Construction facade-based inclined pile support layout design method

Abstract

The present application relates to the field of building construction, and discloses a design method for inclined pile support layout based on construction facade, aiming at the problem of low matching degree between the existing inclined pile support layout theoretical model and actual working conditions, lack of real-time feedback leading to safety hazards, the present application constructs an initial inclined pile support demand model through multi-dimensional facade information, determines the layout position and parameters of sample inclined pile support according to the characteristics of different facade partitions, collects the actual stress and deformation data of the pilot inclined pile support as feedback, calculates the deviation and corrects the initial model, solves the global force vector and support distribution points using the corrected model, and automatically generates the layout position, angle, specification and installation parameters of the remaining inclined pile supports. The present application realizes dynamic coupling of the theoretical model and the actual working conditions through physical calibration of the pilot inclined pile support, eliminates systematic errors such as uneven foundation, material differences, etc., significantly improves construction safety and optimizes the distribution of inclined pile supports, and is suitable for complex construction scenes such as deep foundation pit support.

Description

Technical Field

[0001] This invention relates to the field of building construction, and more specifically to a method for designing the layout of inclined pile supports based on the construction facade. Background Technology

[0002] In the construction of underground structures for large stadiums, deep foundation pit projects, large-span underground space excavation projects, and multi-story basement construction, it is usually necessary to set up temporary support structures around the facade to be supported in order to resist soil lateral pressure, groundwater pressure and construction disturbance loads, control the displacement of the retaining structure, and ensure the stability and safety of the construction area.

[0003] In existing construction sites, horizontal support systems are commonly used as the main temporary support method. This involves arranging steel supports, concrete supports, or combined support components horizontally inside the foundation pit or underground structure to achieve facade stability through lateral force transfer. Although this method is widely used, in large stadiums, irregularly shaped underground structures, or large-span construction scenarios, horizontal supports often traverse the central part of the construction area, easily occupying hoisting passages, earthwork transportation passages, and machinery operating space. Furthermore, the conditions for dismantling the supports are limited by many factors, affecting excavation efficiency and the organization of overlapping construction activities.

[0004] To address the aforementioned issues, inclined pile supports are being adopted in some construction scenarios. Using integrated composite inclined pile construction equipment, a high-pressure jet grouting process is employed to form an inclined outer core pile. Simultaneously, an inner core pile is concentrically implanted within the inclined outer core pile. These are then connected to the pile row structure via pre-installed devices, ultimately forming an inclined pile support. This reduces the space occupied by traditional horizontal supports, improves the accessibility of the construction area and equipment operating conditions, and allows for the early removal of partial supports as needed. Inclined pile support structures exhibit good spatial adaptability under complex site conditions and have the potential to replace some horizontal support systems.

[0005] However, most existing methods for deploying inclined pile supports still rely on manual experience, static structural calculations, or single geometric models. Designers typically estimate the number of supports, installation locations, and support parameters based on facade dimensions, excavation depth, construction experience, and ground loads. While this method may meet basic requirements for regular facades and small-span scenarios, it often presents the following problems in large stadium underground structures, deep foundation pits with multi-story basements, transitional facades, long-span facades, and irregularly shaped construction areas: Existing solutions usually determine the placement and parameters of the inclined pile supports in one go, lacking a mechanism to revise the overall design using the results of local trial installations. This can lead to discrepancies between the design results and the actual construction conditions. Furthermore, during construction, the facade displacement, settlement, strain, and earth pressure responses exhibit significant regional differences, making it difficult to accurately reflect the actual stress requirements based solely on initial design values. Summary of the Invention

[0006] To address the shortcomings of existing technologies, the present invention aims to provide a design method for inclined pile support layout based on construction facade, which overcomes the aforementioned defects in existing technologies. This method can comprehensively consider facade morphology information, construction response information, and material construction information, and modify the overall layout scheme by combining sample inclined pile support implementation results. At the same time, it can continuously optimize the inclined pile support position and support parameters based on actual construction feedback.

