A Method and System for Co-optimization of Helical Anchor Group Layout and Pier Co-location Based on Torque Window Constraints

Abstract

This invention discloses a method and system for the coordinated optimization of helical anchor group layout and pier cap based on torque window constraints, belonging to the field of construction optimization technology. The method includes the following steps: establishing a database containing soil layer parameters and load conditions, and predicting torque-depth curves based on helical anchor geometric parameters, comparing the construction capacity boundary of the equipment to obtain a construction torque window; based on the construction torque window and the database, calculating the bearing capacity and displacement of the anchor group layout to obtain bearing capacity-displacement indices; co-optimizing the helical anchor group layout and pier cap structure according to the bearing capacity-displacement indices and the construction torque window to generate an optimal design scheme; verifying the optimal design scheme and generating a target torque-depth curve for construction control. This invention addresses the problem of disconnect between construction constraints and structural performance in existing helical anchor group layout and pier cap designs, making it difficult to balance safety and feasibility.

Description

Technical Field

[0001] This invention relates to the field of construction optimization technology, and more specifically, to a method and system for co-optimizing the arrangement of helical anchor groups and pier caps based on torque window constraints. Background Technology

[0002] In basic engineering construction, helical anchors are widely used in projects such as power transmission line foundations, offshore wind power foundations, and slope stabilization reinforcement due to their advantages of convenient construction, minimal disturbance, and high load-bearing efficiency. However, the design and construction of helical anchors still face many challenges. Traditional helical anchor design methods usually rely on empirical formulas or single pile bearing capacity calculations, directly applying the calculation results to the arrangement of anchor groups and pile cap design. However, this method often only focuses on the structural bearing capacity and fails to fully consider the torque capacity that construction equipment can provide during the actual soil insertion process.

[0003] In existing engineering practice, the insertion depth, disc diameter, and arrangement of helical anchors directly determine the torque required for construction, while the capacity of construction equipment has limitations. If the design parameters exceed the equipment's capacity, even if the theoretical bearing capacity meets the requirements, problems such as failure to reach the design depth, anchor slippage, or excessive energy consumption may occur during actual construction, leading to a serious disconnect between design and construction. On the other hand, single-pile calculation methods are difficult to reflect the group anchor effect when multiple anchors are under simultaneous stress, resulting in a lack of systematic and coordinated optimization between the group anchor arrangement and the pile cap design. This can easily lead to situations where the bearing capacity is sufficient but construction is infeasible, or construction is feasible but the bearing capacity is insufficient. Summary of the Invention

[0004] To overcome the aforementioned deficiencies of the prior art, embodiments of the present invention provide a method and system for the coordinated optimization of helical anchor group layout and pier cap based on torque window constraints. By introducing construction torque window constraints and combining bearing capacity-displacement index, the coordinated optimization of helical anchor group layout and pier cap is carried out, and a target torque-depth curve is generated in the verification stage. This solves the problem of the disconnect between construction constraints and structural performance in the existing helical anchor group layout and pier cap design, and the difficulty in balancing safety and feasibility.

[0005] To achieve the above objectives, the present invention provides the following technical solution:

[0006] The method for co-optimizing the arrangement of helical anchor groups and the pier cap based on torque window constraints includes the following steps: establishing a database containing soil parameters and load conditions, and predicting the torque-depth curve by combining the geometric parameters of the helical anchors, and obtaining the construction torque window by comparing it with the construction capacity boundary of the equipment; based on the construction torque window and the database, calculating the bearing capacity and displacement of the anchor group arrangement to obtain the bearing capacity-displacement index; co-optimizing the arrangement of the helical anchor group and the pier cap structure according to the bearing capacity-displacement index and the construction torque window to generate the optimal design scheme; verifying the optimal design scheme and generating the target torque-depth curve for construction control.

[0007] In a preferred embodiment, the specific steps for establishing a database containing soil layer parameters and load conditions, and predicting the torque-depth curve by combining the geometric parameters of the helical anchor, and comparing it with the equipment's construction capacity boundary to obtain the construction torque window are as follows: Obtain soil layer characteristics and load conditions, and establish a database; based on the database parameters and combined with the helical anchor's geometric parameters, calculate the helical anchor's insertion torque at different burial depths to obtain the torque-depth curve; compare the torque-depth curve with the equipment's capacity boundary to determine the workable range and identify the construction torque window.

