Spiral anchor group arrangement and bearing platform collaborative optimization method and system based on torque window constraint

Abstract

The invention discloses a spiral anchor group arrangement and bearing platform collaborative optimization method and system based on torque window constraint, and relates to the technical field of construction optimization, and the method comprises the following steps: building a database containing soil layer parameters and load conditions, and predicting a torque-depth curve in combination with spiral anchor geometric parameters; comparing the equipment construction capability boundary to obtain a construction torque window; based on the construction torque window and the database, carrying out bearing and displacement calculation of anchor group arrangement to obtain a bearing-displacement index; according to the bearing-displacement index and the construction torque window, the spiral anchor group arrangement and the bearing platform structure are subjected to collaborative optimization, and an optimal design scheme is generated; and checking the optimal design scheme, and generating a target torque-depth curve for construction control. The method is used for solving the problems that in existing spiral anchor group arrangement and bearing platform design, construction constraint and structural performance are disjointed, and safety and feasibility are difficult to consider at the same time.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of construction optimization, more particularly, the present application relates to a spiral anchor group arrangement and cofferdam optimization method and system based on torque window constraint. BACKGROUND

[0002] In foundation engineering construction, spiral anchors are widely used in power transmission line foundations, offshore wind power foundations, and slope stability reinforcement due to their advantages of convenient construction, small disturbance, and high bearing efficiency. However, the design and construction process of spiral anchors still faces many challenges. Traditional spiral anchor design methods usually rely on empirical formulas or single pile bearing capacity trial calculations, and the calculation results are directly used for group anchor arrangement and cofferdam design. However, this method often only focuses on structural bearing capacity, and does not fully consider the torque capacity that the construction equipment can provide during the actual soil penetration process.

[0003] In existing engineering practice, the soil penetration depth, disc diameter, and arrangement form of spiral anchors directly determine the required torque for construction, while the capacity of the construction equipment is bounded. If the design parameters exceed the equipment capacity, even if the theoretical bearing capacity meets the requirements, problems such as failure to reach the designed depth, anchor slipping, or excessive energy consumption may occur during actual construction, leading to a serious disconnection between design and construction. On the other hand, single pile calculation methods cannot reflect the group anchor effect when multiple anchors are under load, leading to a lack of systematic optimization of group anchor arrangement and cofferdam design, and easily resulting in situations where the bearing capacity is sufficient but the construction is not feasible, or the construction is feasible but the bearing capacity is insufficient. SUMMARY

[0004] To overcome the above-mentioned defects of the prior art, the embodiments of the present application provide a spiral anchor group arrangement and cofferdam collaborative optimization method and system based on torque window constraint, which introduces construction torque window constraint, combines bearing-displacement indicators to carry out collaborative optimization of spiral anchor group arrangement and cofferdam, and generates a target torque-depth curve in the checking link to solve the problems of disconnection between construction constraints and structural performance, and difficulty in balancing safety and feasibility in existing spiral anchor group arrangement and cofferdam design.

[0005] To achieve the above-mentioned purposes, the present application provides the following technical solutions: The spiral anchor group arrangement and cofferdam collaborative optimization method based on torque window constraint comprises the following steps: establishing a database containing soil layer parameters and load conditions, and combining spiral anchor geometric parameters to predict the torque-depth curve, and obtaining the construction torque window by comparing the equipment construction capacity boundary; based on the construction torque window and the database, the bearing and displacement of the anchor group arrangement are calculated to obtain the bearing-displacement indicator; according to the bearing-displacement indicator and the construction torque window, the spiral anchor group arrangement and the cofferdam structure are collaboratively optimized to generate an optimal design scheme; the optimal design scheme is checked, and a target torque-depth curve for construction control is generated.