[0007] To achieve the above objectives, the present invention provides the following technical solution: A method for designing inclined pile support layout based on construction facade, including The multidimensional information acquisition step involves acquiring multidimensional facade information of the facade to be supported, including facade morphological feature data, facade response feature data, and support structure system feature data. The initial model construction step involves constructing an initial inclined pile support requirement model for the facade to be supported based on the multi-dimensional facade information. The sample support determination step involves determining the layout location and initial inclined pile support parameters of the sample inclined pile support based on the initial inclined pile support requirement model. The sample feedback acquisition step involves acquiring the feedback detection data corresponding to the sample inclined pile support after the sample inclined pile support is implemented according to the layout position and initial inclined pile support parameters. The model correction step involves correcting the initial inclined pile support requirement model based on the feedback detection data to obtain the corrected inclined pile support requirement model. The global solution step involves solving the global force vector and the distribution points of the inclined pile supports on the facade to be supported based on the modified inclined pile support requirement model. The deployment generation step generates the deployment positions and foundation support parameters of the remaining inclined pile supports based on the global force vector and support distribution points.

[0008] In this invention, preferably, the initial model construction step includes: Multiple facade zones are divided based on the facade morphology feature data; Based on the facade response characteristic data and support structure system characteristic data corresponding to each facade zone, the support bearing capacity requirements of each facade zone are generated. Based on the positional continuity between the facade zones and the differences in support bearing capacity requirements, the initial inclined pile support requirement model is constructed.

[0009] In this invention, preferably, the sample support determination step includes: Based on the bearing capacity requirements of each facade zone, the differences in bearing capacity requirements between adjacent facade zones, and the degree of change in the characteristics of the support structure system, a sample representativeness index is generated for candidate locations. Candidate locations that meet the preset selection criteria for sample representativeness index are determined as the layout locations for the inclined pile supports of the samples.

[0010] In this invention, preferably, the sample representativeness index is generated based on the degree of morphological change, the degree of response anomaly, and the degree of change in the support structure system; The degree of morphological change is used to characterize the degree of change in the facade outline, excavation depth, or turning state corresponding to the candidate position; The degree of response anomaly is used to characterize the degree of deviation of the facade response feature data corresponding to the candidate location from the adjacent facade partitions; The degree of variation in the support structure system is used to characterize the difference between the candidate location and the characteristic data of the support structure system relative to the adjacent facade partitions.

[0011] In this invention, preferably, in the sample feedback acquisition step, the feedback detection data includes response change data in the corresponding action area before and after the implementation of the sample inclined pile support, and response change data in the adjacent area after the implementation of the sample inclined pile support. The response change data is used to characterize the range of influence of the sample inclined pile support on the corresponding action area and adjacent areas.

[0012] In this invention, preferably, the model correction step includes: The feedback detection data is compared with the predicted response data corresponding to the initial inclined pile support demand model to obtain the response deviation. Based on the response deviation, at least one of the following parameters in the initial inclined pile support demand model is corrected: force transfer coefficient, local stiffness parameter, support influence range parameter, and force direction deviation parameter.

[0013] In this invention, preferably, the support influence range parameter is determined based on the response change amplitude within the corresponding action area after the implementation of the sample inclined pile support and the attenuation degree of the response change in adjacent areas, and is used to characterize the propagation range of the support effect of a single inclined pile support at different locations on the facade to be supported.

[0014] In this invention, preferably, the global solution step includes: The target support intensity and target support direction for each facade zone are determined based on the modified inclined pile support demand model. Based on the target support intensity and target support direction, generate the force vector corresponding to each facade partition; The distribution points of the inclined pile supports are determined based on the differences in force vectors between adjacent facade zones, the parameters of the range of influence of the supports, the spacing constraints between the supports, and the range of the angles with the facade.

[0015] In this invention, preferably, the deployment generation step includes: The placement of the remaining inclined pile supports is determined based on the aforementioned support distribution points; The installation angle and pre-applied axial force of the remaining inclined pile supports are determined based on the force vector corresponding to the support distribution points. The axial force adjustment range of the remaining inclined pile supports is determined based on the difference in force vectors between adjacent support distribution points.