[0008] In a preferred embodiment, the specific steps for obtaining the load-displacement index are as follows: Based on the geometric parameters of the helical anchor and the database parameters, a horizontal nonlinear beam-spring model is established and solved to obtain the horizontal displacement of a single helical anchor; an axial load transfer model is constructed and an axial equilibrium equation set is assembled and solved to obtain the vertical displacement and vertical ultimate bearing capacity of a single helical anchor; the horizontal displacement, vertical displacement, and vertical ultimate bearing capacity are corrected by a group anchor effect correction coefficient to obtain the load-displacement index under group anchor conditions.

[0009] In a preferred embodiment, the specific steps for obtaining the horizontal displacement of the single helical anchor are as follows: the helical anchor is discretized into several nodes along the axis, and a beam-spring model is constructed at each node based on the generalized py curve criterion; the beam-spring model of each node is assembled and solved to obtain the horizontal displacement of the single helical anchor.

[0010] In a preferred embodiment, the step of co-optimizing the arrangement of the helical anchor group and the pier structure based on the load-displacement index and the construction torque window to generate the optimal design scheme specifically involves: constructing a co-optimization model of the helical anchor group arrangement and the pier based on the load-displacement index and the construction torque window; and solving the optimization model using a global optimization algorithm to obtain the optimal anchor group arrangement and pier structure scheme.

[0011] In a preferred embodiment, the objective function of the spiral anchor group arrangement and the pier co-optimization model is a multi-objective weighted function that includes bearing margin, displacement constraint satisfaction and cost function; the constraints are bearing-displacement constraints and construction constraints.

[0012] In a preferred embodiment, the step of performing safety and construction feasibility verification and generating a target torque-depth curve specifically involves: recalculating the bearing-displacement index based on the optimal anchor group layout and pier structure scheme, and performing a safety verification; performing a construction feasibility verification based on the optimal anchor group layout and pier structure scheme and the torque prediction formula; and generating a target torque-depth curve as a construction control benchmark after the scheme passes the safety and construction feasibility verification.

[0013] The system for collaborative optimization of helical anchor group layout and pier cap based on torque window constraints includes: a construction feasibility analysis module, used to establish a database containing soil layer parameters and load conditions, and predict torque-depth curves by combining helical anchor geometric parameters, and obtain the construction torque window by comparing with the equipment construction capacity boundary; an anchor group performance calculation module, used to calculate the bearing capacity and displacement of the anchor group layout based on the construction torque window and the database, and obtain the bearing capacity-displacement index; a collaborative optimization design module, used to collaboratively optimize the helical anchor group layout and pier cap structure according to the bearing capacity-displacement index and the construction torque window, and generate the optimal design scheme; and a scheme verification and output module, used to verify the optimal design scheme and generate the target torque-depth curve for construction control.

[0014] A device for co-optimizing the arrangement of helical anchor groups and piers based on torque window constraints includes a memory and a processor: the memory is used to store programs; the processor is used to execute the programs to implement the various steps of the self-installation method for the intelligent control-based heavy-duty freight cableway support.

[0015] A readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the various steps of a method for co-optimizing the arrangement of helical anchor groups and pier caps based on torque window constraints.

[0016] The technical effects and advantages of the present invention regarding the collaborative optimization method and system for helical anchor group arrangement and pier cap based on torque window constraints are as follows:

[0017] This invention establishes a database containing soil layer parameters and load conditions, and combines the predicted torque-depth curve with the geometric parameters of the helical anchor. By comparing the construction torque window with the equipment capacity boundary, a quantitative determination of the feasibility of helical anchor construction is achieved based on torque constraints. Based on the coupling of the construction torque window and the bearing-displacement index, the coordination between the anchor group layout and the pile cap design is enhanced. Through collaborative optimization and safety verification, it helps to meet the bearing and displacement requirements while taking into account construction feasibility, effectively solving the problems of disconnect between construction constraints and structural performance, and difficulty in balancing safety and feasibility in the existing helical anchor design process. Attached Figure Description

[0018] Figure 1 A schematic diagram of the process for the collaborative optimization of spiral anchor group layout and pier cap based on torque window constraints provided in an embodiment of the present invention;

[0019] Figure 2 This is a schematic diagram comparing the target torque-depth curve with the actual construction measurement curve provided in an embodiment of the present invention;

[0020] Figure 3 A schematic diagram of the spiral anchor group arrangement and pier co-optimization system structure based on torque window constraint provided in an embodiment of the present invention;

