L-shaped special-shaped steel corridor construction state response evaluation and connecting parameter optimization method based on main structure deformation vector

Abstract

The present application relates to the technical field of steel structure construction control, and relates to a L-shaped special-shaped steel corridor construction state response evaluation and connecting parameter optimization method based on a main structure deformation vector. The method uniformly manages L-shaped special-shaped steel corridor overall lifting, turning area positioning, docking / merging and grading unloading and other construction conditions in the assembly level overall model, obtains deformation representative quantities of the main structure at each key working condition node and forms a deformation vector; a mapping relationship is established and compared with a preset control limit value, so that the evaluation and risk classification of the key response are realized. Taking the connecting multiple parameters as design variables, the collaborative optimization of the connecting parameters is carried out under the condition of meeting the connecting strength, local stability, assembly tolerance and construction accessibility and other constraint conditions, and a candidate parameter combination is obtained; through back substitution review and combined with on-site retest, the response verification of the current key working condition node and subsequent nodes is carried out, forming a construction release or working condition rollback criterion. The safety and controllability of the working condition conversion process are improved.

Description

Technical Field

[0001] This invention relates to the field of steel structure construction control technology, and in particular to a method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure. Background Technology

[0002] In large-scale industrial parks, high-rise buildings, and public buildings, there are often interconnected steel structure systems where multiple tower structures are linked by steel truss corridors. Among these, L-shaped irregular steel corridors (including turning sections / corner nodes, often accompanied by bidirectional cantilever or asymmetrical supports) are particularly typical due to the requirements of building layout and functional connectivity. During the construction phase, this type of structure typically undergoes multiple transformation processes, including segmented installation of the main structure, assembly and overall lifting of the corridor, closure between sections, graded unloading, and switching of temporary support systems. Its stress state and boundary conditions change significantly with each construction stage.

[0003] During the aforementioned construction process, the overall displacement and rotation of the main structure will be transmitted to the auxiliary structures such as the L-shaped steel corridor through the connecting nodes, inducing secondary internal forces and second-order effects in the auxiliary components. Simultaneously, the participation of temporary support structures, lifting systems, and construction equipment further alters the force transmission path and stiffness distribution of the structural system, resulting in a distinct main-auxiliary system coupled response characteristic during the construction phase. For the L-shaped irregular steel corridor, due to the torsional-bending coupling introduced by the planar turning and corner nodes, and the stiffness unevenness and boundary sensitivity caused by the two-way cantilever, the construction state response is more prone to stress concentration, slippage, or local instability risks in areas such as the turning zone, end nodes, and connecting plates / bolt groups.

[0004] For safety control during the construction phase of connected steel structures, existing engineering practices mainly adopt the following technical approaches: equivalent static verification based on a single construction node; establishing an overall finite element model during the detailed design phase and simulating several typical working conditions; determining connection stiffness, preload, and limit parameters based on experience or atlases; and conducting separate professional checks on temporary support systems, lifting systems, and construction equipment. While these methods can meet the requirements for local strength and stiffness verification to some extent, they generally suffer from the following problems: difficulty in reflecting the global redistribution of internal forces caused by multi-stage boundary changes; lack of quantitative description of the transmission of residual deformation from previous stages to subsequent stages; and lack of effective integration between model prediction results and on-site measured data.

[0005] Furthermore, current practices often configure connection parameters with fixed values, failing to develop a grouped design and collaborative optimization method for connection parameters aimed at suppressing the excessive response of L-shaped steel connecting corridors. Construction survey data is primarily used for deviation control and quality acceptance, and has not been systematically incorporated into the main-auxiliary system response assessment and connection parameter optimization process, making it difficult to form a closed-loop control process of "prediction-correction-optimization-verification" oriented towards the construction phase. These shortcomings result in a high degree of reliance on experience-based judgment for structural safety control during critical stages such as overall corridor lifting, docking, and staged unloading, making it difficult to systematically guarantee overall safety and reliability. Therefore, there is an urgent need for a method for assessing critical responses and collaboratively optimizing connection parameters for L-shaped steel connecting corridors under construction conditions, using the deformation vector of the main structure as the unified driving force, to support the decision-making process for construction release and condition rollback. Summary of the Invention

[0006] The purpose of this invention is to address the problems existing in the background technology by proposing a method for evaluating the construction state response and optimizing connection parameters of L-shaped irregular steel corridors based on the deformation vector of the main structure. This method aims to solve the problems of existing L-shaped irregular steel corridors, such as difficulty in quantifying the transmission law of the main structure deformation to the key responses of the corridor during the transition between various working conditions (overall lifting, positioning in the turning zone, docking / closure, and staged unloading), and the reliance on experience for connection parameter configuration with a lack of closed-loop optimization control. This improves the safety and controllability of L-shaped irregular steel corridors during construction, especially in the turning zone and sensitive connection areas. The collaborative optimization refers to the coordinated solution of the equivalent stiffness of the connection, preload, sliding clearance, damping or friction parameters, and limit stroke to reduce the comprehensive risk of exceeding limits for multiple key response indicators.