[0016] In this invention, preferably, a closed-loop correction step is also included. This closed-loop correction step is performed after the remaining inclined pile supports are installed according to the stated layout and foundation support parameters. Obtain construction feedback data corresponding to the remaining inclined pile supports; Based on the construction feedback data, determine whether the layout position and foundation support parameters of the remaining inclined pile supports meet the pre-applied axial force deviation conditions; If the pre-applied axial force deviation condition is not met, then based on the deviation between the construction feedback data and the predicted response data corresponding to the modified inclined pile support demand model, at least one of the modified inclined pile support demand model, global force vector, support distribution point, layout location, and foundation support parameters shall be corrected.

[0017] The beneficial effects of this invention are: 1. This invention constructs a support requirement model by comprehensively acquiring facade morphology feature data, facade response feature data, and support structure system feature data of the facade to be supported. Based on the actual needs of different facade zones, it generates differentiated inclined pile support layout schemes, so that the determination of inclined pile support position and support parameters no longer depends on a single experience judgment. It can better adapt to complex construction scenarios such as large-span facades, irregular facades, deep foundation pits, and multi-story basements, and improve the overall design accuracy and scenario adaptability.

[0018] 2. This invention obtains feedback detection data by first deploying sample inclined pile supports, and then corrects the initial inclined pile support requirement model accordingly. This allows the overall inclined pile support deployment scheme to be verified and optimized before formal implementation, reducing the need for rework and adjustments after a one-time overall construction, lowering construction trial and error costs, and improving the consistency and reliability between design results and actual construction conditions.

[0019] 3. By solving the global force vector and support distribution points, this invention comprehensively designs the layout position, installation angle and support parameters of each inclined pile support, making the overall support system more balanced in terms of force, reducing local insufficient support or force imbalance, helping to control the displacement and deformation of the facade to be supported, and improving the stability and safety during construction.

[0020] 4. In a preferred embodiment of the present invention, construction feedback data can be further obtained after the inclined pile support is implemented, and the layout location, support parameters and support model can be revised again to form a closed-loop mechanism of design-implementation-feedback-optimization, so that the inclined pile support system can be continuously adjusted according to the changes in construction status, thereby improving the support effect and management efficiency in subsequent construction stages.

[0021] 5. This invention, through the rational layout design of the inclined pile support system, can replace part of the traditional horizontal support structure, reduce the space occupation in the central part of the construction area, and improve the efficiency of earthwork transportation, equipment hoisting and mechanical operation. It has good engineering applicability and promotion value. Attached Figure Description

[0022] Figure 1 This is a flowchart of a design method for inclined pile support layout based on the construction facade; Figure 2 This is a flowchart of multidimensional information acquisition and initial model construction; Figure 3 This is a flowchart of the sample support determination and sample feedback acquisition process; Figure 4 This is a flowchart of model correction and global solution; Figure 5 This is a flowchart for generating inclined pile support layout; Figure 6 This is a flowchart of closed-loop correction and optimization. Detailed Implementation

[0023] 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 skilled in the art without creative effort are within the scope of protection of the present invention.

[0024] It should be noted that when a component is described as "fixed to" another component, it can be directly on the other component or may have a component in between. When a component is considered "connected to" another component, it can be directly connected to the other component or may have a component in between. When a component is considered "set on" another component, it can be directly set on the other component or may have a component in between. The terms "vertical," "horizontal," "left," "right," and similar expressions used in this document are for illustrative purposes only.

[0025] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0026] Please also see Figures 1 to 6 This embodiment provides a design method for inclined pile support layout based on the construction facade. This implementation method is applicable to the construction of underground structures for large stadiums, deep foundation pit projects, long-span underground space excavation projects, irregularly shaped basement construction areas, and other construction scenarios that require inclined pile support to replace traditional horizontal support. Through this invention, the rationality of the inclined pile support layout location, force parameters, and overall support effect can be improved while reducing the space occupied in the middle of construction. The technical solution of this invention will be described in detail below with an example of a deep foundation pit project. Those skilled in the art can fully reproduce this invention based on the description of this embodiment.

