Method and system for compensating for the deviation of curtain wall embedded parts due to uneven settlement of alluvial layer

Abstract

The present application relates to the technical field of building curtain wall construction, in particular to a curtain wall embedded part deviation compensation method and system for uneven settlement of alluvial layer. It includes the following steps: generating initial three-dimensional settlement field data matrix of target building main structure at preset future time node; extracting pore pressure dissipation lag rate, carrying out lag compensation correction on initial matrix to generate modified three-dimensional settlement field data matrix; converting it into predicted three-dimensional deviation vector of each curtain wall embedded part node; combining keel unit stiffness matrix to solve panel transmission stress; constructing solving model with minimum overall compensation adjustment allowance as optimization target and panel transmission stress not exceeding material allowable stress as constraint condition, generating optimal three-dimensional compensation parameter matrix and issuing it for execution of reverse deviation compensation. The present application overcomes settlement prediction phase error caused by water blocking effect, avoids secondary damage caused by isolated positioning through global stiffness cooperation, and realizes safe and accurate feedforward closed-loop control.

Description

Technical Field

[0001] This invention relates to the field of building curtain wall construction technology, and more specifically, to a method and system for compensating for the misalignment of curtain wall embedded parts in the face of uneven settlement of alluvial layers. Background Technology

[0002] In modern high-rise building construction, the curtain wall system, as a crucial external envelope, typically connects its panels to embedded components fixed to the main building structure via a grid of joists. The spatial accuracy of these embedded components directly impacts the installation quality and overall safety of the curtain wall. When constructing high-rise buildings in typical alluvial soft soil areas such as coastal or riverside locations, significant uneven settlement inevitably occurs during construction and the early stages of service due to the high compressibility and rheological properties of the soil. This foundation settlement causes deformation of the main structure, leading to deviations of the fixed curtain wall embedded components from their initial design positions.

[0003] In existing technologies, the handling of embedded part misalignment is mostly done after settlement has occurred, through post-construction re-measurement using measuring instruments, and passive mechanical leveling using the adjustment holes of the embedded parts. Some improved technologies attempt to pre-calculate the foundation consolidation settlement using theoretical formulas in order to achieve advanced compensation. However, in actual alluvial high-rise engineering projects, the underground continuous walls (water-blocking curtains) and dense pile foundations around deep foundation pits can severely alter the natural seepage path of groundwater, producing a significant "water-blocking effect." Conventional settlement calculation methods often assume smooth drainage of the stratum, failing to take into account the delayed dissipation of pore water pressure caused by this water-blocking effect. This results in a significant deviation in the time phase of the calculated settlement field data from the actual engineering state (i.e., theoretically, the settlement has tended to stabilize, but the actual stratum is still slowly changing due to the influence of water blockage). This disconnect between theory and practice distorts both the timing and amount of compensation for embedded part misalignment.

[0004] Furthermore, after the macroscopic uneven settlement of the building structure is transformed into local three-dimensional misalignment of the embedded parts, if isolated mechanical adjustments are made to a single embedded part node based solely on error data, the resulting forced displacement will be transmitted through the rigid or semi-rigid keel. Because current technology lacks global stress coordination control, forced local displacement compensation can easily disrupt the original mechanical balance, leading to secondary stress concentration. Once this exceeds the allowable stress limit of the curtain wall material, it will directly cause safety hazards such as glass panel breakage or keel yielding.

[0005] In summary, there is an urgent need for a dynamic compensation method for embedded part misalignment that can correct theoretical settlement errors by combining actual water-blocking phenomena in engineering projects, while also taking into account the global stress constraints of the curtain wall structure. Summary of the Invention

[0006] The purpose of this invention is to provide a method and system for compensating for the misalignment of curtain wall embedded parts in the case of uneven settlement of alluvial layers, so as to solve the problem that the prior art mentioned in the background art fails to take into account the phenomenon of delayed dissipation of pore water pressure caused by water blocking effect, resulting in serious deviation between the calculated settlement field data and the actual engineering state in terms of time phase.

[0007] To achieve the above objectives, the present invention aims to provide a method for compensating for the misalignment of embedded parts in curtain walls due to uneven settlement of alluvial layers, comprising the following steps:

[0008] S1. Collect alluvial layer environmental parameters and building foundation data. Based on the environmental parameters and building foundation data, calculate the foundation consolidation and settlement, and generate the target building's main structure at a preset future time node. Initial three-dimensional settlement field data matrix ;

[0009] The environmental parameters and building foundation data include theoretical pore water pressure. groundwater level drop Time-series load data and the initial design spatial coordinate set of curtain wall embedded parts ;

[0010] S2. Real-time acquisition of measured pore water pressure Calculate its relationship with the theoretical pore water pressure. The deviation ratio is used to extract the pore pressure dissipation hysteresis rate. ;

[0011] S3, utilizing the aforementioned pore pressure dissipation hysteresis For the initial three-dimensional settlement field data matrix The settlement time-dependent parameters are corrected by hysteresis compensation to generate a corrected three-dimensional settlement field data matrix. ;

[0012] S4. Establish the main structural node mesh and initial design coordinate set of the target building. The topological mapping relationship will correct the three-dimensional settlement field data matrix. Converted to corresponding embedded parts nodes of each curtain wall Predicted 3D offset vector at future time points ;

[0013] S5. Establish the target keel member unit between adjacent curtain wall embedded parts nodes, and obtain the element stiffness matrix of the target keel member unit. The predicted three-dimensional offset vector As a boundary displacement condition, combined with the element stiffness matrix Calculate the stress transmitted to the panel from the offset of each embedded node in the curtain wall to its adjacent nodes. ;

[0014] S6. Construct a system with the overall compensation adjustment margin as the optimization objective, and with the stress transmitted through the panel. Less than or equal to the allowable stress threshold of the curtain wall material This is the solution model for the constraints. Solving this model generates the optimal three-dimensional compensation parameter matrix for each embedded node in the curtain wall. ;

[0015] The optimal three-dimensional compensation parameter matrix Converted into a displacement adjustment command, it is then sent to the embedded part adjustment terminal at the specified time node. Previously, reverse offset compensation was performed.

[0016] As a further improvement to this technical solution, in step S1, the calculation of foundation consolidation settlement based on environmental parameters and building foundation data involves the following specific steps:

[0017] Extract the coordinates of the underground foundation pile cap nodes of the target building, and combine them with the groundwater level drop amplitude. With the time-series load data Calculate the additional effective stress induced at the bottom of the alluvial layer by the nodes of the underground foundation caps in each area;

[0018] The theoretical final settlement of each underground foundation cap node is calculated based on the aforementioned additional effective stress.

[0019] Meanwhile, according to the theoretical pore water pressure Consolidation characteristics that decay over time are used to calculate the alluvial layer at a predetermined future time point. Theoretical degree of consolidation;

[0020] Multiplying the theoretical final settlement with the theoretical degree of consolidation yields the result for each underground foundation cap node at the specified time node. The theoretical settlement elevation over time;

[0021] Using the horizontal plane distribution coordinates of the underground foundation cap nodes as independent variables and the theoretical settlement elevation as dependent variables, a continuous settlement boundary surface covering the bottom surface of the target building's main structure is generated using a spatial surface interpolation algorithm. This continuous settlement boundary surface is then discretized into an initial three-dimensional settlement field data matrix. .

[0022] As a further improvement to this technical solution, in step S2, the pore pressure dissipation hysteresis rate is extracted. The specific steps involved are as follows:

[0023] Set by time node Dynamic sliding time window for deadline ,in The preset observation time step;

[0024] Extract the measured pore water pressure within the time sequence arranged in a dynamic sliding time window. and the theoretical pore water pressure Measured pore pressure curves were constructed respectively. Comparison with theoretical pore pressure curve ;

[0025] The measured pore pressure curve With the theoretical pore pressure curve Perform definite integral calculations within the dynamic sliding time window to obtain the measured cumulative area of ​​pore pressure. Cumulative area with theoretical pore pressure ;

[0026] Calculate the measured cumulative area of ​​pore pressure. With the theoretical pore pressure cumulative area The ratio of the two values ​​is used as the pore pressure dissipation hysteresis rate. .