[0006] In a preferred embodiment, the establishment comprises a database of soil layer parameters and load working conditions, and a torque-depth curve is predicted in combination with the geometric parameters of the screw anchor. The specific steps of comparing the construction torque window with the equipment construction capacity boundary are as follows: obtaining soil characteristics and load conditions, establishing a database; based on the database parameters and in combination with the geometric parameters of the screw anchor, calculating the torque of the screw anchor at different depths, and obtaining the torque-depth curve; comparing the torque-depth curve with the equipment capacity boundary, determining the constructable interval, and determining the construction torque window.

[0007] In a preferred embodiment, the bearing-displacement index is specifically obtained as follows: based on the geometric parameters of the screw anchor and the database parameters, a horizontal nonlinear beam-spring model is established and solved to obtain the horizontal displacement of a single screw anchor; an axial load transfer model is constructed and an axial balance equation set is assembled and solved to obtain the vertical displacement and vertical ultimate bearing capacity of a single screw anchor; the horizontal displacement, vertical displacement, and vertical ultimate bearing capacity are corrected by a group anchor effect correction coefficient to obtain the bearing-displacement index under the condition of a group anchor.

[0008] In a preferred embodiment, the horizontal displacement of a single screw anchor is specifically obtained as follows: the screw anchor is discretized into a plurality of nodes along the axis, and a beam-spring model is constructed at each node based on the generalized p-y curve criterion; the beam-spring models of each node are assembled and solved to obtain the horizontal displacement of a single screw anchor.

[0009] In a preferred embodiment, the screw anchor group arrangement and the cap structure are optimized in coordination according to the bearing-displacement index and the construction torque window, and an optimal design scheme is generated, which is specifically: a screw anchor group arrangement and cap coordination optimization model is constructed based on the bearing-displacement index and the construction torque window; a global optimization algorithm is used to solve the optimization model to obtain an optimal anchor group arrangement and cap structure scheme.

[0010] In a preferred embodiment, the screw anchor group arrangement and cap coordination optimization model objective function is a multi-objective weighted function including bearing margin, displacement constraint satisfaction degree, and cost function; the constraint conditions are bearing-displacement constraints and construction constraints.

[0011] In a preferred embodiment, safety and construction feasibility checking is performed, and a target torque-depth curve is generated, which is specifically: the bearing-displacement index is recalculated according to the optimal anchor group arrangement and cap structure scheme, and safety checking is performed; construction feasibility checking is performed according to the optimal anchor group arrangement and cap structure scheme and the torque prediction formula; after the scheme passes the safety and construction feasibility checking, a target torque-depth curve is generated as a construction control benchmark.

[0012] The spiral anchor group arrangement and pile cap collaborative optimization system based on torque window constraint comprises a construction feasibility analysis module, a group anchor performance calculation module, a collaborative optimization design module and a scheme checking and output module.

[0013] The spiral anchor group arrangement and pile cap collaborative optimization device based on torque window constraint comprises a memory and a processor.

[0014] The spiral anchor group arrangement and pile cap collaborative optimization method based on torque window constraint comprises the following steps.

[0015] The spiral anchor group arrangement and pile cap collaborative optimization method based on torque window constraint comprises the following steps. The spiral anchor group arrangement and pile cap collaborative optimization method based on torque window constraint comprises the following steps. BRIEF DESCRIPTION OF DRAWINGS

[0016] Figure 1 The spiral anchor group arrangement and pile cap collaborative optimization method based on torque window constraint comprises the following steps. Figure 2 The spiral anchor group arrangement and pile cap collaborative optimization method based on torque window constraint comprises the following steps. Figure 3 The spiral anchor group arrangement and pile cap collaborative optimization method based on torque window constraint comprises the following steps. Figure 4A structural block diagram of an exemplary electronic device that can be used to implement embodiments of the present disclosure is provided for embodiments of the present application; Figure 5 A schematic diagram of an exemplary storage medium that can be used to implement embodiments of the present disclosure is provided for embodiments of the present application. DETAILED DESCRIPTION

[0017] The technical solutions in the embodiments of the present application will be apparently and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by a person of ordinary skill in the art without creative effort belong to the scope of protection of the present application.