[0021] Figure 4 A structural block diagram of an exemplary electronic device provided for implementing embodiments of the present disclosure;

[0022] Figure 5 This is a schematic diagram of an exemplary storage medium that can be used to implement embodiments of the present disclosure, as provided in the embodiments of the present invention. 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 of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0024] Example 1, Figure 1 The present invention provides a method for the coordinated optimization of helical anchor group arrangement and pier cap based on torque window constraints, comprising the following steps:

[0025] S1. Establish a database containing soil layer parameters and load conditions, and combine the geometric parameters of the helical anchor to predict the torque-depth curve. Compare the construction capacity boundary of the equipment to obtain the construction torque window.

[0026] In this embodiment, a geological survey is first conducted on the site of the line tower foundation. Combined with borehole sampling, in-situ testing, and laboratory testing results, engineering characteristic parameters of soil layers at different burial depths are obtained, including cohesion. internal friction angle Elastic modulus ,density The porosity and layer thickness. These data are then compared with the vertical load of the transmission tower foundation. and horizontal load These are stored together to form a database. This database serves as the basic input for subsequent design and optimization calculations, reflecting the site's bearing environment and load boundary conditions.

[0027] Based on this, the geometric parameters of the candidate helical anchors are input into the database, including the diameter of a single anchor disc. Pitch p, total length L of the helical anchor, and arrangement angle And the number of anchor plates n and the corresponding burial depth Simultaneously, data on the capabilities of the construction equipment, including maximum output torque, is collected. Minimum stable torque and permissible turning speed This process generates a set of torque prediction input parameters, which are composed of soil properties, load conditions, and anchor geometry.

[0028] Based on the above inputs, the required screwing torque for the helical anchor at different burial depths is calculated, and a torque-depth curve is established. The calculation formula is as follows:

[0029]

[0030] in, The screwing torque at burial depth z, Let be the diameter of the i-th spiral anchor disc. for Cohesion at depth Let g be the effective vertical stress, and g be the acceleration due to gravity. Let be the friction angle. Let be the projected area, and K be the friction correction coefficient. By performing layered cumulative calculations, the torque demand curve of the helical anchor as the burial depth increases can be obtained.

[0031] Compare the predicted torque-depth curve with the construction equipment capacity boundary. If the following conditions are met:

[0032]

[0033] Then the burial depth range The area was determined to be within the workable range, and thus the construction torque window was determined. .

[0034] It should be noted that the burial depth range refers to a continuous depth range measured from the ground surface. Within this range, the predicted torque always falls within the allowable torque capacity window of the equipment, thus ensuring that the rotary drilling operation is both feasible and stable. For example, if the equipment's capacity range is 50–200 kN·m, and the predicted curve reaches 60 kN·m at a burial depth of 4 m and rises to 180 kN·m at a burial depth of 12 m, then the torque within the 4–12 m depth range is within the allowable range, and this range is the feasible burial depth range for construction.

[0035] This step involves coupled calculations of soil parameters, load conditions, anchor geometry, and equipment capacity to generate a construction torque window in advance. This not only ensures that subsequent load-bearing and optimization designs are carried out within the workable range, but also avoids on-site rework due to insufficient equipment capacity or overload, thereby improving the engineering adaptability and reliability of the solution.

[0036] S2, based on the construction torque window and database, calculates the load-displacement ratio of the anchor group layout to obtain the load-displacement index.

[0037] In this embodiment, the construction torque window obtained in step S1 Corresponding constructable burial depth range Within this framework, the initial anchor group layout is set, including the number of helical anchors n and the layout inclination angle. Anchor plate diameter gradation , Spacing between adjacent anchor plates s, Burial depth of the uppermost anchor plate Anchor diameter d, effective embedment length L; retrieve vertical load from database. With horizontal load Layered soil parameters ,in Subsequent calculations only... The work should be carried out within the depth range to ensure consistency with construction accessibility.