[0027] As a further improvement to this technical solution, based on the measured pore water pressure and theoretical pore water pressure Measured pore pressure curves were constructed respectively. Comparison with theoretical pore pressure curve The specific steps involved are as follows:

[0028] Extract the dynamic sliding time window according to the preset sensor sampling frequency. The measured pore pressure discrete data sequence and the theoretical pore pressure discrete data sequence are arranged in internal time sequence;

[0029] An abnormal fluctuation threshold based on the historical average is set, and the measured pore pressure discrete data sequence is filtered and cleaned according to the abnormal fluctuation threshold to obtain a smoothed measured data sequence.

[0030] A cubic spline interpolation algorithm is used, with the timestamps of the smoothed measured data sequence and the theoretical pore pressure discrete data sequence as independent variables and the corresponding pore pressure values ​​as dependent variables, to perform piecewise polynomial fitting, generating a continuously differentiable measured pore pressure curve within the dynamic sliding time window. Comparison with theoretical pore pressure curve .

[0031] As a further improvement to this technical solution, in step S3, the initial three-dimensional settlement field data matrix is... The specific steps involved in hysteresis compensation correction of settlement time-dependent parameters are as follows:

[0032] Extract the contour coordinates of the water-blocking boundary of the underground foundation of the target building, and calculate each discrete grid node in the initial three-dimensional settlement field data matrix. Shortest horizontal distance to the water-blocking boundary of the underground foundation ;

[0033] The pore pressure dissipation hysteresis rate As the fundamental hysteresis extreme value, and with the shortest horizontal distance... As an independent variable for spatial attenuation, the permeation resistance attenuation coefficient is introduced. A natural decay compensation function is constructed, and the local hysteresis rate corresponding to each discrete grid node is solved. ;

[0034] The theoretical degree of consolidation used to construct the initial three-dimensional settlement field data matrix is ​​extracted as the settlement aging parameter, and the local hysteresis rate is used as the parameter. As a time scaling factor for the time node By performing division and reduction, the actual equivalent rheological time can be obtained. And based on the actual equivalent rheological time Constructing a settlement residual error compensation function ;

[0035] Based on the settlement residual error compensation function For the initial three-dimensional settlement field data matrix Perform point-by-point mapping correction to generate a corrected three-dimensional settlement field data matrix. .

[0036] As a further improvement to this technical solution, in step S4, the corrected three-dimensional settlement field data matrix is... Predicted 3D offset vector The specific steps involved are as follows:

[0037] Obtain the initial design coordinate set of all curtain wall embedded node nodes in the absolute reference coordinate system. and from the initial design coordinate set Extract any number of 1 3D coordinates of each curtain wall embedded part node ;

[0038] Synchronously extract and construct the corrected three-dimensional settlement field data matrix The underlying main structure is a two-dimensional discrete grid coordinate set;

[0039] Introducing vertical rigidity transfer constraints into the main structure, and eliminating the aforementioned three-dimensional coordinates. Elevation parameters of the facade Extract horizontal projection coordinates As a two-dimensional addressing index;

[0040] Using the two-dimensional addressing index, spatial nearest neighbor matching is performed on the coordinate set of the two-dimensional discrete grid of the underlying main structure to determine the corresponding grid coordinates of the root node at the bottom layer of the main structure. Thus establishing the first The vertical projection topological mapping relationship between each curtain wall embedded node and the two-dimensional discrete grid coordinate set of the underlying main structure;

[0041] Based on the aforementioned vertical projection topology mapping relationship, from the corrected three-dimensional settlement field data matrix Extract the mesh coordinates corresponding to the bottom rooting nodes of the main structure. Local corrected settlement displacement scalar ;

[0042] By setting a displacement boundary condition where the horizontal forced displacement is always zero, the local corrected settlement displacement scalar is... Transformed into a unique vertical displacement component and assigned to the first Each curtain wall embedded node generates the predicted three-dimensional offset vector. .

[0043] As a further improvement to this technical solution, the vertical rigidity transmission constraint of the main structure includes vertical displacement transmission rules and horizontal displacement boundary rules;

[0044] The vertical displacement transmission rule is as follows: the vertical predicted displacement component of the curtain wall embedded node is set to be numerically independent of the facade elevation parameter, and the vertical predicted displacement component of the curtain wall embedded node is limited to be constant with the local corrected settlement displacement scalar at the grid coordinate of the corresponding main structure bottom root node.

[0045] The horizontal displacement boundary rule is as follows: it limits the predicted displacement components of the curtain wall embedded parts nodes in the spatial horizontal orthogonal coordinate system to remain constant at zero during the static consolidation settlement calculation process.

[0046] As a further improvement to this technical solution, in step S5, the panel stress transmitted from the offset of each curtain wall embedded node to its adjacent node is calculated. The specific steps involved are as follows:

[0047] Based on the physical topological connection relationship of the target building curtain wall, the connection of the first... The first curtain wall embedded part node and its adjacent first The target keel member element of each curtain wall embedded component node is generated, and the element stiffness matrix of the target keel member element in the global absolute reference coordinate system is generated. ;

[0048] Extract at the time node Below, corresponding to the first Predicted 3D offset vector of each curtain wall embedded node and the Predicted 3D offset vector of each curtain wall embedded node ;

[0049] Using the relative forced displacements at both ends of the target keel member unit as the mechanical input boundary, the relative displacement vectors of the nodes are solved by vector subtraction. and the relative displacement vector of the node With the element stiffness matrix Perform matrix multiplication to obtain the end force vector of the target keel member element. ;

[0050] The effective cross-sectional area of ​​the edge of the target curtain wall panel supported by the target keel member unit. Section modulus of bending The internal force vector at the rod end Decomposed into axial force components Shear force components With bending moment components And combined with the effective force-bearing cross-sectional area of ​​the edge With the bending section modulus The normal stress borne by the edge of the target curtain wall panel is calculated respectively. With shear stress ;

[0051] And construct a structure containing the normal stress. With shear stress The maximum principal stress equation is solved to obtain the extreme value of the maximum principal tensile stress inside the target curtain wall panel, which is then used as the stress transferred in the panel. .

[0052] As a further improvement to this technical solution, in step S6, the optimal three-dimensional compensation parameter matrix corresponding to each curtain wall embedded node is generated. The specific steps involved are as follows:

[0053] By introducing the allowable stress threshold of the curtain wall material for the target curtain wall panel. And limit the stress transmitted by the panel after offset compensation. satisfy ;

[0054] A deviation compensation solution model is constructed, with the optimization objective being to minimize the sum of the three-dimensional compensation displacements of all the curtain wall embedded node nodes, and the feasible solution region being the constraint that the panel transmitted stress is less than or equal to the allowable stress threshold of the curtain wall material. Solving the deviation compensation solution model generates an optimal three-dimensional compensation parameter matrix containing the optimal adjustment vectors of all curtain wall embedded node nodes. .

[0055] On the other hand, the present invention provides a curtain wall embedded part misalignment compensation system for uneven settlement of alluvial layers, including a memory, a processor, and a computer program stored in the memory and executable on the processor. The processor executes the computer program to implement the steps of the curtain wall embedded part misalignment compensation method for uneven settlement of alluvial layers as described above.

[0056] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0057] 1. The method and system for compensating the misalignment of curtain wall embedded parts for uneven settlement of alluvial layers introduces the pore pressure dissipation hysteresis rate, which characterizes the water-blocking effect of underground foundations, to construct a settlement residual error compensation function. This hysteresis rate is used as a time scaling factor to perform time phase lag reduction correction on the initial three-dimensional settlement field data matrix. This overcomes the problem that traditional methods, due to the assumption of ideal drainage boundaries, cause a serious disconnect between the predicted settlement and the actual engineering situation at the time evolution nodes (i.e., theoretical predictions lead actual physical rheology).