[0018] Embodiment 1, Figure 1 The spiral anchor group arrangement and cap optimization method based on the torque window constraint of the present application is given, including the following steps: S1, a database containing soil layer parameters and load conditions is established, and the torque-depth curve is predicted in combination with the geometric parameters of the spiral anchor, and the construction torque window is obtained by comparing the equipment construction capacity boundary.

[0019] In this embodiment, first, the geological survey of the line tower foundation site is carried out, and the engineering property parameters of different buried depth soil layers are obtained in combination with the drilling sampling, in-situ test and indoor test results, including cohesion , internal friction angle , elastic modulus , density , void ratio and layer thickness. The above data and the vertical load and horizontal load of the line tower are stored together to form a database. The database is used as the basic input for subsequent design and optimization calculation, and is used to reflect the site bearing environment and load boundary conditions.

[0020] On this basis, the geometric parameters of the selected spiral anchor are input into the database, including the single anchor disc diameter , pitch p, total length L of the spiral anchor, arrangement inclination , and anchor disc number n and corresponding buried depth . At the same time, the capacity data of the construction equipment are collected, including the maximum output torque , the minimum stable torque and the allowable screwing speed . Through this process, a torque prediction input parameter set composed of soil layer characteristics, load conditions and anchor geometry is formed.

[0021] 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:

[0022] 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.

[0023] Compare the predicted torque-depth curve with the construction equipment capacity boundary. If the following conditions are met:

[0024] Then the burial depth range The area was determined to be within the workable range, and thus the construction torque window was determined. .

[0025] 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.

[0026] 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.

[0027] 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.

[0028] 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; vertical load from database horizontal load , stratified soil parameters wherein . Subsequent calculation is only performed within the depth range, ensuring consistency with construction accessibility.

[0029] A single helical anchor is discretized into N nodes along its axis, forming a "beam-spring" model. A non-linear soil spring is assigned at each depth z, with its force-displacement relationship established based on the generalized p-y curve criterion. Its initial stiffness is determined with reference to the m-method (i.e. the criterion that the soil reaction coefficient increases linearly with depth) to simulate the linear elastic response of the soil under small displacements; subsequently, it follows the standard non-linear p-y curve relationship to reflect the plastic and ultimate state of the soil under large displacements. The expression is as follows:

[0030] wherein is the horizontal displacement at the depth, is the horizontal soil reaction coefficient, which can be obtained by multiplying the empirical coefficient related to the soil type by the equivalent width of the anchor, is the smooth transition coefficient, is the displacement threshold value for the transition from linear elasticity to nonlinearity. The non-linear segment adopts a hyperbolic curve, whose formula is as follows:

[0031] wherein is the unit pile length ultimate side resistance, is the characteristic displacement when 0.5 is reached. To facilitate implementation, an empirical expression is given by the database according to the soil type: for cohesive soil, and for sand, wherein is the effective overburden stress, is the dimensionless coefficient, which is given according to the soil type and the empirical library. For each anchor, the beam-spring model of each node is assembled and its discrete equation is solved, with the top boundary load-displacement condition given by , and the iterative head horizontal displacement , rod displacement curve and the corresponding horizontal reaction distribution are obtained.

[0032] The formula for solving the beam-spring discrete equation is as follows: ​

[0033] where, is the elastic modulus of the anchor rod, is the moment of inertia.

[0034] The axial load transfer model is adopted for the vertical direction: the skin friction of the rod is calculated by curve. For a rod element at depth z, the skin friction is calculated by:

[0035] where is the axial relative slip displacement at z, is the skin friction limit value, which can be taken as or , is the empirical coefficient, is the characteristic displacement at which the ultimate capacity is reached.

[0036] The bearing pressure of the anchor plate is calculated by curve. For the i-th anchor plate with depth and diameter , the bearing pressure reaction is calculated by:

[0037] where is the ultimate bearing pressure of the i-th plate, is the empirical function of soil parameters in the database, is the axial compression / draw displacement at the plate.