[0038] A single helical anchor is discretized into N nodes along its axis, forming a "beam-spring" model. A nonlinear foundation spring is placed at each depth z. The spring's reaction force-displacement relationship is established based on the generalized py curve criterion. Its initial stiffness is determined using the m-method (i.e., the criterion that the foundation reaction coefficient increases linearly with depth) to simulate the linear elastic response of the soil under small displacements. Subsequently, it follows the standard nonlinear py curve relationship to reflect the plasticity and ultimate state of the soil under large displacements. The expression is as follows:

[0039]

[0040] in This represents the horizontal displacement at that depth. The horizontal foundation reaction coefficient can be derived from... The empirical coefficient related to the soil type is divided by the equivalent width of the anchor to obtain the result. For smooth transition coefficient, This is the displacement threshold for the transition from linear elasticity to nonlinearity. The nonlinear segment uses a hyperbolic shape. The curve, the formula is as follows:

[0041]

[0042] in The ultimate side resistance per unit pile length. To achieve 0.5 The characteristic displacement at time. For ease of implementation, Based on soil type, an empirical expression is provided from the database: cohesive soil is taken from... , sand soil taken ,in To effectively manage overburden stress, Dimensionless coefficients are given according to soil type and empirical database. For each anchor, assemble the beam-spring model of each node and solve its discrete equations, apply the top boundary load-displacement condition, and then... Given, the horizontal displacement of the head is obtained through iteration. Displacement curve of pole body Corresponding horizontal reaction force distribution .

[0043] The formula for solving the discrete equations of the beam-spring is as follows:

[0044]

[0045] in, The elastic modulus of the anchor bolt. Let be the moment of inertia.

[0046] The vertical direction adopts an axial load transfer model: the friction of the rod body is used. Curve. For any rod element at depth z, the formula for calculating skin friction is as follows:

[0047]

[0048] in This represents the axial relative sliding displacement at that location. For the limit value of Pimo, we can take... or , This is an empirical coefficient. The characteristic displacement when the ultimate bearing capacity is half.

[0049] Anchor plate bearing Curve. For the i-th burial depth... Diameter is The formula for calculating the bearing reaction force of the anchor plate is as follows:

[0050]

[0051] in This represents the ultimate bearing pressure of the i-th disk. For empirical functions of soil layer parameters in the database, This represents the axial compression / pull-out displacement at the disk.

[0052] To transform these local frictional and bearing pressure relationships into a global response, it is necessary to assemble a set of axial equilibrium equations for the entire helical anchor. The basic idea is to discretize the anchor bolt into several elements, with the difference in axial force between the upper and lower sections of each element. It equals the sum of the soil friction within the unit and the possible anchor plate bearing reaction force, and its expression is as follows:

[0053]

[0054] in, The area is the disk area.

[0055] By writing similar equations for all elements and summing them, we obtain a system of algebraic equations concerning nodal displacements and axial forces. The top boundary condition is an external vertical load on the foundation. , i.e., axial force at the top An iterative algorithm is used to solve this system of equations, gradually correcting the nodal displacements until the residuals converge, thus obtaining the vertical displacement of the entire anchor top. And the distribution of friction and bearing pressure along the depth. If the external load is gradually increased, when the friction or bearing pressure at any location reaches its limit value, the entire system enters the ultimate state. The corresponding external load at this time is defined as the vertical ultimate bearing capacity.

[0056]

[0057] The positive sign corresponds to the downward pressure condition, and the negative sign corresponds to the upward pull-out condition.

[0058] After the single pile calculation is completed, the influence of the group anchor effect needs to be considered. Due to the stress superposition and overlapping of soil failure zones among multiple helical anchors, the actual bearing capacity needs to be adjusted by a group effect correction factor. The calculation formula is as follows:

[0059]

[0060] in For the first The projected spacing of the anchors in the main force direction. For the equivalent diameter, For the difference in tilt angle, These are empirical parameters, calibrated based on measured data or numerical simulation. Typically, the value is taken as 0.3–0.6. Typically, this value is between 2 and 5. Applying this correction factor to the soil resistivity and ultimate bearing capacity yields the results under the group anchorage condition:

[0061]

[0062] Therefore, the above-mentioned modified vertical ultimate bearing capacity Vertical displacement under group anchor conditions and horizontal displacement These indices serve as load-displacement indices. They can be compared to design limits and used as input to the co-optimization model.

[0063] This embodiment accurately characterizes the horizontal stress response using a hybrid model combining the m-method in the small displacement region and the py-nonlinearity in the large displacement region, and characterizes the vertical bearing-deformation using the tz and qz transfer models. Furthermore, the interaction of multiple anchors is endogenized into the soil resistance parameters through a group anchor reduction coefficient, resulting in the output... , , It can serve as a reliable performance indicator within the feasible construction range, and also provide direct and calculable input for the objective function and constraints of S3.