[0027] The first step is to acquire multi-dimensional information. The facade to be supported refers to the structural surface in a deep foundation pit that requires lateral support, such as a vertical support surface formed by a combination of retaining piles and a retaining wall. The multi-dimensional facade information acquired in this step comes from various sources, including Building Information Modeling (BIM) models, 3D point cloud scan data, real-time data collected by construction monitoring sensors, geological survey data, construction logs, and material parameter records. The multi-dimensional facade information specifically includes three basic dimensions. The first dimension is facade morphological feature data, which describes the geometry and spatial state of the facade to be supported, specifically including the facade's boundary contour, continuous extension length, elevation differences in different areas, facade turning points, and the excavation depth of the foundation pit. In this embodiment, the design boundary contour and theoretical excavation depth of the facade are extracted from the BIM model. Simultaneously, a 3D laser scanner is used to perform point cloud scanning on the facade to obtain the actual surface elevation differences and turning points after construction, which can be obtained through spatial coordinates. The first dimension is to accurately locate the spatial state of each point on the facade. The second dimension is the facade response characteristic data, which reflects the mechanical response of the facade under construction loads, specifically including displacement. ,inclination ,settlement ,strain and earth pressure To this end, displacement sensors, inclinometers, settlement monitoring points, strain gauges, and earth pressure cells were embedded in the facade foundation and support structure to continuously collect the above parameters in order to respond to the characteristic vector. The third dimension is the characteristic data of the support structure system, which is related to the facade foundation materials, support structure, and construction process, specifically including soil layer type. Parameters of building envelope materials, such as elastic modulus Poisson's ratio, structural layer thickness Layered excavation stage and construction disturbance records Historical vibrations caused by piling or blasting are examples. This embodiment collects geological survey data of the area to obtain soil layer types and their physical and mechanical parameters. The elastic modulus, Poisson's ratio, and structural layer thickness of the retaining structure are obtained from material parameter records. The time nodes and actual excavation depths of each stage of layered excavation, as well as construction disturbance records, are read from the construction log, and then processed as parameter vectors. Complete the quantitative recording of various construction and material information.

[0028] Next, the initial model construction steps are performed. Based on the aforementioned multi-dimensional facade information, a mathematical model capable of initially predicting the facade's stress requirements needs needs to be constructed, namely, the initial inclined pile support requirement model. This model is established using the finite element method, with multi-dimensional facade information as input and theoretical support axial force values ​​at various nodes on the facade as output. Specifically, the entire facade is first divided into multiple zones based on the boundary contours, elevation differences, turning points, and excavation depths in the facade morphology data, taking into account soil layer boundaries and geometric abrupt changes in cross-section. For each zone, a mechanical calculation model is established using finite element analysis software based on its corresponding facade response characteristic data and support structure system characteristic data. In the model, the soil is treated as an elastoplastic material and the Mohr-Coulomb constitutive relation is adopted, while the support structure is treated as a linear elastic material. Input the elastic modulus and Poisson's ratio corresponding to the soil layer type of this zone, the parameters of the retaining structure material, the thickness of the structural layers, and the information on the layered excavation stage. Apply the earth pressure load caused by the soil's self-weight and ground surcharge, as well as the dynamic load from the construction disturbance record, and solve for the support demand value of this zone. This value represents the minimum resultant support force required in the normal direction of the facade to ensure that the facade displacement does not exceed the safety control standard within this zone. The support bearing capacity requirement can be obtained through the formula... The calculation shows that, among which For the influence of morphology, In response to abnormal quantities, The influence of the support structure system, , , These correspond to weighting coefficients. In a specific quantification method, the morphological influence amount... The response anomaly can be determined by weighted summation based on the proportion of the morphological parameters such as the excavation depth and curvature of the partition relative to the baseline value; The influence of the support structure system can be determined based on the proportion of the measured values ​​of displacement, strain, and other responses of the zone exceeding the global average or design warning value; The model can be graded and scored based on factors such as soil hardness and construction disturbance intensity, and then normalized. After completing the calculations for all zones, the sub-models are assembled into an initial inclined pile support demand model that describes the stress characteristics of the entire surface, based on the positional adjacency between the zones and the gradient of the difference in support demand values.