[0038] In order to convert these local skin friction and bearing pressure relationships into global responses, the axial equilibrium equations of the entire spiral anchor need to be assembled. The basic idea is to discretize the anchor rod into several elements, and the difference in axial force between the upper and lower cross sections of each element is equal to the sum of the soil skin friction and the bearing pressure reaction of the anchor plate that may exist in the element, which is expressed as follows:

[0039] where, is the plate area.

[0040] Similar equations are written for all elements and summed up to obtain an algebraic equation set about node displacement and axial force. The top boundary condition is the vertical load applied to the pile cap , i.e. the top axial force . The equation set is solved using an iterative algorithm, and the node displacement is gradually corrected until the residual error converges, i.e. the vertical displacement of the entire anchor at the 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 position reaches the limit value, the system as a whole enters the limit state, at which the corresponding external load is defined as the vertical ultimate bearing capacity:

[0041] where the positive sign corresponds to the downward working condition, and the negative sign corresponds to the upward working condition.

[0042] After the calculation of a single pile, the influence of group anchor effect needs to be considered. Due to the stress superposition and overlapping of soil damage zones between multiple spiral anchors, the actual bearing capacity needs to introduce a group effect correction coefficient , whose calculation formula is as follows:

[0043] where is the projection distance of the th anchor in the main stress direction, is the equivalent diameter, is the inclination angle difference, is an empirical parameter, which is calibrated according to measured data or numerical simulation, usually takes 0.3-0.6, usually takes between 2-5. By applying this correction coefficient to the soil resistance parameters and the ultimate bearing capacity, the results under the group anchor condition can be obtained:

[0044] Thus, the above-mentioned corrected vertical ultimate bearing capacity , the vertical displacement under the group anchor condition , and the horizontal displacement are taken as the bearing-displacement indicators. These indicators can be compared with the design limits and used as inputs for the collaborative optimization model.

[0045] This embodiment uses a mixed model of small displacement zone m method + large displacement zone p-y nonlinearity to accurately depict the horizontal stress response, uses t-z and q-z transfer models to depict the vertical bearing-deformation, and endogenously internalizes the interaction of multiple anchors into the soil resistance parameters through a group anchor reduction coefficient. The output , , can serve as reliable performance indicators within the construction range, and also provides direct and calculable inputs for the objective function and constraints of S3.

[0046] S3, according to the bearing-displacement indicators and the construction torque window, performs collaborative optimization on the spiral anchor group layout and the pile cap structure to generate an optimal design scheme.

[0047] After completing step S2, a set of bearing-displacement indicators corresponding to the initial layout is obtained and the construction torque window has been determined in step S1, which defines the feasible range of helix anchor geometry and penetration depth. On this basis, a collaborative optimization model of helix anchor group layout and pile cap is established, taking anchor parameters, layout mode and pile cap structural measures as joint optimization variables.

[0048] The optimization variables include the number of helix anchors n, the layout radius R, the layout inclination , the anchor disc diameter sequence , the spacing between adjacent discs s and the burial depth of the uppermost disc , and the thickness increment of the pile cap , the reinforcement ratio increment and other stiffening parameters. The constraint conditions are composed of two types of indexes: one is the bearing-displacement constraint, that is, the vertical ultimate bearing capacity and displacement meet the safety and deformation control standards, and the formula is as follows:

[0049] wherein is the required vertical bearing capacity of design, are the allowable vertical and horizontal displacement limits respectively. The other is the construction constraint, that is, the diameter, burial depth and torque demand of the helix anchor cannot exceed the range given by the construction torque window, and the formula is as follows:

[0050] wherein are the minimum and maximum torque capacity curves of the construction equipment at this depth respectively, represents the actual construction torque demand determined by the geometric parameters and layout scheme, and the calculation formula is as follows:

[0051] wherein, is the effective burial depth of each disc, is the disc spacing influence coefficient.

