is the distance from the i-th and i+1-th layer support / plate corner to the pile bottom;

[0133] is the weighted average internal friction angle of the soil layer from the top of the pile to the bottom of the pile;

[0134] h i 、h i+1Weighted average internal friction angle of soil layers within the range

[0135] In an embodiment of the present invention, the position of the squeezed branch plate pile is collected through the method in the embodiment of the present invention; the squeezed branch plate pile is positioned based on the position of the squeezed branch plate pile, and the settlement process of the squeezed branch plate pile is monitored in real time; in the settlement process of the squeezed branch plate pile relative to the soil, the additional stress generated by each layer of plate at the bottom of the pile is defined; the additional stress of the soil at the bottom of the pile is determined according to the additional stress generated by each layer of plate at the bottom of the pile, and the additional stress of the soil at the bottom of the pile is defined as the pile foundation settlement force, so as to determine the pile foundation settlement force, thereby controlling the pile foundation settlement force, so as to improve the safety of the lower structure based on the squeezed branch plate pile, and effectively control the complex geological differential settlement.

[0136] At this point, before any further operations are performed, it is first necessary to accurately collect the location information of the squeezed branch pile in the construction site. This usually involves using measurement equipment (such as total stations, GPS, etc.) to determine the precise coordinates of the pile. Once the position of the pile is determined, specialized monitoring equipment (such as settlement meters, inclinometers, etc.) can be used to monitor the settlement process of the pile in real time. These devices can be installed at or near the top of the pile to measure the displacement changes of the pile over time. During the settlement of the pile relative to the soil, each layer of the plate (i.e., the various enlarged parts of the squeezed branch pile) will generate additional stresses on the soil at the bottom of the pile. These additional stresses can be calculated using mechanical models or numerical methods, usually taking into account the geometry of the pile, material properties, loading conditions, and the physical and mechanical properties of the soil. By superimposing the additional stresses generated by each layer of the plate, the total additional stress on the soil at the bottom of the pile can be obtained. This total additional stress is the main reason for the compression and deformation of the soil at the bottom of the pile.

[0137] Here, we define the additional stress of the soil at the bottom of the pile as the settlement force of the pile foundation. This is because the additional stress will cause the compression of the soil at the bottom of the pile, which in turn causes the sinking of the pile foundation. Therefore, the settlement force of the pile foundation actually reflects the sinking trend and stability of the pile foundation under load. Once the settlement force of the pile foundation is determined, measures need to be taken to control it to ensure the stability of the pile foundation and the safety of the substructure. This may include adjusting the design parameters of the pile (such as pile length, pile diameter, number and position of branches, etc.), using preloading or reinforcement treatment methods to reduce the settlement of the pile foundation. By accurately designing and constructing squeezed and expanded branch piles, combined with the above-mentioned settlement control methods, the safety of the substructure can be effectively improved and the differential settlement under complex geological conditions can be controlled. This helps to ensure the overall stability and service life of the building.

[0138] In addition, squeezed branch piles are 20-30% more economical than traditional cast-in-place piles, and can save 40-60% of engineering work; the bearing capacity of a single squeezed branch pile is increased by 100%-200%, greatly improving the safety of the substructure; squeezed branch piles have little settlement after construction, effectively controlling differential settlement in complex geological conditions; energy conservation and emission reduction are achieved, saving energy for the country and reducing carbon dioxide emissions by more than 50%; the integration of survey, design and construction is achieved, and the information-based design and construction of bridge substructures is realized, providing technical support for improving the management and maintenance level of bridge substructure safety monitoring.

[0139] Embodiment 2:

[0140] See also Figure 6 , Figure 6 It is a schematic diagram of the structural composition of a control system for pile foundation settlement in an embodiment of the present invention.

[0141] like Figure 6 As shown, a control system for pile foundation settlement, the control system for pile foundation settlement comprises:

[0142] A collection module 21 is used to collect the position of the squeezed and expanded branch pile;

[0143] A monitoring module 22, for locating the squeezed and expanded branch pile based on the position of the squeezed and expanded branch pile, and monitoring the settlement process of the squeezed and expanded branch pile in real time;

[0144] The first stress module 23 is used to define the additional stress generated by each layer of plates at the bottom of the pile during the settlement of the squeezed and expanded branch and plate pile relative to the soil;

[0145] The second stress module 24 is used to determine the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of the plate at the bottom of the pile, and define the additional stress of the soil at the bottom of the pile as the settlement force of the pile foundation.

[0146] Implementation:3:

[0147] See also Figure 7 , refer to the following Figure 7 The electronic device 40 according to this embodiment of the present invention will be described. Figure 7 The electronic device 40 shown is only an example and should not bring any limitation to the functions and scope of use of the embodiments of the present invention.

[0148] like Figure 7 As shown, the electronic device 40 is in the form of a general computing device. The components of the electronic device 40 may include but are not limited to: at least one processing unit 41, at least one storage unit 42, and a bus 43 connecting different system components (including the storage unit 42 and the processing unit 41).