[0058] 2. In this method and system for compensating the misalignment of embedded parts in curtain walls for uneven settlement of alluvial layers, the predicted three-dimensional misalignment vector of the target node is substituted into the element stiffness matrix as a forced boundary condition to pre-calculate the panel-transmitted stress induced by local displacement difference. At the same time, a misalignment compensation solution model is constructed with the allowable stress of the target panel material as the absolute safety constraint and the minimum sum of the three-dimensional compensation displacement of all nodes as the optimization objective. This effectively avoids the destruction of the mechanical balance of the existing building caused by local forced reverse adjustment, upgrades the compensation strategy from local blind leveling to global optimization controlled by material strength theory, and performs physical adjustment actions in advance before the predicted time node arrives. Thus, under the premise of ensuring that the curtain wall system does not experience secondary physical failure, it safely and accurately achieves active offsetting of settlement deviation. Attached Figure Description

[0059] Figure 1 This is a flowchart of the overall method of the present invention. Detailed Implementation

[0060] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0061] Example 1: Please refer to Figure 1 As shown, this embodiment provides a method for compensating for the misalignment of embedded parts in curtain walls due to uneven settlement of alluvial layers, including the following steps:

[0062] S1. Collect alluvial layer environmental parameters and building foundation data. Based on the environmental parameters and building foundation data, calculate the foundation consolidation and settlement, and generate the target building's main structure at a preset future time node. Initial three-dimensional settlement field data matrix ;

[0063] The environmental parameters and building foundation data include theoretical pore water pressure. groundwater level drop Time-series load data and the initial design spatial coordinate set of curtain wall embedded parts ;

[0064] In this embodiment, the set of node coordinates of the foundation cap is extracted by parsing the foundation engineering drawings in the target building BIM model. ;

[0065] Among them, time-series load data during building construction and operation. This will generate an increase in total stress at the foundation bottom; simultaneously, the drop in the groundwater level of the alluvial layer will also increase. This will cause changes in the hydrostatic pressure in the soil, thereby altering the effective stress of the soil skeleton;

[0066] According to the effective stress principle, for any foundation cap node its depth Additional effective stress at the location The calculation formula is:

[0067] ;

[0068] In the formula, This represents the additional total stress component induced by external building loads; Indicates the target building at a specific time point. Time-series load data, including structural self-weight and live load, in kilonewtons (kN). ); This refers to the bottom area of ​​the foundation cap, in square meters. The stress influence coefficient is calculated based on spatial stress solutions (such as the Buschnesk solution), and is a dimensionless parameter. This represents the incremental component of effective stress compensation caused by a drop in the groundwater level. The specific gravity of groundwater is given, and the range of values ​​is: ; This indicates the magnitude of the drop in groundwater level in the alluvial layer, i.e., the difference between the initial water level elevation and the time point. The difference between the measured water level elevations, in meters; Indicates the preset depth below the underground foundation cap. The additional effective stress increment at the point, in kilopascals (kPa).

[0069] It is worth noting that the stress influence coefficient The geometric dimensions and calculation depth of the underground foundation cap were determined using the Buschnesk solution, and their values ​​ranged from [value missing]. groundwater level drop Changes are acquired in real time through water level monitoring holes pre-installed around the site. When the water level drops, the effective stress compensation calculation must be activated. If the amplitude is negative (i.e., the water level rises), the weight of this item should be reset to zero when calculating the additional effective stress to prevent errors caused by the foundation rebound calculation.

[0070] Using the standard layered summation method, the additional effective stresses obtained from the above calculations are used to solve for the individual foundation cap nodes. Theoretical final settlement The alluvial compression layer is divided into layers along the depth direction. If there is a sublayer for computation, then its specific calculation formula is as follows:

[0071] ;

[0072] In the formula, For the first Calculate the preset depth of the sublayer midpoint The additional effective stress component at the location, in kilopascals (kPa). For the first alluvial layer Calculate the compressive modulus of the sublayer, in megapascals (MPa). For the first Calculate the thickness of the sublayer, in meters; Indicates the underground foundation cap node The theoretical final settlement, in millimeters; This indicates the total number of alluvial compressible layers, determined based on the soil layer investigation report; This represents the index variable used to calculate the sublayer;

[0073] Settlement of soft soil foundations is a rheological process involving the discharge of pore water and the compression of pore volume over time. Under ideal drainage boundary conditions, based on the consolidation characteristics of pore water pressure decaying over time according to alluvial theory, the settlement of the target building foundation at a predetermined future time node is calculated. Theoretical degree of consolidation :

[0074] ;

[0075] In the formula, Time node lower depth The theoretical pore water pressure at the location, in kilopascals; The initial excess pore water pressure distribution caused by external loads and water level changes is expressed in kilopascals. This represents the single-sided drainage distance limit of the alluvial layer, in meters. Indicates the alluvial layer at the time node The average degree of consolidation, with a value range of . ;

[0076] Among them, time nodes This indicates a preset future time point, based on the curtain wall installation span or building operation and maintenance cycle, with the time step typically set to 30 to 90 days.

[0077] Based on the above theoretical final settlement and theoretical degree of consolidation, the joints of underground foundation caps are calculated. At the time point Theoretical settlement elevation over time :

[0078] ;

[0079] In the formula, Indicates the corresponding number Each underground foundation cap node is at a pre-set future time node. The theoretical settlement elevation at that location (i.e., the predicted cumulative settlement value at that time point), in millimeters;

[0080] Therefore, the output is a set of discrete settlement data points containing all foundation cap nodes. ;

[0081] In the formula, This indicates the total number of underground foundation cap nodes of the target building, which is determined based on the number of caps in the building foundation BIM model. Indicates the first The design distribution coordinates of each underground foundation cap node on the horizontal reference plane reflect the physical location of the node within the building's ground floor plan. This represents the index of the underground foundation cap node, with a value ranging from 1 to... Integers between; the set of discrete settlement data points constitutes the discrete spatial deformation lattice of the building's ground floor. Each set of triplet data represents the predicted three-dimensional displacement of a specific physical location at a specific time point, serving as the original sample data for subsequently constructing a continuous settlement surface function;

[0082] Since the three-dimensional coordinate distribution of the curtain wall embedded parts does not coincide with the coordinates of the underground foundation cap, a continuous spatial deformation field reference needs to be constructed; based on the horizontal plane distribution coordinates of the aforementioned underground foundation cap nodes... As the independent variable, the theoretical settlement elevation over time is used. The dependent variable is used; a smooth and continuous building foundation settlement surface function is generated by fitting the discrete nodal settlement data point set as sample points using a spatial surface interpolation algorithm (Kriging interpolation is preferred in this embodiment). ;

[0083] In the formula, For the corresponding number The kriging spatial weight coefficients of each node are obtained by solving the spatial semivariance function of the alluvial soil mass and satisfy the unbiased estimation condition. ; Represents any Cartesian coordinate within the projection of the ground floor plan of the target building's main structure. At a predetermined future time point The continuous settlement surface function value, i.e., the theoretical absolute displacement of the settlement at that coordinate point, in millimeters; The Cartesian coordinate variable representing the horizontal spatial coordinates within the projection of the ground floor plan of the target building's main structure, in meters;

[0084] The ground floor plan is divided into sections based on the grid density of the column grid or shear wall of the main structure's ground floor. There are 1 equally spaced grid nodes, and the coordinates of the grid nodes are given as... For the above-mentioned building foundation settlement surface function Discrete sampling is performed to generate an initial three-dimensional settlement field data matrix. :

[0085] ;

[0086] In the formula, matrix elements To extract the vertical settlement displacement value from the settlement surface function, i.e. , For the row index of the data matrix element, Here are the column indices of the data matrix elements, where... ; Represents the corresponding matrix element The absolute horizontal coordinates of the grid node within the bottom plane of the main structure; The initial three-dimensional settlement field data matrix, used to characterize the overall spatial subsidence and relative torsional deformation at the base of the target building's main structure, has the following dimensions: .