[0029] The next step is to determine the sample support. In the initial inclined pile support requirement model, a representative point needs to be selected as a pilot calibration point for subsequent physical verification. Sample inclined pile supports will be installed at this point. Sample inclined pile supports refer to one or more inclined pile supports initially installed in this method to obtain physical calibration data. The selection criterion is based on calculating the sample representativeness index for each candidate location. Candidate locations are typically selected from grid nodes with the largest stress gradient or the most significant inflection points in terms of morphological change within each partition. The sample representativeness index is calculated using the formula... The calculation yielded, where For the degree of morphological change, In response to the degree of abnormality, To determine the degree of change in the support structure system, , , These are the corresponding weighting coefficients. Wherein, the degree of morphological change... The normalization calculation can be performed based on the differences between the candidate location and adjacent zones in terms of excavation depth difference, rate of curvature change, etc.; the degree of response anomaly The location can be determined based on the Euclidean or Mahalanobis distance between the response feature vector of the candidate location and the average response feature vector of the adjacent partitions; the degree of change in the support structure system. Quantitative scoring can be performed based on indicators such as changes in soil type and differences in elastic modulus. Weights are assigned to the three sub-indicators based on engineering experience, and the weighted sum is used as the sample representativeness index. The candidate location with the highest sample representativeness index is determined as the placement location of the inclined pile support. If the facade complexity is high, two or three sample points can be set. After determining the placement location, the initial inclined pile support demand model automatically outputs the initial inclined pile support parameters based on the stress state of the nodes at that location, including the theoretical support axial force value, recommended support angle, and initial cross-sectional specifications. The initial support axial force can be obtained through a formula... The calculation shows that, Defined as the initial support axial force. This refers to the supporting load-bearing capacity requirement calculated earlier. To convert the zonal bearing capacity requirement into a distribution coefficient for the axial force of a single-point support, it can be determined based on the proportion of the area shared by that node to the total area of ​​the zonal area. The theoretical support axial force value is determined by extracting the principal stress component along the predetermined support direction at that node and then multiplying it by the stress-bearing area represented by that node.

[0030] Next, the sample feedback acquisition step is performed. Construction workers precisely install a sample inclined pile support at the designated location. This support consists of an exposed steel pipe section, a preloading device, an axial force sensor and strain gauge mounted on top of the preloading device, and a displacement sensor mounted on top of the capping beam. During installation, a small preload axial force is applied to the inclined pile support to ensure close contact between the top of the support and the facade. Initial readings from all sensors are then recorded. As the foundation pit is excavated layer by layer downwards, the soil pressure acting on the facade gradually increases, and the axial force borne by the sample inclined pile support also gradually rises. The sensor system continuously collects data according to the set sampling frequency; this data is called feedback detection data, specifically including the actual support axial force of the sample inclined pile support. The dynamic change of the supporting axial force over time, i.e., the change of the supporting axial force. Displacement changes at the support points Strain variation of support members And the response changes in the adjacent area of ​​the sample inclined pile support, such as the displacement of the adjacent facade or changes in earth pressure, can be detected through the feedback vector. Quantitative characterization. When excavation reaches a certain depth, the actual axial force of the inclined pile support collected by the sensors is recorded. At the same time, the displacement changes of multiple monitoring points at different distances from the support action point and the support action point are recorded. These data are used to determine the support influence range parameters in subsequent operations.

[0031] Next is the model correction step. The actual axial force of the sample inclined pile support is compared with the theoretical axial force output by the initial inclined pile support demand model at that location, and the ratio of the two is calculated. This ratio is called the environmental deviation correction factor. This is a dimensionless multiplicative coefficient that comprehensively reflects the deviation between the actual foundation stiffness and the theoretical value, the global fluctuation of the material's elastic modulus, changes in ambient temperature, and systematic errors such as groundwater fluctuations. Simultaneously, the measured feedback value is compared with the model prediction value to calculate the deviation. ,in For actual feedback values, This provides the model's predicted feedback value. Based on this deviation, local parameters of the model can be corrected using the formula... The force transfer coefficient, local stiffness parameter, support influence range parameter, and force direction deviation parameter in the correction model are adjusted, where K represents the model parameter being corrected. This indicates the corrected parameters. This indicates the parameters before correction. This is a correction factor. Considering that such systematic errors typically affect the forces at all locations across the field in a multiplicative manner, an environmental deviation correction factor can also be introduced. This factor is the ratio of the actual axial force of the sample inclined pile support to the theoretical axial force. This correction factor is multiplied by each component of the external force load column vector, and then the finite element equilibrium equations are solved again. After this correction, the displacement and stress fields output by the model are adjusted proportionally across the entire field compared to before the correction, ensuring that the theoretical and measured values ​​at the sample points are consistent. Simultaneously, the force values ​​at other locations are also corrected according to the same systematic deviation direction. After completing this step, the corrected inclined pile support requirement model is obtained.