[0052] The optimization objective comprehensively considers the bearing capacity, safety redundancy, deformation control and construction economy, and can be constructed as a weighted multi-objective function:

[0053] wherein the first term reflects the vertical bearing margin, the second term reflects the displacement constraint satisfaction degree, and the third term is the construction and material cost function, and the weight can be set by design requirements.

[0054] The construction and material cost function is specifically:

[0055] wherein The empirical unit price parameters, including construction labor cost, material cost, etc., can be valued according to actual projects, is the area of the pile cap, is the volume of the pile cap.

[0056] Since the problem belongs to a nonlinear, multivariate combinatorial optimization, a global optimization method based on genetic algorithm or improved particle swarm algorithm is adopted, combined with the rapid load-displacement calculation model of step S2, to generate a candidate layout and pile cap scheme in each iteration, calculate its load-displacement index and check the construction torque window constraint, thereby constantly updating the position of the population or particles. Iterate until the objective function converges or the maximum number of iterations is reached to obtain the optimal solution.

[0057] The final output is the "optimal anchor group layout and pile cap structure scheme", which specifically includes the optimized number of spiral anchors, anchor disc diameter grading, layout radius and inclination, buried depth interval, as well as the incremental scheme of pile cap thickness and reinforcement ratio. This scheme ensures the feasibility of construction while making the load-displacement index meet the design requirements and achieving comprehensive optimization of cost and safety.

[0058] S4, check the optimal design scheme and generate the target torque-depth curve for construction control.

[0059] After completing step S3, the optimal anchor group layout and pile cap structure scheme obtained includes the number of spiral anchors n, disc diameter sequence , disc spacing , layout inclination , the buried depth of the uppermost disc , the thickness increment of the pile cap , and the reinforcement ratio increment . On this basis, the scheme needs to be checked for safety and construction feasibility, and the target torque-depth curve needs to be generated.

[0060] In terms of safety checking, first, the load-displacement calculation model of step S2 is called again to obtain the vertical ultimate bearing capacity , vertical displacement , and horizontal displacement under the optimized layout parameters. Compare them with the design requirements:

[0061] If not met, go back to step S3 to adjust the optimization parameters. Further, the safety reserve coefficient under the group anchor effect should also be checked:

[0062] where is the minimum safety factor required by the specification, preferably 0.2. At the same time, the stiffening measures of the pile cap It is necessary to ensure that the bending moment of the bottom plate of the pile cap under the combined action of vertical and horizontal load and shear force does not exceed the ultimate bearing capacity after reinforcement:

[0063] In terms of construction feasibility checking, the optimized geometric parameters and torque demand need to be compared. According to the torque prediction formula of step S1, combined with the inclination and disc distance correction introduced in S3, the actual torque-depth curve of the optimized arrangement is calculated:

[0064] Compare the curve with the capacity boundary of the construction equipment:

[0065] If there is an over-limit at any depth, it means that the equipment cannot meet the construction requirements or there is a risk of slipping, at which time the arrangement scheme needs to be adjusted again.

[0066] When the safety and construction feasibility both meet the requirements, the is defined as the "target torque-depth curve". This curve not only reflects the dual matching of bearing and construction constraints, but also provides a real-time control benchmark for the construction process: if the actual monitored torque curve deviates significantly from the target curve during the construction process, it can identify soil abnormalities or equipment abnormalities in advance, thereby improving the safety and reliability of construction.

[0067] As shown in Figure 2 , the shaded area is the torque capacity window of the construction equipment, the solid line is the target torque-depth curve calculated, and the dashed line is the measured torque curve monitored in a certain construction. It can be seen that at a depth of about 6-9 m, the measured curve deviates significantly and penetrates the upper limit of the capacity, indicating that there is a risk of local hardening of the soil layer or abnormal operation of the equipment in this section. This schematic diagram directly illustrates the role of the target torque-depth curve as a monitoring benchmark for on-site construction.