[0149] The storage unit stores program codes, which can be executed by the processing unit 41, so that the processing unit 41 executes the steps according to various exemplary embodiments of the present invention described in the above “Embodiment Method” section of this specification.

[0150] The storage unit 42 may include a readable medium in the form of a volatile storage unit, such as a random access memory unit (RAM) 421 and / or a cache memory unit 422 , and may further include a read-only memory unit (ROM) 423 .

[0151] The storage unit 42 may also include a program / utility 424 having a set (at least one) of program modules 425, such program modules 425 including but not limited to: an operating system, one or more application programs, other program modules, and program data, each of which or some combination may include an implementation of a network environment.

[0152] Bus 43 may represent one or more of several types of bus structures, including a memory unit bus or memory unit controller, a peripheral bus, an accelerated graphics port, a processing unit, or a local bus using any of a variety of bus architectures.

[0153] The electronic device 40 may also communicate with one or more external devices (e.g., keyboards, pointing devices, Bluetooth devices, etc.), one or more devices that enable a user to interact with the electronic device 40, and / or any device that enables the electronic device 40 to communicate with one or more other computing devices (e.g., routers, modems, etc.). Such communication may be performed via an input / output (I / O) interface 44. Furthermore, the electronic device 40 may also communicate with one or more networks (e.g., a local area network (LAN), a wide area network (WAN), and / or a public network, such as the Internet) via a network adapter 45. Figure 7 As shown, the network adapter 45 communicates with other modules of the electronic device 40 via the bus 43. It should be understood that although Figure 7 Not shown, other hardware and / or software modules may be used in conjunction with the electronic device 40, including but not limited to: microcode, device drivers, redundant processing units, external disk drive arrays, RAID systems, tape drives, and data backup planning systems.

[0154] Through the description of the above implementation, it is easy for those skilled in the art to understand that the example implementation described here can be implemented by software, or by software combined with necessary hardware. Therefore, the technical solution according to the implementation of the present disclosure can be embodied in the form of a software product, which can be stored in a non-volatile storage medium (which can be a CD-ROM, a USB flash drive, a mobile hard disk, etc.) or on a network, including several instructions to enable a computing device (which can be a personal computer, a server, a terminal device, or a network device, etc.) to execute the method according to the implementation of the present disclosure.

[0155] Those skilled in the art can understand that all or part of the steps in the various methods of the above embodiments can be completed by instructing related hardware through a program, and the program can be stored in a computer-readable storage medium, and the storage medium can include: a read-only memory (ROM), a random access memory (RAM), a disk or an optical disk, etc. In addition, it stores computer program instructions, and when the computer program instructions are executed by a computer, the computer executes the above method.

[0156] In addition, the above method and system for controlling pile foundation settlement provided by the embodiments of the present invention are introduced in detail. Specific examples are used herein to illustrate the principles and implementation methods of the present invention. The description of the above embodiments is only used to help understand the method of the present invention and its core idea. At the same time, for those skilled in the art, according to the ideas of the present invention, there will be changes in the specific implementation methods and application scopes. In summary, the content of this specification should not be understood as a limitation on the present invention.

Claims

1. A method for controlling pile foundation settlement, characterized in that: Applied to the control scenario of pile foundation settlement; The method for controlling pile foundation settlement comprises: Collect the location of the squeezed branch pile; Position the expanded branch pile based on its position and monitor the settlement process of the expanded branch pile in real time; During the settlement of the squeezed branch and plate pile relative to the soil, define the additional stress generated by each layer of plate at the bottom of the pile; The additional stress of the soil at the bottom of the pile is determined based on the additional stress generated by each layer of disk at the bottom of the pile, and the additional stress of the soil at the bottom of the pile is defined as the settlement force of the pile foundation.

2. The method for controlling pile foundation settlement according to claim 1, characterized in that: The collecting of the location of the squeezed and expanded branch piles includes: Construct a coordinate system based on the ground; In the coordinate system, the squeezed branch pile is marked and the mark of the squeezed branch pile is presented; The location of the squeezed branch pile is defined based on the mark of the squeezed branch pile and the coordinate system.

3. The method for controlling pile foundation settlement according to claim 2, characterized in that: The method of positioning the squeezed and expanded branch plate pile based on the position of the squeezed and expanded branch plate pile and monitoring the settlement process of the squeezed and expanded branch plate pile in real time includes: Determine the position of the squeezed and expanded branch pile; Position the squeezed branch pile according to the location of the squeezed branch pile; Monitor the squeezed and expanded branch piles and monitor their settlement process in real time.