[0087] The initial three-dimensional settlement field data matrix Each matrix element within Combined with its corresponding grid horizontal coordinates Together, they constitute the initial three-dimensional spatial displacement components of the key stress nodes at the building's ground floor. (In the pure settlement model, it is assumed that the horizontal displacement constraint of the base is zero.) This indicates a matrix transpose operation; the initial three-dimensional settlement field data matrix reflects the spatial deformation geometry and topology of the building base under ideal drainage conditions, and is used to provide a rigorous theoretical reference surface for subsequent corrections based on water-blocking effects.

[0088] S2. Real-time measurement of pore water pressure is obtained by using an in-situ piezometer pre-installed within the alluvial layer. Calculate its relationship with the theoretical pore water pressure. The deviation ratio is used to extract the pore pressure dissipation hysteresis rate affected by the water-blocking effect of the target building's underground foundation. ;

[0089] Due to the obstruction effect of dense pile foundations and diaphragm wall foundations on the soil drainage path in the alluvial geological environment (i.e., water-blocking effect), the actual pore water pressure dissipation rate is much lower than the theoretical prediction without considering foundation interference. Therefore, in this embodiment, the integral area ratio method based on dynamic time windows is used to extract the pore pressure dissipation hysteresis rate. :

[0090] Align the time-series measured data from the in-situ piezometer with the time-series theoretical data from the computational system on the time axis; set a dynamic sliding time window. ,in The target time for current offset compensation prediction. This is the sliding step size; to ensure that it can cover a complete consolidation response cycle of the alluvial soil and effectively filter out transient construction disturbances, The preferred value range is 7 to 30 days;

[0091] Extract the dynamic sliding time window All discrete pore pressure sampling points (measured pore water pressure) within the area and theoretical pore water pressure By fitting spline interpolation, the measured pore pressure curves for this time period were constructed respectively. Comparison with theoretical pore pressure curve ;

[0092] It is worth noting that the measured pore pressure curves for this period were constructed. Comparison with theoretical pore pressure curve The specific steps involved are as follows:

[0093] In the dynamic sliding time window The system records a sequence of measured pore pressure discrete data according to the set sensor sampling frequency (e.g., once per hour) and a sequence of theoretical pore pressure discrete data generated synchronously by the system. Considering that vibrations from heavy machinery (e.g., rotary drilling rigs, heavy-duty cranes) or transient pumping in local foundation pits can cause instantaneous pore pressure stress concentration or sharp drops in the soil layer, resulting in distorted noise that does not reflect the true consolidation trend of the foundation, the system introduces moving average filtering and Laida (… The cleaning algorithm combines the criteria. It calculates the local mean and standard deviation of the measured data within the sliding sub-window in real time. When the value of any sampling point deviates from the local mean by more than a set abnormal fluctuation threshold (preferably 3 times the standard deviation in this embodiment), the underlying logic of the industrial control computer marks this point as a mechanical vibration distortion point and forcibly removes it. Linear interpolation of the effective sampling points before and after it is used to replace it, thereby outputting a smoothed measured data sequence that eliminates high-frequency transient pulses.

[0094] Furthermore, a cubic spline interpolation algorithm is employed to smooth the timestamps in the measured data sequence and the theoretical pore pressure discrete data sequence, respectively. The independent variable is the pore pressure value, and the dependent variable is the corresponding pore pressure value; at any two adjacent sampling time points Between these, construct the following cubic polynomial structure:

[0095] ;

[0096] In the formula, Indicates the first Interpolation interval formed by adjacent sampling time points Internal, independent variable over time The continuously evolving piecewise cubic polynomial function value represents the pore water pressure value generated by fitting at any time within the interval, in kilopascals. This represents the time-dependent variable that evolves continuously within the current interpolation interval; Indicates the first The timestamp of the starting sampling time node for each interpolation interval; Indicates the index of the discrete sampling point or corresponding interpolation interval in the time series; This represents the coefficient of the constant term, whose value is strictly equal to the starting sampling point of the interval. The measured (or theoretical) pore water pressure value after smoothing; This represents the coefficient of the linear term, i.e., the coefficient of the curve at the starting point. The first derivative value at that point is used to characterize the instantaneous dissipation rate of pore water pressure in the alluvial soil at that moment. The coefficient of the quadratic term is represented by the curve at the starting point. The second derivative value at that point is directly related and is used to characterize the rate of change of pore pressure dissipation rate (i.e., pore pressure dissipation acceleration). This represents the coefficient of the cubic term, used to adjust the curvature smoothness of the curve as it approaches the end of the interval;

[0097] By applying matrix operation rules, all piecewise polynomials are forced to satisfy the boundary constraints that the function values ​​are equal at the connection nodes (i.e., each actual sampling point), and that the first derivative (representing the pore pressure dissipation rate) and the second derivative (representing the pore pressure dissipation acceleration) are absolutely continuous. The polynomial coefficient matrix for each time period is then solved. After solving the above global equations, the piecewise polynomials are finally pieced together to generate a globally smooth and continuously differentiable measured pore pressure curve function. Function of theoretical pore pressure curve ;

[0098] For the two curves (measured pore pressure curve function) Function of theoretical pore pressure curve Perform definite integral operations in the time domain:

[0099] ;

[0100] ;

[0101] In the formula, This represents the cumulative area of ​​measured pore pressure obtained by definite integral calculation of the measured pore pressure curve within the dynamic sliding time window. It is used to characterize the total pore water pressure that has not yet been discharged from the alluvial soil due to the water-blocking effect of the underground foundation of the target building during this observation period. Its unit is kilopascal. sky( ); The theoretical pore pressure cumulative area, obtained by definite integration of the theoretical pore pressure curve within the same dynamic sliding time window, is used to characterize the total remaining pore water pressure efficiency under ideal drainage boundary conditions without foundation water obstruction. Its unit is kilopascal. sky( ); This indicates the cutoff time of the dynamic sliding time window, i.e., the upper limit of integration, which corresponds to the target time node for current settlement prediction and offset compensation. This indicates the preset observation time step, i.e., the time width of the sliding window; This indicates the start time of the dynamic sliding time window, i.e., the lower limit of integration; This represents the measured pore pressure curve function that is continuously differentiable over time after abnormal cleaning and cubic spline interpolation fitting, with the unit being kPa. This represents the theoretical pore pressure curve function that is continuously differentiable over time, generated by the output of the theoretical foundation consolidation model and through equivalent interpolation fitting, with the unit being kPa. Indicates the time interval of integration The time-dependent variable that evolves continuously within the period, in days;

[0102] The measured cumulative area of ​​pore pressure obtained based on the above calculations Cumulative area with theoretical pore pressure The pore pressure dissipation hysteresis rate was calculated. :

[0103] ;

[0104] In the formula, The pore pressure dissipation hysteresis rate, representing the effect of the water-blocking effect of the underground foundation of the target building, is a dimensionless parameter; where, when This indicates that the actual drainage rate lags behind the theoretical model, and The larger the value, the more significant the water-blocking effect, and the further the completion time of soil consolidation settlement will be delayed; when When the actual measurement equals the theoretical value, there is no water-blocking effect, and the subsequent time correction term automatically becomes invalid (maintaining its original value).

[0105] S3, utilizing the aforementioned pore pressure dissipation hysteresis Construct a settlement residual error compensation function for the initial three-dimensional settlement field data matrix. The settlement time-dependent parameters are corrected by hysteresis compensation to generate a corrected three-dimensional settlement field data matrix. ;

[0106] In this embodiment, the BIM model data of the target building is analyzed, and the horizontal projection envelope of the underground foundation perimeter structure (such as underground continuous wall, water-stop curtain, etc.) with substantial water-blocking function is extracted to obtain the outline coordinates of the underground foundation water-blocking boundary.