[0068] Example 2, Figure 3 The present application provides a spiral anchor group arrangement and pile cap collaborative optimization system based on torque window constraint, including: a construction feasibility analysis module for establishing a database containing soil layer parameters and load conditions, and predicting a torque-depth curve in combination with the geometric parameters of the spiral anchor, and obtaining a construction torque window by comparing the equipment construction capacity boundary; a group anchor performance calculation module for calculating the bearing and displacement of the anchor group arrangement based on the construction torque window and the database, and obtaining the bearing-displacement index; The cooperative optimization design module is configured to perform cooperative optimization on the spiral anchor group arrangement and the pile cap structure according to the bearing-displacement index and the construction torque window, and generate an optimal design scheme. The scheme checking and output module is configured to check the optimal design scheme and generate a target torque-depth curve for construction control.

[0069] Embodiment 3: A spiral anchor group arrangement and pile cap cooperative optimization device based on torque window constraint, as shown in the figure, comprising a memory and a processor: the memory is configured to store a program; and the processor is configured to execute the program to implement any of the embodiments of Embodiment 1. Figure 4

[0070] Since the spiral anchor group arrangement and pile cap cooperative optimization device based on torque window constraint introduced in this embodiment is a device used to implement the method of Embodiment 1 of the present application, the specific implementation of the electronic device of this embodiment and its various forms can be understood by those skilled in the art based on the method introduced in Embodiment 1 of the present application. Therefore, the method of the electronic device in this embodiment will not be described in detail. As long as the device used to implement the method in this embodiment is used by those skilled in the art, it belongs to the scope of protection of the present application.

[0071] Embodiment 4: A readable storage medium having a computer program stored thereon, as shown in the figure, the computer program is executed by a processor to implement any of the embodiments of Embodiment 1. Figure 5

[0072] The above formulas are all dimensionless numerical calculations, and the formulas are obtained by collecting a large amount of data to simulate the most real situation. The preset parameters in the formula are set by those skilled in the art according to the actual situation.

[0073] The above formulas are all dimensionless numerical calculations, and the formulas are obtained by collecting a large amount of data to simulate the most real situation. The preset parameters in the formula are set by those skilled in the art according to the actual situation.

[0074] The above embodiments can be realized by software, hardware, firmware or any combination thereof, in whole or in part. When realized by software, the above embodiments can be realized in the form of a computer program product in whole or in part.

[0075] ​​Those skilled in the art can understand that the modules and algorithm steps of each example described in combination with the embodiments disclosed herein can be realized in electronic hardware or a combination of computer software and electronic hardware. Whether the functions are realized 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 realize the described functions for each specific application, but such implementation should not be considered beyond the scope of the present application.

[0076] In addition, each functional module in each embodiment of the present application can be integrated in one processing module, or each module can exist physically alone, or two or more modules can be integrated in one module.

[0077] The above description is merely specific embodiments of the present application, but the protection scope of the present application is not limited thereto. Any modification or replacement within the technical scope disclosed by the present application can be easily thought by those skilled in the art, and should be included in the protection scope of the present application. Therefore, the protection scope of the present application should be subject to the protection scope of the claims.

[0078] Finally: the above description is only the preferred embodiment of the present application, and is not used to limit the present application. Any modification, equivalent replacement, improvement, etc. within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A method for collaborative optimization of spiral anchor group arrangement and pile cap based on torque window constraint, characterized in that, The method comprises the following steps: establishing a database containing soil layer parameters and load working conditions; based on the database and the geometric parameters of the screw anchor, predicting a torque-depth curve, and determining a construction torque window in combination with the capability boundary of the construction equipment; based on the construction torque window and the database, carrying out bearing and displacement calculation for anchor group arrangement to obtain a bearing-displacement index; according to the bearing-displacement index and the construction torque window, carrying out collaborative optimization for the screw anchor group arrangement and the pile cap structure to generate an optimal design scheme; checking the optimal design scheme and generating a target torque-depth curve for construction control.