4. The method for controlling pile foundation settlement according to claim 1, characterized in that: In the process of settlement of the squeezed and expanded branch and plate pile relative to the soil, the additional stress generated by each layer of plate at the bottom of the pile is defined, including: Collect the vertical force borne by the i-th layer of disk and the area of ​​additional stress generated by the i-th layer of disk at the bottom of the pile; The additional stress generated by the i-th layer of disk at the bottom of the pile is defined based on the vertical force borne by the i-th layer of disk and the area of ​​the additional stress generated by the i-th layer of disk at the bottom of the pile.

5. The method for controlling pile foundation settlement according to claim 1, characterized in that: The step of defining the additional stress generated by each layer of plates at the bottom of the pile during the settlement of the squeezed and expanded branch and plate pile relative to the soil also includes: The formula for the additional stress generated by each layer of disk at the bottom of the pile is as follows: Among them, σ hi is the additional stress generated by the i-th layer of disk at the bottom of the pile; N i is the vertical force borne by the i-th layer of the disk; S i is the area of ​​additional stress generated by the i-th layer of disk at the bottom of the pile.

6. The method for controlling pile foundation settlement according to claim 5, characterized in that: The step of defining the additional stress generated by each layer of plates at the bottom of the pile during the settlement of the squeezed and expanded branch and plate pile relative to the soil also includes: The formula for the vertical force on the i-th layer of the disk is as follows: N i =1 / 2S Ai [s i ]; Among them, N i is the vertical force borne by the i-th layer of the disk; S Ai is the projection area of ​​the i-th layer disk at the bottom of the pile in the vertical direction; [σ i ] is the allowable bearing capacity of the foundation of the soil layer where the i-th disk is located; Among them, σ hi is the additional stress generated by the i-th layer of support / plate at the bottom of the pile; N i is the vertical force borne by the support / plate at the i-th layer; S Ai is the projection area of ​​the i-th layer of support / plate at the bottom of the pile in the vertical direction; S i is the area of ​​additional stress generated by the i-th layer of support / plate at the bottom of the pile; [σ i ] is the allowable bearing capacity of the foundation of the soil layer where the i-th support / plate is located; α i It is the angle between the top surface of the i-th support / plate and the center line of the pile foundation.

7. The method for controlling pile foundation settlement according to claim 6, characterized in that: The additional stress of the soil at the bottom of the pile is determined according to the additional stress generated by each layer of the plate at the bottom of the pile, and the additional stress of the soil at the bottom of the pile is defined as the settlement force of the pile foundation, including: The additional stress generated by each layer of disk at the bottom of the pile is fixed; The average weight of the soil within the associated pile body and the additional stress generated by each layer of disk at the bottom of the pile; Determine the additional stress of the soil at the bottom of the pile according to the average weight of the soil within the pile body and the additional stress generated by each layer of the plate at the bottom of the pile; The additional stress in the soil under the pile is defined as the pile foundation settlement.

8. The method for controlling pile foundation settlement according to claim 7, characterized in that: The additional stress of the soil at the bottom of the pile is determined according to the additional stress generated by each layer of the plate at the bottom of the pile, and the additional stress of the soil at the bottom of the pile is defined as the settlement force of the pile foundation, and further includes: The formula for the additional stress of the soil under the pile is as follows: Where: h0 is the additional stress of the soil at the bottom of the pile; γ is the average weight of the soil within the pile body.

9. The method for controlling pile foundation settlement according to claim 8, characterized in that: The additional stress of the soil at the bottom of the pile is determined according to the additional stress generated by each layer of the plate at the bottom of the pile, and the additional stress of the soil at the bottom of the pile is defined as the settlement force of the pile foundation, and further includes: Where a is the outermost horizontal width of the pile foundation at the bottom of the cap; b is the outermost longitudinal width of the pile foundation at the bottom of the cap; a i 、a i+1 is the outermost transverse width of the i-th and i+1-th layer branches / disks; b i , b i+1 is the outermost longitudinal width of the i-th and i+1-th layer branches / disks; H is the pile length; h i 、h i+1 is the distance from the i-th and i+1-th layer support / plate corner to the pile bottom; is the weighted average internal friction angle of the soil layer from the top of the pile to the bottom of the pile; h i 、h i+1 Weighted average internal friction angle of soil layers within the range.

10. A control system for pile foundation settlement, characterized in that: The pile foundation settlement control system is applied to the pile foundation settlement control method as claimed in any one of claims 1 to 9, and the pile foundation settlement control system comprises: A collection module, used to collect the position of the squeezed and expanded branch pile; A monitoring module, used for locating the squeezed branch pile based on the position of the squeezed branch pile and monitoring the settlement process of the squeezed branch pile in real time; The first stress module is used to define the additional stress generated by each layer of plates at the bottom of the pile during the settlement of the squeezed and expanded branch and plate pile relative to the soil; The second stress module is used to determine the additional stress of the soil at the bottom of the pile according to the additional stress generated by each layer of disk at the bottom of the pile, and define the pile foundation settlement force by the additional stress of the soil at the bottom of the pile.

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