[0107] For any discrete grid node in the initial three-dimensional settlement field data matrix By employing the point-to-polygon shortest distance algorithm from computational geometry, the shortest horizontal distance from the discrete grid node to the water-blocking boundary of the underground foundation is calculated. The unit is meters (m). This shortest horizontal distance parameter constitutes the geometric spatial benchmark for subsequent evaluation of the local water-blocking attenuation effect.

[0108] Furthermore, the water-blocking effect of the underground foundation is not uniform across the entire field, but rather radiates outward from the water-blocking boundary and gradually weakens. Therefore, this embodiment constructs a natural attenuation compensation function and establishes a global pore pressure dissipation hysteresis rate. Local hysteresis rate to each node The spatial attenuation mapping relationship between them.

[0109] Specifically, with the aforementioned pore pressure dissipation hysteresis rate As the fundamental hysteresis extremum near the water-blocking boundary, the shortest horizontal distance corresponding to each discrete grid node. As the spatial decay independent variable, its function expansion is as follows:

[0110] ;

[0111] In the formula, To solve for the dimensionless local hysteresis rate of the output; Characterizes the maximum hysteresis increase caused by the water-blocking effect; This is the spatial exponential decay term; The alluvial permeability attenuation coefficient, pre-calibrated through on-site pumping tests, is expressed in units of... ; It is a natural constant;

[0112] Specifically, if a discrete grid node is infinitely close to the water-blocking boundary of the underground foundation (i.e. If the spatial exponential decay term approaches 1, then the local hysteresis rate at that node is calculated as follows. Strictly equal to the global pore pressure dissipation hysteresis rate ;

[0113] If a discrete grid node is far from the water-blocking boundary of the underground foundation (i.e.) If the spatial exponential decay term approaches 0, the local hysteresis rate at that node will be calculated as follows. Gradually approaching 1;

[0114] To achieve spatial phase correction, the local hysteresis rate is... Configured as the time scaling denominator, and the target prediction time node. Perform division to determine the actual equivalent rheological time. :

[0115] ;

[0116] This equivalent logic mandates that, due to water obstruction, the target discrete grid node is... The consolidation progress at any given time is only equivalent to that of an ideal, water-resistant foundation. The progress of consolidation at any given moment;

[0117] Furthermore, the theoretical degree of consolidation, upon which the initial three-dimensional settlement site depends, is extracted as the benchmark aging parameter, with the actual equivalent rheological time used as the reference. Corresponding degree of consolidation As the numerator, a sedimentation residual error compensation function is established. :

[0118] ;

[0119] In the formula, This function represents the theoretical degree of consolidation of alluvial foundations, used to characterize the percentage of soil consolidation settlement relative to the final ultimate settlement at a given input time. Its value range is... ;

[0120] By introducing spatial coordinate variables This establishes a dual reduction constraint controlled by global timeliness and local spatial distance; for specific discrete grid nodes, the stable output value range of this function is locked within a certain range. Dimensionless reduction factor within the range.

[0121] Finally, the initial three-dimensional settlement field data matrix was retrieved. Using the horizontal coordinates of discrete grid nodes As the mapping index, extract the corresponding initial settlement displacement elements. The settlement residual error compensation function generated above The output result is used as a time-reduction multiplier, along with the initial settlement displacement element. Perform element-wise scalar multiplication:

[0122] ;

[0123] In the formula, This indicates the corresponding output after correction for water-blocking aging. Corrected settlement displacement elements at coordinates, in millimeters; This represents the corresponding data in the initial three-dimensional settlement field data matrix. Initial settlement displacement elements at coordinates, in millimeters;

[0124] The system iterates through all row and column indices of the matrix to complete the calculations and synthesizes the corrected three-dimensional settlement field data matrix. ;

[0125] Corrected three-dimensional settlement field data matrix Presented as having dimensions that are strictly corresponding to the initial matrix dimensions The mathematical expansion of a two-dimensional array structure is as follows:

[0126] ;

[0127] In the corrected three-dimensional settlement field data matrix In, any row and column index Corresponding scalar element and its underlying physical grid coordinates Implicit binding, jointly constructing the corrected three-dimensional spatial displacement and deformation vector. ;

[0128] In the formula, This indicates that after time phase delay correction due to water blocking effect, at the target prediction time node The output is a corrected three-dimensional settlement field data matrix representing the global spatial subsidence and non-uniform torsional deformation at the bottom of the target building; Represents the row index of an element in a data matrix; The column index representing the element of the data matrix; This indicates that the data located in the corrected three-dimensional settlement field data matrix is ​​at the [missing information]. line, number The general scalar element of the column represents the time node at which the column is located. Below, after local residual error compensation and correction, the corresponding physical grid coordinates The absolute vertical settlement displacement at the location, in millimeters; : These represent the element values ​​at each specific position in the matrix expansion. These elements correspond one-to-one with the discrete boundary nodes and internal nodes of the real spatial grid of the target building chassis in the physical topology, and their values ​​constitute the digital discrete extremum set of the continuous spatial deformation field.

[0129] It is worth noting that, in the above-mentioned utilization of pore pressure dissipation hysteresis... In the implementation logic of feedforward prediction, the system is based on the following physical assumptions: the physical water-blocking boundary formed by underground foundations (such as diaphragm walls) in the alluvial layer has a static constant geometry and permeability coefficient during the overall construction and operation and maintenance cycle of the building. Therefore, the system is based on the following physical assumptions within the current observation time window: Internally extracted pore pressure dissipation hysteresis This characterizes the inherent physical water-resistant properties of the underground foundation; under the premise of no destructive geological disasters, this inherent property is time-translation invariant, and can be directly projected as a constant multiplier onto future target prediction time nodes. To calculate equivalent rheological time .

[0130] S4. Establish the main structural node mesh and initial design coordinate set of the target building. The topological mapping relationship will correct the three-dimensional settlement field data matrix. Converted to the corresponding embedded nodes of each curtain wall at future time nodes Predicted 3D offset vector The specific steps involved are as follows:

[0131] Based on the target building curtain wall engineering design data (the curtain wall engineering design data is a set of prior coordinate matrices statically stored in the control system memory), obtain the initial design coordinate set of all curtain wall embedded nodes in the absolute reference coordinate system. and from the initial design coordinate set Extract any number of 1 3D coordinates of each curtain wall embedded part node ;

[0132] Synchronously extract and construct the corrected three-dimensional settlement field data matrix The underlying main structure is a two-dimensional discrete grid coordinate set;

[0133] Introducing vertical rigidity transfer constraints into the main structure, and eliminating the aforementioned three-dimensional coordinates. Elevation parameters of the facade Extract horizontal projection coordinates As a two-dimensional addressing index;

[0134] Using the two-dimensional addressing index, spatial nearest neighbor matching is performed on the coordinate set of the two-dimensional discrete grid of the underlying main structure to determine the corresponding grid coordinates of the root node at the bottom layer of the main structure. Thus establishing the first The vertical projection topological mapping relationship between each curtain wall embedded node and the two-dimensional discrete grid coordinate set of the underlying main structure;

[0135] Based on the vertical projection topology mapping relationship, from the corrected three-dimensional settlement field data matrix Extract the mesh coordinates corresponding to the bottom rooting nodes of the main structure. Local corrected settlement displacement scalar ;

[0136] By setting a displacement boundary condition where the horizontal forced displacement is always zero, the local corrected settlement displacement scalar is... Transformed into a unique vertical displacement component and assigned to the first Each curtain wall embedded node generates the predicted three-dimensional offset vector. .

[0137] In this embodiment, in actual building mechanical response, the consolidation settlement of alluvial foundation is usually on the order of tens of millimeters, while the axial elastic compression difference of the main structure (such as reinforced concrete column) on the same vertical line due to gravity or external load is a submicroscopic quantity and can be ignored in engineering.