2. The method of claim 1, wherein, The specific steps of predicting the torque-depth curve based on the database and the geometric parameters of the screw anchor, and determining the construction torque window in combination with the capability boundary of the construction equipment are as follows: based on the parameters of the database and in combination with the geometric parameters of the screw anchor, calculating the torque of the screw anchor at different embedding depths to obtain a torque-depth curve; comparing the torque-depth curve with the equipment capability boundary to determine the constructable interval and determine the construction torque window.

3. The method of claim 2, wherein, The specific steps of obtaining the bearing-displacement index are as follows: based on the geometric parameters of the screw anchor and the parameters of the database, establishing and solving a horizontal nonlinear beam-spring model to obtain the horizontal displacement of a single screw anchor; constructing an axial load transfer model and assembling an axial balance equation set and solving to obtain the vertical displacement and vertical ultimate bearing capacity of a single screw anchor; correcting the horizontal displacement, vertical displacement and vertical ultimate bearing capacity by a group anchor effect correction coefficient to obtain the bearing-displacement index under the group anchor condition.

4. The method of claim 3, wherein, The specific steps of obtaining the horizontal displacement of a single screw anchor are as follows: discretizing the screw anchor along the axis into a plurality of nodes, and constructing a beam-spring model at each node based on the generalized p-y curve criterion; assembling the beam-spring model of each node and solving to obtain the horizontal displacement of a single screw anchor.

5. The method of claim 4, wherein, The specific steps of generating an optimal design scheme by carrying out collaborative optimization for the screw anchor group arrangement and the pile cap structure according to the bearing-displacement index and the construction torque window are as follows: based on the bearing-displacement index and the construction torque window, constructing a collaborative optimization model for the screw anchor group arrangement and the pile cap; solving the optimization model by using a global optimization algorithm to output an optimal design scheme of the anchor group arrangement and the pile cap structure.

6. The method of claim 5, wherein, The objective function of the collaborative optimization model for the screw anchor group arrangement and the pile cap is a multi-objective weighted function constructed based on the bearing margin, displacement constraint satisfaction degree and cost function, and the constraint conditions of the collaborative optimization model include bearing-displacement constraints and construction constraints.

7. The method of claim 6, wherein, The specific steps of checking the optimal design scheme and generating a target torque-depth curve for construction control are as follows: recomputing the bearing-displacement index according to the optimal design scheme and carrying out safety checking; carrying out construction feasibility checking according to the optimal design scheme and a torque prediction formula; when the scheme passes the safety and construction feasibility checking, generating a target torque-depth curve as a construction control benchmark.

8. A system using the collaborative optimization method for screw anchor group arrangement and pile cap based on torque window constraints according to any one of claims 1-7, comprising: A construction feasibility analysis module is configured to establish a database containing soil parameters and load cases, and to predict a torque-depth curve in combination with geometric parameters of the screw anchors and to determine a construction torque window in combination with a capability boundary of a construction equipment; A group anchor performance calculation module is configured to perform bearing and displacement calculation of the anchor group arrangement based on the construction torque window and the database to obtain a bearing-displacement index; A collaborative optimization design module is configured to perform collaborative optimization of the screw anchor group arrangement and the pile cap structure according to the bearing-displacement index and the construction torque window to generate an optimal design scheme; A scheme checking and output module is configured to check the optimal design scheme and to generate a target torque-depth curve for construction control.

9. A device for collaborative optimization of spiral anchor group arrangement and pile cap based on torque window constraint, characterized in that, comprising a memory and a processor: the memory is configured to store a program; the processor is configured to execute the program to implement each step of the screw anchor group arrangement and pile cap collaborative optimization method based on torque window constraints according to any one of claims 1-7.

10. A readable storage medium, having stored thereon a computer program, characterized in that, the computer program, when executed by the processor, implements each step of the screw anchor group arrangement and pile cap collaborative optimization method based on torque window constraints according to any one of claims 1-7.

Images