[0032] Next, the global solution step is executed. In the modified inclined pile support requirement model, it is necessary to determine the force vector to be applied at each point on the elevation where support should be installed, called the global force vector, and the specific support installation points, i.e., support distribution points. Specifically, for each computational node where support has not yet been installed, the modified stress tensor is extracted. This stress tensor is projected along the preset support direction to obtain the normal stress component, which is then multiplied by the stress-bearing area represented by that node to obtain the magnitude of the global force vector corresponding to that node. The direction of this support direction in space is the direction of the global force vector, which can be represented as: , among which Represents the global force vector. For the target support axial force magnitude, The unit vector representing the direction of the applied force is used to indicate the direction. To determine the support distribution points, three constraints need to be considered simultaneously. The first constraint is the support spacing constraint: the horizontal projected distance between any two adjacent supports should not be less than a minimum limit to avoid spatial interference between support structures, nor should it be greater than a maximum limit to prevent excessive unsupported free spans. The second constraint is the support angle constraint: the angle between the support axis and the facade normal should generally be controlled within the range of 30 to 60 degrees to ensure that the support can effectively transmit horizontal forces without generating excessive axial compressive instability risk. The third constraint is the support influence range parameter, which characterizes the degree to which the effect of a single inclined pile support on different locations on the facade attenuates with increasing distance. It is determined by establishing a correspondence between the displacement attenuation coefficient and distance based on measured data of displacement attenuation at different distances after sample inclined pile supports are installed, thus obtaining the effective radius of action for each support. A specific rule for determining this effective radius of action can be set as follows: when the response change amplitude at a distance r from the support's action point attenuates to a certain threshold, such as 10%, at the action point, this distance r is determined as the support influence range parameter. The specific method for determining the support distribution points employs an iterative coverage algorithm. First, the node with the largest global force vector in the modified inclined pile support demand model is identified as the first support distribution point. Then, based on the support influence range parameter, the area within a certain distance of this point is marked as the covered area. Next, in the remaining uncovered areas, the node with the largest global force vector is again identified as the second support distribution point. This process is repeated until the force vector requirements of all areas of the entire facade are met, and the spacing between adjacent supports simultaneously satisfies both the minimum and maximum spacing constraints. When the difference in force vectors between adjacent zones... When the threshold is exceeded, additional inclined pile support points are added at the corresponding boundary locations, where... This represents the global force vector applied at the i-th support distribution point. This represents the global force vector applied at the (i+1)th support distribution point.

[0033] After the global solution is completed, the layout generation step begins. Based on the three-dimensional coordinates of all determined support distribution points, a detailed installation plan is generated for each point. These plans include not only traditional parameters such as pipe diameter, wall thickness, installation angle, and pre-applied axial force, but also installation height, support length, and installation sequence, collectively referred to as foundation support parameters. Specifically, the installation height is first determined based on the vertical coordinates of the support distribution points. The length of the support is calculated based on the spatial distance between the two fixed points at both ends. The installation sequence is determined according to the principle of symmetrical arrangement from the area of ​​maximum stress outwards. Then, the installation angle of the inclined pile support at that point is determined, which is the angle between the projection of the global force vector at that point onto the vertical plane and the horizontal plane. The installation angle can be obtained using the formula... The calculations are as follows. Next, the pipe diameter and wall thickness of the support are determined. The magnitude of the global force vector at this point is multiplied by a safety factor to obtain the standard value of the ultimate bearing capacity of the support. According to the basic formula for the stability design of compressed steel pipes, the standard value of the ultimate bearing capacity is related to the elastic modulus of the steel pipe, the moment of inertia of the section, and the square of the support length. By solving this formula and matching it with a commonly used steel pipe specification library, the pipe diameter and wall thickness that meet the stability bearing requirements and are economically optimal can be selected. Finally, the pre-applied axial force of the support is determined, usually taken as 50% to 80% of the standard value of the ultimate bearing capacity. Its function is to eliminate the installation gap at the end of the support, and at the same time, to minimize or reduce the compression settlement of the soil below the pile tip and the pile tip penetration deformation caused by the elastic compression of the pile body, the pile side friction, and the end resistance of the composite inclined pile after loading. This ensures that the support has established a certain initial stiffness before bearing the working load. The pre-applied axial force can be obtained through the formula... Calculations show that The conversion factor is used. The location coordinates, installation height, support length, installation sequence, installation angle, pipe diameter and wall thickness, and pre-applied axial force of all support layout points are summarized into a support layout construction drawing, which is then output to the construction management terminal to guide on-site installation.