[0007] The technical solution of this invention, a method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure, includes the following specific steps: S1. Establish an assembly-level overall model under a unified coordinate system, including the main structure, the L-shaped irregular steel corridor auxiliary structure and temporary components, and define a construction condition transformation sequence composed of multiple key control nodes in chronological order according to the construction organization plan. Each key control node corresponds to a unique boundary constraint state, component installation state, loading or unloading state and construction equipment action state. S2. At each key control node, obtain the representative deformation of the main structure through theoretical analysis or on-site measurement, and use the representative deformation to form the deformation vector of the main structure. S3. Select the key response indicators of the L-shaped irregular steel corridor auxiliary structure and its connection parts, establish the mapping relationship between the deformation vector of the main structure and the key response indicators, and obtain the response results of the L-shaped irregular steel corridor auxiliary structure under the key control nodes. S4. Compare the response results with the preset control limits, classify the risk levels of each key control node according to the degree of exceeding the limits, and form a risk list. S5. For the L-shaped irregular steel corridor connection parts involved in the risk list, the connection parameters are defined as design variables. Under the premise of meeting the engineering constraints, a collaborative optimization model of the connection parameters is constructed to obtain the candidate connection parameter combinations. S6. Substitute the candidate connection parameter combination back into the assembly-level overall model, perform response verification on the current key control node and its subsequent key control nodes, and form a construction release judgment or perform connection parameter adjustment and working condition rollback based on the verification results.

[0008] Preferably, the temporary components include one or more combinations of the following: basement roof slab backfill components, full-span support frames, lifting gantry frames, hydraulic lifters, temporary corbels, and temporary support structures.

[0009] Preferably, the representative amount of the main structure deformation includes one or more of the following: displacement component of selected measuring points of the main structure, rotation component of components or nodes, and relative deformation between adjacent structural segments. The representative deformation values ​​were selected from the L-shaped steel turning area, support area, construction closure area, and the response-sensitive parts on the connection path between the main structure and the connecting corridor.

[0010] Preferably, the key response indicators of the L-shaped irregular steel corridor auxiliary structure and its connection parts include one or more of the following: stress, deflection, deformation of the node plate hole edge, slippage of the connector, support reaction force, and local stability criteria.

[0011] Preferably, the mapping relationship between the deformation vector of the main structure and the key response indicators of the L-shaped steel corridor auxiliary structure is established through a numerical calculation model, response surface model, or surrogate model.

[0012] Preferably, when monitoring conditions are available at the construction site, monitoring data is introduced to correct the model parameters in the mapping relationship in order to reduce the systematic deviation between the model prediction results and the actual on-site measurement results.

[0013] Preferably, the connection parameters include one or more of the following: connection equivalent stiffness, preload, sliding clearance, damping, coefficient of friction, and limit stroke.

[0014] Preferably, based on structural dimensions, machining accuracy, assembly tolerance, and construction accessibility, a range of values ​​and engineering constraints are set for the connection parameters to ensure that the optimization results are feasible for construction.

[0015] Preferably, the collaborative optimization model for connection parameters aims to reduce the over-limit response of the L-shaped irregular steel corridor auxiliary structure, while also taking into account the adjustment amount of connection parameters and the response sensitivity of key locations.

[0016] Preferably, when making a construction release decision, if the response review result does not meet the control limits and risk classification requirements, a work condition rollback strategy of maintaining temporary support, delaying unloading, or adjusting connection parameters shall be implemented.

[0017] Compared with the prior art, the present invention has the following beneficial technical effects: (1) The present invention uses the deformation vector of the main structure as a unified driving quantity, which can establish a correlation between the displacement, rotation angle and relative deformation of the main structure during the construction condition transformation process and the key response of the L-shaped steel corridor, thereby realizing a quantitative assessment of the response evolution process of the turning area, support area and docking / closure area, and overcoming the problem that the existing methods are difficult to systematically characterize the influence of the residual deformation of the preceding stage on the response of the subsequent stage.

[0018] (2) This invention targets the turning area and sensitive connection parts of L-shaped irregular steel corridors, and uses the equivalent stiffness of the connection, pre-tightening force, sliding clearance, damping or friction parameters and limit stroke as group design variables for coordinated optimization. This can reduce the risk of local stress concentration, connection slippage and local instability during the overall lifting, turning area positioning, docking / closing and staged unloading process, and overcome the problem that the existing connection parameters mainly rely on empirical values ​​and lack group optimization and control.

[0019] (3) This invention combines key control nodes, risk classification, candidate parameter back-substitution verification and construction release / retreat judgment to form a closed-loop control process applicable to the construction state of L-shaped irregular steel corridors. It can reduce the risk blind spots in the temporary support switching, lifting and positioning and graded unloading stages, and improve the safety, controllability and clarity of decision-making basis of the construction process.