[0064] S3, based on the load-displacement index and construction torque window, coordinates the arrangement of the spiral anchor group and the pier structure to generate the optimal design scheme.

[0065] After completing step S2, a set of load-displacement indices corresponding to the initial arrangement are obtained. Furthermore, the construction torque window has been determined in step S1, limiting the feasible range of the helical anchor geometry and insertion depth. Based on this, a collaborative optimization model for the helical anchor group layout and the pier cap is established, using anchor parameters, layout methods, and pier cap structural measures as joint optimization variables.

[0066] The optimization variables include the number of helical anchors n, the arrangement radius R, and the arrangement inclination angle. Anchor diameter sequence The distance s between adjacent disks and the burial depth of the uppermost disk and the increase in the thickness of the foundation. Increment of reinforcement ratio Equal stiffening parameters. The constraint conditions consist of two types of indicators: one is the load-displacement constraint, which requires the vertical ultimate bearing capacity and displacement to meet safety and deformation control standards, as shown in the following formula:

[0067]

[0068] in To meet the required vertical bearing capacity in the design, These are the permissible vertical and horizontal displacement limits, respectively. Another type is construction constraints, meaning the diameter, embedment depth, and torque requirements of the helical anchor must not exceed the range given by the construction torque window, as shown in the following formula:

[0069]

[0070] in These are the minimum and maximum torque capacity curves of the construction equipment at this depth. The actual construction torque requirement, determined by geometric parameters and layout scheme, is calculated using the following formula:

[0071]

[0072] in, The effective burial depth for each disk This is the coefficient for the influence of disk spacing.

[0073] The optimization objective comprehensively considers bearing capacity, safety redundancy, deformation control, and construction economy, and can be constructed as a weighted multi-objective function:

[0074]

[0075] The first term reflects the vertical bearing capacity margin, the second term reflects the displacement constraint satisfaction, and the third term is the construction and material cost function, with weights... It can be set according to design requirements.

[0076] The construction and material cost function is specifically as follows:

[0077]

[0078] in These are empirical unit price parameters, including construction labor costs, material costs, etc., and can be determined based on the actual project. For the area of ​​the foundation, Let V be the volume of the foundation.

[0079] Since this problem involves nonlinear, multivariate combinatorial optimization, a global optimization method based on genetic algorithms or improved particle swarm optimization is adopted. Combined with the fast load-displacement calculation model from step S2, candidate layouts and pier cap schemes are generated in each iteration, their load-displacement indices are calculated, and the construction torque window constraint is checked, thereby continuously updating the population or particle positions. Iteration continues until the objective function converges or the maximum number of iterations is reached, yielding the optimal solution.

[0080] The final output is the "Optimal Anchor Group Layout and Foundation Structure Scheme," which specifically includes the optimized number of helical anchors, anchor disc diameter gradation, layout radius and inclination angle, burial depth range, and incremental schemes for foundation thickness and reinforcement ratio. This scheme ensures construction feasibility while meeting design requirements for load-displacement indices and achieving a comprehensive optimization of cost and safety.

[0081] S4 verifies the optimal design scheme and generates a target torque-depth curve for construction control.

[0082] After completing step S3, the optimal anchor group arrangement and pier structure scheme obtained include the number of helical anchors n and the disc diameter sequence. Disk spacing Arrange the tilt angle The burial depth of the uppermost plate Increase in foundation thickness With reinforcement ratio increment Based on this, the safety and construction feasibility of the plan need to be verified, and a target torque-depth curve needs to be generated.

[0083] For safety verification, the load-displacement calculation model from step S2 is first called back, and the vertical ultimate bearing capacity is obtained under the optimized layout parameters. Vertical displacement Horizontal displacement Compare this with the design requirements:

[0084]

[0085] If the conditions are not met, it is necessary to revert to S3 to adjust and optimize the parameters. Furthermore, the safety margin coefficient under the group anchoring effect should also be checked. :

[0086]

[0087] in To meet the minimum safety factor required by the specifications, a value of 0.2 is preferred. Simultaneously, stiffening measures for the foundation are implemented. It is necessary to ensure that the bending moment of the foundation plate is within the range required under the combined action of vertical and horizontal loads. With shear force Not exceeding the stiffened load-bearing limit value:

[0088]

[0089] For construction feasibility verification, the optimized geometric parameters and torque requirements need to be compared. Based on the torque prediction formula in step S1, and combined with the tilt angle and disc spacing corrections introduced in S3, the actual torque-depth curve of the optimized layout is calculated:

[0090]

[0091] Compare this curve with the capacity boundary of the construction equipment:

[0092]

[0093] If any depth exceeds the limit, it means that the equipment cannot meet the construction requirements or there is a risk of slippage. In this case, the layout plan needs to be readjusted.