[0138] Based on this, a vertical rigidity transfer constraint is introduced for the main structure, specifically for the first... Three-dimensional coordinates of each embedded node The system forcibly removes its facade elevation parameters during arithmetic processing. Directly extract the remaining horizontal projection coordinates As a two-dimensional addressing index for the algorithm;

[0139] Using this two-dimensional addressing index To achieve this, a spatial nearest neighbor search is performed on the coordinate set of the two-dimensional discrete grid of the underlying main structure to identify the grid intersection with the smallest planar distance, and this intersection is then established as the grid coordinate of the root node of the underlying main structure. Therefore, without performing finite element mesh generation, the node numbering of the embedded parts was established. With grid coordinates A one-to-one vertical projection topological mapping relationship between them.

[0140] Based on the vertical projection topological mapping relationship, from the corrected three-dimensional settlement field data matrix Extract the grid coordinates corresponding to the rooted nodes at the bottom layer of the main structure. Local corrected settlement displacement scalar ;

[0141] Establish displacement boundary conditions under static settlement conditions: Assume that the main structure does not experience horizontal overall sliding or torsion, that is, assume that the embedded parts are in... shaft and The horizontal forced displacement component of the axis is always zero; the extracted scalar As The unique vertical displacement component in the axial direction is directly assigned to the first... Each curtain wall embedded component node is synthesized to generate its target time node. Predicted 3D offset vector :

[0142] ;

[0143] In the formula, for The order column vector represents the absolute passive spatial displacement of the embedded node predicted by the system, in millimeters (mm). This indicates horizontal translation without forced movement; This indicates that its vertical displacement is equivalent to the corrected settlement at the corresponding foundation projection point;

[0144] Predicting the 3D offset vector To traverse the initial design coordinate set All sequences The output contains a set of three-dimensional offset vectors for all curtain wall nodes of the building.

[0145] It is worth noting that the vertical rigidity transfer constraint of the main structure includes vertical displacement transmission rules and horizontal displacement boundary rules;

[0146] The vertical displacement transmission rule is as follows: the vertical predicted displacement component of the curtain wall embedded node is set to be numerically independent of the facade elevation parameter, and the vertical predicted displacement component of the curtain wall embedded node is limited to be constant with the local corrected settlement displacement scalar at the grid coordinate of the corresponding main structure bottom root node.

[0147] The horizontal displacement boundary rule is as follows: it limits the predicted displacement components of the curtain wall embedded parts nodes in the spatial horizontal orthogonal coordinate system to remain constant at zero during the static consolidation settlement calculation process.

[0148] In this embodiment, regarding the vertical displacement transmission rules:

[0149] The vertical passive settlement of the target embedded node is absolutely decoupled from the building floor height; specifically, the first... Vertical predicted displacement components of each curtain wall embedded node For facade elevation parameters The partial derivatives are zero; therefore, when performing cross-dimensional variable assignment, it is not necessary to introduce an additional finite element stiffness matrix to calculate the axial elastic compressive strain of the vertical force-transmitting components of the main structure. Instead, the local corrected settlement displacement scalar extracted through topological addressing can be directly applied. The equivalent values ​​are substituted and assigned to the vertical predicted displacement components. This ensures the rigid transmission of extreme settlement values ​​of the foundation to nodes on each floor at higher levels.

[0150] Regarding horizontal displacement boundary rules: Forced limitation of the first... The two horizontal components of each curtain wall embedded node remain at constant zero position in the Cartesian coordinate system, that is, they satisfy... It is used to address potential lateral data overflow or truncation errors that may occur during the closed calculation process, ensuring that the displacement vector output by the system is concentrated on vertical offset compensation.

[0151] Using the aforementioned vertical displacement propagation rules and horizontal displacement boundary rules, the predicted three-dimensional offset vector is... Strictly locked to a column vector form containing only a single non-zero element (i.e. This eliminates the computational cost of high-order nonlinear iterations, providing a clear source of boundary displacements for the system to efficiently call the matrix displacement method (MDM) to solve internal forces in the industrial control computer's memory.

[0152] S5. Establish the target keel member unit between adjacent curtain wall embedded parts nodes, and obtain the element stiffness matrix of the target keel member unit. The predicted three-dimensional offset vector As a boundary displacement condition, combined with the element stiffness matrix Calculate the stress transmitted to the panel from the offset of each embedded node in the curtain wall to its adjacent nodes. The specific steps involved are as follows:

[0153] Based on the physical topological connection relationship of the target building curtain wall, the connection of the first... The first curtain wall embedded part node and its adjacent first The target keel member element of each curtain wall embedded component node is generated, and the element stiffness matrix of the target keel member element in the global absolute reference coordinate system is generated. ;

[0154] Extract at the time node Below, corresponding to the first Predicted 3D offset vector of each curtain wall embedded node and the Predicted 3D offset vector of each curtain wall embedded node ;

[0155] Using the relative forced displacements at both ends of the target keel member unit as the mechanical input boundary, the relative displacement vectors of the nodes are solved by vector subtraction. and the relative displacement vector of the node With the element stiffness matrix Perform matrix multiplication to obtain the vector of internal forces at the ends of the target keel member element caused by uneven settlement. ;

[0156] The effective cross-sectional area of ​​the edge of the target curtain wall panel supported by the target keel member unit. Section modulus of bending The internal force vector at the rod end Decomposed into axial force components Shear force components With bending moment components And combined with the effective force-bearing cross-sectional area of ​​the edge With the bending section modulus The normal stress borne by the edge of the target curtain wall panel is calculated respectively. With shear stress ;

[0157] And construct a structure containing the normal stress. With shear stress The maximum principal stress equation is solved to obtain the extreme value of the maximum principal tensile stress inside the target curtain wall panel, which is then used as the stress transferred in the panel. .

[0158] In this embodiment, the internal force vector at the rod end... Perform spatial orthogonal decomposition to discretize it into axial force components. Shear force components With bending moment components Calculate the normal stress generated at the edge of the panel by the aforementioned internal force components. With shear stress :

[0159] ;

[0160] ;

[0161] By constructing the maximum principal stress solution equation, the extreme value of the maximum principal tensile stress within the panel is calculated and established as the panel-transmitted stress in the final output of the system. :

[0162] ;

[0163] In the formula, It represents the panel-transmitted stress established through mechanical transformation, with the unit being megapascal (MPa). It is used to characterize the maximum tensile stress scalar that the target curtain wall panel can withstand under the predicted non-uniform settlement boundary. This represents the normal stress generated at the edge of the panel by the combined action of axial force and bending moment, and is expressed in megapascals (MPa). This represents the shear stress generated by shear force acting on the edge of the panel, measured in megapascals (MPa). This represents the effective contact cross-sectional area for the transmission of internal forces at the edge of the target curtain wall panel, expressed in square millimeters. This represents the section modulus of bending resistance at the edge of the target curtain wall panel, expressed in cubic millimeters.

[0164] S6. Construct a system with the overall compensation adjustment margin as the optimization objective, and with the stress transmitted through the panel. Less than or equal to the allowable stress threshold of the curtain wall material This is the solution model for the constraints. Solving this model generates the optimal three-dimensional compensation parameter matrix for each embedded node in the curtain wall. The specific steps involved are as follows:

[0165] By introducing the allowable stress threshold of the curtain wall material for the target curtain wall panel. And limit the stress transmitted by the panel after offset compensation. satisfy Among them, the allowable stress threshold of curtain wall materials The allowable tensile stress standard value of the corresponding material can be directly read by calling the locally stored engineering material standard database (such as the current technical specifications for building curtain wall engineering); or the ultimate tensile strength calibrated value of the material can be read according to the material mechanics principles and divided by the engineering preset safety factor to obtain the value.

[0166] A deviation compensation solution model is constructed, with the optimization objective being to minimize the sum of the three-dimensional compensation displacements of all the curtain wall embedded node nodes, and the feasible solution region being the constraint that the panel transmitted stress is less than or equal to the allowable stress threshold of the curtain wall material. Solving the deviation compensation solution model generates an optimal three-dimensional compensation parameter matrix containing the optimal adjustment vectors of all curtain wall embedded node nodes. .