[0034] In a further optimized embodiment of the present invention, a closed-loop correction step is also included. After all inclined pile supports are installed according to the above scheme, the actual support axial force, support axial force change, displacement change, strain change, and response change of adjacent areas for each support are continuously collected. These data are used as construction feedback data. For each support and each support area, the construction feedback data are compared with the preset layout rationality conditions. The preset layout rationality conditions refer to a series of criteria used to determine whether the installed supports meet safety and design requirements. Specifically, these include: the absolute value of the deviation between the actual support axial force and the target support axial force of each support is less than a preset threshold, such as 15%; the overall displacement change of the facade is less than the control value allowed by the design specifications; the response difference between adjacent support action areas, such as displacement difference or earth pressure difference, is less than the allowable range; and the above feedback state can be stably maintained for a preset time, such as no significant fluctuation within 24 hours. If a support or a certain area does not meet these conditions, it is determined that the layout parameters of that support do not meet the preset layout rationality conditions. At this point, the system automatically performs a second comparison between the construction feedback data of the support and the predicted response data corresponding to the modified inclined pile support demand model at that location. It then recalculates the environmental deviation correction factor for that location and further modifies the support demand model, thereby re-optimizing the global force vector and support distribution points through formulas. Re-adjust the global force vector. To provide feedback and correction vectors, new installation parameters are given for other supports that have not yet been implemented or whose axial force deviation has reached the warning threshold. The support distribution points, installation angles, pre-applied axial forces, and axial force adjustment ranges are updated simultaneously. This closed-loop correction step ensures that even if the sample inclined pile supports are not representative enough or conditions change during construction, the actual stress state of the entire support system can still be maintained within a safe and controllable range, forming a closed-loop control mechanism of design, implementation, feedback, and re-optimization.

[0035] The above are merely preferred embodiments of the present invention. The scope of protection of the present invention is not limited to the above embodiments. All technical solutions falling within the scope of the present invention's concept are within the scope of protection of the present invention. It should be noted that for those skilled in the art, any improvements and modifications made without departing from the principle of the present invention should also be considered within the scope of protection of the present invention.

Claims

1. A method for designing the layout of inclined pile supports based on the construction facade, characterized in that, include The multidimensional information acquisition step involves acquiring multidimensional facade information of the facade to be supported, including facade morphological feature data, facade response feature data, and support structure system feature data. The initial model construction step involves constructing an initial inclined pile support requirement model for the facade to be supported based on the multi-dimensional facade information. The sample support determination step involves determining the layout location and initial inclined pile support parameters of the sample inclined pile support based on the initial inclined pile support requirement model. The sample feedback acquisition step involves acquiring the feedback detection data corresponding to the sample inclined pile support after the sample inclined pile support is implemented according to the layout position and initial inclined pile support parameters. The model correction step involves correcting the initial inclined pile support requirement model based on the feedback detection data to obtain the corrected inclined pile support requirement model. The global solution step involves solving the global force vector and the distribution points of the inclined pile supports on the facade to be supported based on the modified inclined pile support requirement model. The layout generation step generates the layout positions and foundation support parameters of the remaining inclined pile supports based on the global force vector and the distribution points of the inclined pile supports. The initial model construction steps include: Multiple facade calculation zones are divided based on the facade morphology feature data; Based on the facade response characteristic data and support structure system characteristic data corresponding to each facade zone, the inclined pile support bearing capacity requirements of each facade zone are generated. Based on the positional continuity between the facade zones and the differences in bearing capacity requirements, the initial inclined pile support requirement model is constructed.