[0094] Once both safety and construction feasibility requirements are met, [the project can be carried out]. Defined as the "target torque-depth curve". This curve not only reflects the dual matching of load-bearing capacity and construction constraints, but also provides a real-time control benchmark for the on-site construction process: if the actual monitored torque curve deviates significantly from the target curve during construction, soil anomalies or equipment anomalies can be identified in advance, thereby improving the safety and reliability of construction.

[0095] like Figure 2 As shown, the shaded area represents the torque capacity window of the construction equipment, the solid line is the calculated target torque-depth curve, and the dashed line is the measured torque curve monitored during a certain construction phase. It can be seen that at a depth of approximately 6–9 m, the measured curve deviates significantly from and exceeds the upper limit of capacity, indicating a risk of localized soil hardening or abnormal equipment operation in this section. This schematic diagram visually illustrates the role of the target torque-depth curve as a benchmark for on-site construction monitoring.

[0096] Example 2, Figure 3 The present invention provides a collaborative optimization system for the arrangement of helical anchor groups and pier caps based on torque window constraints, comprising:

[0097] The construction feasibility analysis module is used to establish a database containing soil layer parameters and load conditions, and to predict the torque-depth curve by combining the geometric parameters of the helical anchor, and to obtain the construction torque window by comparing it with the construction capacity boundary of the equipment.

[0098] The anchor group performance calculation module is used to calculate the load and displacement of the anchor group layout based on the construction torque window and database, and obtain the load-displacement index.

[0099] The collaborative optimization design module is used to collaboratively optimize the arrangement of the spiral anchor group and the pier structure based on the load-displacement index and the construction torque window, and generate the optimal design scheme.

[0100] The scheme verification and output module is used to verify the optimal design scheme and generate the target torque-depth curve for construction control.

[0101] Example 3: A device for co-optimizing the arrangement of helical anchor groups and pier caps based on torque window constraints, such as... Figure 4 As shown, it includes a memory and a processor: the memory is used to store a program; the processor is used to execute the program to implement any of the embodiments in Example 1.

[0102] Since the spiral anchor group arrangement and pier co-optimization device based on torque window constraints described in this embodiment is the same device used to implement the method in Embodiment 1 of this invention, those skilled in the art can understand the specific implementation method and various variations of the electronic device in this embodiment based on the method described in Embodiment 1 of this application. Therefore, how the electronic device implements the method in this application embodiment will not be described in detail here. Any device used by those skilled in the art to implement the method in this application embodiment falls within the scope of protection of this application.

[0103] Example 4: A readable storage medium having a computer program stored thereon, such as... Figure 5 As shown, when the computer program is executed by the processor, it implements any of the embodiments in Example 1.

[0104] The above formulas are all dimensionless calculations. The formulas are derived from software simulations based on a large amount of collected data to obtain the most recent real-world results. The preset parameters in the formulas are set by those skilled in the art according to the actual situation.

[0105] The above formulas are all dimensionless calculations. The formulas are derived from software simulations based on a large amount of collected data to obtain the most recent real-world results. The preset parameters in the formulas are set by those skilled in the art according to the actual situation.

[0106] The above embodiments can be implemented, in whole or in part, by software, hardware, firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented, in whole or in part, in the form of a computer program product.

[0107] Those skilled in the art will recognize that the modules and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0108] In addition, the functional modules in the various embodiments of this application can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.