[0167] To prevent the servo mechanism from causing a surge in new structural internal forces or mechanical wear due to over-adjustment, the optimization objective of this model is configured as: minimizing the total three-dimensional compensated displacement of all the curtain wall embedded node nodes; simultaneously, the system configures the structural internal force constraints established in the previous steps as the feasible solution domain of this model.

[0168] Establish the optimization objective function:

[0169] ;

[0170] Apply the following to the feasible region:

[0171] ;

[0172] In the formula, A comprehensive evaluation function representing the adjustment stroke of all embedded parts nodes; This indicates the total number of curtain wall embedded parts nodes on the target building for which compensation and regulation are implemented. The model is assigned the number as The local three-dimensional compensation vector of the embedded part node; The L2 norm square operation of the local three-dimensional compensation vector is used to quantify the absolute physical travel. This indicates the application of the compensation vector set. The panel stress was then calculated.

[0173] The optimal three-dimensional compensation parameter matrix The signal is parsed into a low-level pulse signal or absolute position signal that can be recognized by the servo motor or hydraulic actuator, and a corresponding displacement adjustment command is generated.

[0174] Based on panel stress transfer Based on the spatial gradient distribution, the embedded nodes of the entire building's curtain wall are divided into core nodes in the main control area and regular nodes in the auxiliary control area. For core nodes where the stress gradient exceeds a preset sensitivity threshold, an active adjustment terminal in the main control area equipped with a servo motor or hydraulic actuator is configured; for regular nodes in other areas with gentle stress distribution, a manual intervention adjustment terminal in the auxiliary control area with a three-dimensional visual scale is configured.

[0175] The optimal three-dimensional compensation parameter matrix The data is parsed into visual adjustment instructions containing electromechanical drive pulses and digital work orders, and an asynchronous push mechanism is executed based on the topological connection distance of the keel mesh:

[0176] Manual track: The system prioritizes converting the displacement of regular nodes in the auxiliary control area into a visual digital work order and sending it to the operator's terminal. The worker then performs manual offset compensation based on the physical scale of the adjustment terminal.

[0177] Electromechanical rail: After artificial track adjustment is completed and the global stress field tends to be steady, the optimal three-dimensional compensation parameter matrix is ​​determined based on the topological connection distance and stiffness transmission sensitivity of the keel mesh. The adjustment batches are split to generate a subset of asynchronous displacement adjustment instructions containing timing tags, and these instructions are sent to the active adjustment terminal in the main control area in batches. During the execution of each batch, instructions are sent to nodes with higher stiffness sensitivity first, and secondary node actions are triggered only after the local stress redistribution has attenuated and stabilized.

[0178] During the aforementioned dual-track adjustment process, measured strain data of the target keel member unit surface is collected in real time and converted into actual internal force change rate. When the measured internal force change rate touches or exceeds the preset fault-tolerant safety boundary, the system triggers a circuit breaker mechanism: for electromechanical rails, the current electrical signal output is forcibly interrupted; for manual rails, an audible and visual warning is issued via the terminal to prompt operation reversal. The system then uses the previous steady-state physical coordinate as a starting point to iteratively calculate the residual compensation amount.

[0179] When issuing the execution command, a time boundary condition is forcibly set: the asynchronous physical action execution process of all embedded part adjustment terminals (including manual rails and electromechanical rails) is limited to the preset target prediction time node. The process ends before it arrives. Through the combination of asynchronous timing control and strain feedback, the system control hardware terminal outputs reverse displacement compensation in advance to offset the impact of the foundation evolution. The predicted passive displacement generated at each moment is used to achieve semi-closed-loop control with feedforward displacement compensation.

[0180] Example 2: This example provides a curtain wall embedded part misalignment compensation system for uneven settlement of alluvial layers, including a memory, a processor, and a computer program stored in the memory and executable on the processor. The processor executes the computer program to implement the steps of the curtain wall embedded part misalignment compensation method for uneven settlement of alluvial layers described above.

[0181] The foregoing has shown and described the basic principles, main features, and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited to the above embodiments. The embodiments and descriptions in the specification are merely preferred examples and are not intended to limit the invention. Various changes and modifications can be made to the invention without departing from its spirit and scope, and all such changes and modifications fall within the scope of the present invention as claimed. The scope of protection of the present invention is defined by the appended claims and their equivalents.

Claims

1. A method for compensating the misalignment of embedded parts in curtain walls due to uneven settlement of alluvial deposits, characterized in that, Includes the following steps: S1. Collect alluvial layer environmental parameters and building foundation data. Based on the environmental parameters and building foundation data, perform foundation consolidation and settlement calculations to generate the target building's main structure at a preset future time node. Initial three-dimensional settlement field data matrix ; The environmental parameters and building foundation data include theoretical pore water pressure. groundwater level drop Time-series load data and the initial design spatial coordinate set of curtain wall embedded parts ; S2. Real-time acquisition of measured pore water pressure Calculate its relationship with the theoretical pore water pressure. The deviation ratio is used to extract the pore pressure dissipation hysteresis rate. ; S3, utilizing the aforementioned pore pressure dissipation hysteresis For the initial three-dimensional settlement field data matrix The settlement time-dependent parameters are corrected by hysteresis compensation to generate a corrected three-dimensional settlement field data matrix. ; S4. Establish the main structural node mesh and initial design coordinate set of the target building. The topological mapping relationship will be used to modify the three-dimensional settlement field data matrix. Converted to the corresponding embedded nodes of each curtain wall at future time nodes Predicted 3D offset vector ; S5. Establish the target keel member unit between adjacent curtain wall embedded parts nodes, and obtain the element stiffness matrix of the target keel member unit. The predicted three-dimensional offset vector As a boundary displacement condition, combined with the element stiffness matrix Calculate the panel stress transferred at each embedded node of the curtain wall. ; S6. Construct a system with the overall compensation adjustment margin as the optimization objective, and with the stress transmitted through the panel. Less than or equal to the allowable stress threshold of the curtain wall material This is the solution model for the constraints. Solving this model generates the optimal three-dimensional compensation parameter matrix for each embedded node in the curtain wall. ; The optimal three-dimensional compensation parameter matrix Converted into a displacement adjustment command, it is then sent to the embedded part adjustment terminal at the specified time node. Previously, reverse offset compensation was performed.

2. The method for compensating for misalignment of embedded parts in curtain walls due to uneven settlement of alluvial deposits, as described in claim 1, is characterized in that... In step S1, the specific steps involved in calculating the foundation consolidation settlement based on environmental parameters and building foundation data are as follows: Extract the coordinates of the underground foundation pile cap nodes of the target building, and combine them with the groundwater level drop amplitude. With the time-series load data Calculate the additional effective stress induced at the bottom of the alluvial layer by the nodes of the underground foundation caps in each area; The theoretical final settlement of each underground foundation cap node is calculated based on the aforementioned additional effective stress. Meanwhile, according to the theoretical pore water pressure Consolidation characteristics that decay over time are used to calculate the alluvial layer at a predetermined future time point. Theoretical degree of consolidation; Multiplying the theoretical final settlement with the theoretical degree of consolidation yields the result for each underground foundation cap node at the specified time node. The theoretical settlement elevation over time; Using the horizontal plane distribution coordinates of the underground foundation cap nodes as independent variables and the theoretical settlement elevation as dependent variables, a continuous settlement boundary surface covering the bottom surface of the target building's main structure is generated using a spatial surface interpolation algorithm. This continuous settlement boundary surface is then discretized into an initial three-dimensional settlement field data matrix. .