2. The inclined pile support layout design method based on construction facade according to claim 1, characterized in that, The sample support determination step includes: Based on the bearing capacity requirements of each facade zone, the differences in bearing capacity requirements between adjacent facade zones, and the degree of change in the characteristics of the support structure, a sample representativeness index is generated for candidate locations. Candidate locations that meet the preset selection criteria for sample representativeness index are determined as the layout locations for the inclined pile supports of the samples.

3. The inclined pile support layout design method based on construction facade according to claim 2, characterized in that, The sample representativeness index is generated based on the degree of morphological change, the degree of response anomaly, and the degree of change in the support structure system. The degree of morphological change is used to characterize the degree of change in the facade outline, excavation depth, or turning state corresponding to the candidate position; The degree of response anomaly is used to characterize the degree of deviation of the facade response feature data corresponding to the candidate location from the adjacent facade partitions; The degree of variation in the support structure system is used to characterize the difference between the support structure feature data corresponding to the candidate location and the adjacent facade partition.

4. The inclined pile support layout design method based on construction facade according to claim 1, characterized in that, In the sample feedback acquisition step, the feedback detection data includes response change data in the corresponding action area before and after the implementation of the sample inclined pile support, as well as response change data in the adjacent area after the implementation of the sample inclined pile support. The response change data is used to characterize the influence range of the sample inclined pile support on the corresponding action area and adjacent areas of the inclined pile support.

5. The inclined pile support layout design method based on construction facade according to claim 4, characterized in that, The model correction steps include: The feedback detection data is compared with the predicted response data corresponding to the initial inclined pile support demand model to obtain the response deviation. Based on the response deviation, at least one of the following parameters in the initial inclined pile support demand model is corrected: force transfer coefficient, local stiffness parameter, support influence range parameter, and force direction deviation parameter.

6. The inclined pile support layout design method based on construction facade as described in claim 5, characterized in that, The support influence range parameter is determined based on the response change amplitude within the corresponding action area after the implementation of the sample inclined pile support and the attenuation degree of the response change in adjacent areas. It is used to characterize the propagation range of the inclined pile support effect of a single inclined pile support at different locations on the facade to be supported.

7. The inclined pile support layout design method based on construction facade according to claim 1, characterized in that, The global solution steps include: Based on the modified inclined pile support requirement model, determine the target inclined pile support bearing capacity, angle of action, and direction of action for each facade zone; Based on the target inclined pile support bearing capacity, action angle and action direction, generate the force vector corresponding to each facade partition; The distribution points of the inclined pile supports are determined based on the differences in force vectors between adjacent facade zones, the influence range parameters of the inclined pile supports, the spacing constraints between supports, and the range of angles with the facade.

8. The inclined pile support layout design method based on construction facade according to claim 7, characterized in that, The deployment generation step includes: The placement of the remaining inclined pile supports is determined based on the distribution points of the inclined pile supports. The installation angle and pre-applied axial force of the remaining inclined pile supports are determined based on the force vector corresponding to the distribution points of the inclined pile supports. The axial force adjustment range of the remaining inclined pile supports is determined based on the difference in force vectors between adjacent inclined pile support distribution points.

9. The inclined pile support layout design method based on construction facade according to claim 1, characterized in that, It also includes a closed-loop correction step, which is performed after the remaining inclined pile supports are installed according to the described layout and foundation support parameters. Obtain construction feedback data corresponding to the remaining inclined pile supports; Based on the construction feedback data, determine whether the layout position and foundation support parameters of the remaining inclined pile supports meet the pre-applied axial force deviation conditions; If the pre-applied axial force deviation condition is not met, then based on the deviation between the construction feedback data and the predicted response data corresponding to the modified inclined pile support demand model, at least one of the following—the modified inclined pile support demand model, the global force vector, the inclined pile support distribution points, the layout location, and the foundation support parameters—is corrected.

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