[0109] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

[0110] In conclusion, the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for coordinated optimization of helical anchor group layout and pier cap based on torque window constraints, characterized in that, Includes the following steps: Establish a database containing soil layer parameters and load conditions; Based on the database and the geometric parameters of the helical anchor, the torque-depth curve is predicted, and the construction torque window is determined by combining the capacity boundary of the construction equipment. Specifically, based on the parameters in the database and combined with the geometric parameters of the helical anchor, the screwing torque of the helical anchor at different burial depths is calculated to obtain the torque-depth curve; the torque-depth curve is compared with the capacity boundary of the equipment to determine the workable range and the construction torque window is determined. Based on the construction torque window and database, the load-bearing and displacement calculations of the anchor group layout are performed to obtain the load-bearing-displacement index. Based on the load-displacement index and the construction torque window, the layout of the spiral anchor group and the pier structure are optimized in a coordinated manner to generate the optimal design scheme. The optimal design scheme is verified, and a target torque-depth curve is generated for construction control. The comparison formula for comparing the torque-depth curve with the equipment capability boundary is as follows: In the formula, the burial depth range The area was determined to be within the workable range, and thus the construction torque window was determined. ,in, For maximum output torque, To achieve minimum stable torque, For the permissible turning speed, This refers to the turning speed. and These represent the minimum and maximum burial depths, respectively.

2. The method for coordinated optimization of helical anchor group arrangement and pier cap based on torque window constraints according to claim 1, characterized in that, The specific steps for obtaining the load-displacement index are as follows: Based on the geometric parameters of the helical anchor and the parameters in the database, a horizontal nonlinear beam-spring model is established and solved to obtain the horizontal displacement of a single helical anchor. An axial load transfer model was constructed, and the axial equilibrium equations were assembled and solved to obtain the vertical displacement and vertical ultimate bearing capacity of a single helical anchor. The horizontal displacement, vertical displacement, and vertical ultimate bearing capacity are corrected by the group anchor effect correction coefficient to obtain the bearing-displacement index under the group anchor condition.

3. The method for coordinated optimization of helical anchor group arrangement and pier cap based on torque window constraints according to claim 2, characterized in that, The horizontal displacement of the single helical anchor is obtained through the following steps: The spiral anchor is discretized into several nodes along the axis, and a beam-spring model is constructed at each node based on the generalized py curve criterion. Assemble the beam-spring model at each node and solve it to obtain the horizontal displacement of a single helical anchor.

4. The method for coordinated optimization of helical anchor group arrangement and pier cap based on torque window constraints according to claim 3, characterized in that, The optimal design scheme is generated by coordinating the arrangement of the spiral anchor group and the pier structure based on the load-displacement index and the construction torque window. Specifically: Based on the load-displacement index and the construction torque window, a collaborative optimization model for the arrangement of helical anchor groups and the pile cap is constructed. The optimization model is solved using a global optimization algorithm, and the optimal design scheme for the anchor group layout and the pier structure is output.

5. The method for coordinated optimization of helical anchor group arrangement and pier cap based on torque window constraints according to claim 4, characterized in that, The objective function of the spiral anchor group layout and pier co-optimization model is a multi-objective weighted function constructed based on bearing margin, displacement constraint satisfaction and cost function. The constraints of the co-optimization model include bearing-displacement constraints and construction constraints.

6. The method for coordinated optimization of helical anchor group arrangement and pier cap based on torque window constraints according to claim 5, characterized in that, The process of verifying the optimal design scheme and generating a target torque-depth curve for construction control is as follows: Based on the optimal design scheme, recalculate the load-displacement index and perform a safety check. Based on the optimal design scheme and the torque prediction formula, the feasibility of construction is verified. Once the proposed scheme passes safety and construction feasibility checks, a target torque-depth curve is generated as a construction control benchmark.

7. A system using the torque window constraint-based helical anchor group arrangement and pier co-optimization method as described in any one of claims 1-6, comprising: The construction feasibility analysis module is used to establish a database containing soil layer parameters and load conditions, and combined with the geometric parameters of the helical anchor, predict the torque-depth curve, and determine the construction torque window by combining the capacity boundary of the construction equipment. The anchor group performance calculation module is used to calculate the load and displacement of the anchor group layout based on the construction torque window and database, and obtain the load-displacement index. The collaborative optimization design module is used to collaboratively optimize the arrangement of the spiral anchor group and the pier structure based on the load-displacement index and the construction torque window, and generate the optimal design scheme. The scheme verification and output module is used to verify the optimal design scheme and generate the target torque-depth curve for construction control.

8. A device for co-optimizing the arrangement of helical anchor groups and pier caps based on torque window constraints, characterized in that, Including memory and processor: The memory is used to store programs; The processor is used to execute the program to implement each step of the method for co-optimization of helical anchor group layout and pier cap based on torque window constraints as described in any one of claims 1-6.

9. A readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements each step of the method for co-optimization of helical anchor group arrangement and pier cap based on torque window constraints as described in any one of claims 1-6.

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