3. The method for compensating for misalignment of embedded parts in curtain walls due to uneven settlement of alluvial deposits, as described in claim 1, is characterized in that... In S2, the pore pressure dissipation hysteresis rate is extracted. The specific steps involved are as follows: Set by time node Dynamic sliding time window for deadline ,in The preset observation time step; Extract the measured pore water pressure within the time sequence arranged in a dynamic sliding time window. and the theoretical pore water pressure Measured pore pressure curves were constructed respectively. Comparison with theoretical pore pressure curve ; The measured pore pressure curve With the theoretical pore pressure curve Perform definite integral calculations within the dynamic sliding time window to obtain the measured cumulative area of ​​pore pressure. Cumulative area with theoretical pore pressure ; Calculate the measured cumulative area of ​​pore pressure. With the theoretical pore pressure cumulative area The ratio of the two values ​​is used as the pore pressure dissipation hysteresis rate. .

4. The method for compensating for misalignment of embedded parts in curtain walls due to uneven settlement of alluvial layers according to claim 3, characterized in that, Based on the measured pore water pressure and theoretical pore water pressure Measured pore pressure curves were constructed respectively. Comparison with theoretical pore pressure curve The specific steps involved are as follows: Extract the dynamic sliding time window according to the preset sensor sampling frequency. The measured pore pressure discrete data sequence and the theoretical pore pressure discrete data sequence are arranged in internal time sequence; An abnormal fluctuation threshold based on the historical average is set, and the measured pore pressure discrete data sequence is filtered and cleaned according to the abnormal fluctuation threshold to obtain a smoothed measured data sequence. A cubic spline interpolation algorithm is used, with the timestamps of the smoothed measured data sequence and the theoretical pore pressure discrete data sequence as independent variables and the corresponding pore pressure values ​​as dependent variables, to perform piecewise polynomial fitting, generating a continuously differentiable measured pore pressure curve within the dynamic sliding time window. Comparison with theoretical pore pressure curve .

5. The method for compensating for misalignment of embedded parts in curtain walls due to uneven settlement of alluvial layers according to claim 2, characterized in that, In S3, the initial three-dimensional settlement field data matrix The specific steps involved in hysteresis compensation correction of settlement time-dependent parameters are as follows: Extract the contour coordinates of the water-blocking boundary of the underground foundation of the target building, and calculate each discrete grid node in the initial three-dimensional settlement field data matrix. Shortest horizontal distance to the water-blocking boundary of the underground foundation ; The pore pressure dissipation hysteresis rate As the fundamental hysteresis extreme value, and with the shortest horizontal distance... As an independent variable for spatial attenuation, the permeation resistance attenuation coefficient is introduced. A natural decay compensation function is constructed, and the local hysteresis rate corresponding to each discrete grid node is solved. ; The theoretical degree of consolidation used to construct the initial three-dimensional settlement field data matrix is ​​extracted as the settlement aging parameter, and the local hysteresis rate is used as the parameter. As a time scaling factor for the time node By performing division and reduction, the actual equivalent rheological time can be obtained. And based on the actual equivalent rheological time Constructing a settlement residual error compensation function ; Based on the settlement residual error compensation function For the initial three-dimensional settlement field data matrix Perform point-by-point mapping correction to generate a corrected three-dimensional settlement field data matrix. .

6. The method for compensating for misalignment of embedded parts in curtain walls due to uneven settlement of alluvial deposits, as described in claim 1, is characterized in that... In step S4, the corrected three-dimensional settlement field data matrix is... Predicted 3D offset vector The specific steps involved are as follows: Obtain the initial design coordinate set of all curtain wall embedded node nodes in the absolute reference coordinate system. and from the initial design coordinate set Extract any number of 1 3D coordinates of each curtain wall embedded part node ; Synchronously extract and construct the corrected three-dimensional settlement field data matrix The underlying main structure is a two-dimensional discrete grid coordinate set; Introducing vertical rigidity transfer constraints into the main structure, and eliminating the aforementioned three-dimensional coordinates. Elevation parameters of the facade Extract horizontal projection coordinates As a two-dimensional addressing index; Using the two-dimensional addressing index, spatial nearest neighbor matching is performed on the coordinate set of the two-dimensional discrete grid of the underlying main structure to determine the corresponding grid coordinates of the root node at the bottom layer of the main structure. Thus establishing the first The vertical projection topological mapping relationship between each curtain wall embedded node and the two-dimensional discrete grid coordinate set of the underlying main structure; Based on the aforementioned vertical projection topology mapping relationship, from the corrected three-dimensional settlement field data matrix Extract the mesh coordinates corresponding to the bottom rooting nodes of the main structure. Local corrected settlement displacement scalar ; By setting a displacement boundary condition where the horizontal forced displacement is always zero, the local corrected settlement displacement scalar is... Transformed into a unique vertical displacement component and assigned to the first Each curtain wall embedded node generates the predicted three-dimensional offset vector. .

7. The method for compensating for misalignment of embedded parts in curtain walls due to uneven settlement of alluvial layers according to claim 6, characterized in that, The vertical rigidity transmission constraint of the main structure includes vertical displacement transmission rules and horizontal displacement boundary rules; The vertical displacement transmission rule is as follows: the vertical predicted displacement component of the curtain wall embedded node is set to be numerically independent of the facade elevation parameter, and the vertical predicted displacement component of the curtain wall embedded node is limited to be constant with the local corrected settlement displacement scalar at the grid coordinate of the corresponding main structure bottom root node. The horizontal displacement boundary rule is as follows: it limits the predicted displacement components of the curtain wall embedded parts nodes in the spatial horizontal orthogonal coordinate system to remain constant at zero during the static consolidation settlement calculation process.

8. The method for compensating for misalignment of embedded parts in curtain walls due to uneven settlement of alluvial deposits, as described in claim 1, is characterized in that... In step S5, the panel stress transmitted from the offset of each curtain wall embedded node to its adjacent node is calculated. The specific steps involved are as follows: Based on the physical topological connection relationship of the target building curtain wall, the connection of the first... The first curtain wall embedded part node and its adjacent first The target keel member element of each curtain wall embedded component node is generated, and the element stiffness matrix of the target keel member element in the global absolute reference coordinate system is generated. ; Extract at the time node Below, corresponding to the first Predicted 3D offset vector of each curtain wall embedded node and the Predicted 3D offset vector of each curtain wall embedded node ; Using the relative forced displacements at both ends of the target keel member unit as the mechanical input boundary, the relative displacement vectors of the nodes are solved by vector subtraction. and the relative displacement vector of the node With the element stiffness matrix Perform matrix multiplication to obtain the end force vector of the target keel member element. ; The effective cross-sectional area of ​​the edge of the target curtain wall panel supported by the target keel member unit. Section modulus of bending The internal force vector at the rod end Decomposed into axial force components Shear force components With bending moment components And combined with the effective force-bearing cross-sectional area of ​​the edge With the bending section modulus The normal stress borne by the edge of the target curtain wall panel is calculated respectively. With shear stress ; And construct a structure containing the normal stress. With shear stress The maximum principal stress equation is solved to obtain the extreme value of the maximum principal tensile stress inside the target curtain wall panel, which is then used as the stress transferred in the panel. .

9. The method for compensating for misalignment of embedded parts in curtain walls due to uneven settlement of alluvial deposits, as described in claim 1, is characterized in that... In step S6, the optimal three-dimensional compensation parameter matrix corresponding to each curtain wall embedded node is generated. The specific steps involved are as follows: By introducing the allowable stress threshold of the curtain wall material for the target curtain wall panel. And limit the stress transmitted by the panel after offset compensation. satisfy ; A deviation compensation solution model is constructed, with the optimization objective being to minimize the sum of the three-dimensional compensation displacements of all the curtain wall embedded node nodes, and the feasible solution region being the constraint that the panel transmitted stress is less than or equal to the allowable stress threshold of the curtain wall material. Solving the deviation compensation solution model generates an optimal three-dimensional compensation parameter matrix containing the optimal adjustment vectors of all curtain wall embedded node nodes. .

10. A curtain wall embedded component misalignment compensation system for uneven settlement of alluvial layers, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, The processor executes a computer program to implement the steps of the curtain wall embedded part misalignment compensation method for uneven settlement of alluvial layers as described in any one of claims 1-9.

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