[0020] (4) This invention is not a generalized analysis method for straight or regular connecting corridors, but rather an objectified method proposed for the construction state of L-shaped irregular steel connecting corridors with planar turning, two-way cantilever, or asymmetrical support characteristics. It has stronger applicability and specificity for the torsional-bending coupling response and connection sensitivity in the turning area. The torsional-bending coupling response can be manifested as increased local deflection in the turning area, intensified deformation of the node plate hole edge, or increased slip sensitivity of the connector. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of the overall process of the present invention, which is based on the deformation vector of the main structure for evaluating the critical response during construction of an L-shaped irregular steel corridor and co-optimizing the connection parameters.

[0022] Figure 2 This is a schematic diagram illustrating the acquisition and composition of representative quantities of deformation of the main structure.

[0023] Figure 3 This is a schematic diagram showing the mapping relationship between the deformation vector of the main structure and the key response of the L-shaped irregular steel corridor.

[0024] Figure 4 A schematic diagram of the collaborative optimization framework for connection parameters; Figure 5 This is a schematic diagram showing the positional relationship between the L-shaped irregular steel corridor connecting the two main structures. Detailed Implementation Example 1

[0025] The present invention provides a method for evaluating key responses and co-optimizing connection parameters of L-shaped irregular steel connecting corridors during construction based on the deformation vector of the main structure, comprising the following steps: First, an assembly-level overall model is established under a unified coordinate system, including the main structure, the auxiliary structure of the L-shaped steel corridor, and temporary components. The temporary components include one or more of the following: basement roof slab backfill components, full-span support frames, lifting gantry frames, hydraulic lifters, temporary corbels, and temporary support structures. Based on the construction organization plan, a construction condition transition sequence is defined, consisting of multiple key control nodes arranged chronologically. Each key control node corresponds to a unique boundary constraint state, component installation state, loading or unloading state, and construction equipment operation state. These key control nodes at least cover the construction condition transition nodes such as L-shaped steel corridor assembly completion, overall lifting, turning zone positioning, docking / closure with the main structure, and staged unloading.

[0026] Subsequently, at each key control node, the representative deformation quantities of the main structure were obtained through theoretical analysis or on-site measurements, and the deformation vector of the main structure was constructed.

[0027] in, This represents the displacement component of the selected measuring point on the main structure under the s-th working condition node. Represents the rotational components of the main structural members or nodes. It represents the relative deformation between adjacent structural segments; the representative deformation is preferentially selected from the support area, turning area (angle area), main structure closure position and main-auxiliary connection path of the L-shaped steel corridor, and meets the requirements of measurability, controllability and sensitivity to the key response of the L-shaped steel corridor.

[0028] Based on this, the key response indicators of the L-shaped irregular steel corridor's ancillary structures and their connecting parts constitute a set of key response indicators:

[0029] The response indicators for auxiliary components include one or more of the following: member stress, overall or local deflection, deformation of the node plate at the turning zone, slippage of connectors, support reaction force, and local stability criteria for the L-shaped irregular steel connecting corridor; and a deformation vector of the main structure is established. With the aforementioned key response indicators Mapping relationship between them:

[0030] in, For deformation-response mapping model, The mapping model parameter set is preferably established through the overall numerical model at the assembly level, and can be combined with the response surface model or surrogate model to quickly predict the key responses under key operating conditions.

[0031] The mapped key response indicators of the L-shaped irregular steel corridor are compared with the preset control limit set. By comparing the results, an out-of-limit judgment is generated:

[0032] Based on the extent and duration of exceeding limits and their impact on subsequent work stages, the risk levels of the L-shaped irregular steel corridor's auxiliary structures and their connecting parts at each critical control node are classified, forming a risk list. The risk list focuses on identifying areas with significant impact on construction safety, such as turning zones, end nodes, connecting plates, and bolt groups. Risk classification can be comprehensively determined based on the proportion of critical responses exceeding control limits, the number of consecutive exceeding conditions, and the degree of amplification of the impact on subsequent critical work stage responses. The risk classification includes at least three categories: allowable, requiring optimization and adjustment, and requiring work stage rollback.

[0033] For the L-shaped irregular steel connecting corridors involved in the aforementioned risk list, the connection parameters are defined as a set of design variables:

[0034] in, To connect the equivalent stiffness, For preload, For sliding clearance, The damping or friction coefficient, To limit the travel distance, and based on structural dimensions, machining accuracy, assembly tolerance, and construction accessibility, the value range of the design variables and engineering constraints are constructed. The engineering constraints include at least connection strength constraints, local stability constraints, installation space constraints, and assembly accessibility constraints in transition areas.

[0035] Under the premise of meeting the engineering constraints, a collaborative optimization model for connection parameters is constructed with the goal of reducing the over-limit response of the turning area, support area and connection sensitive parts of the L-shaped irregular steel corridor. The candidate combination of connection parameters that meets the construction implementation conditions is obtained by solving the model. When it is necessary to consider construction deviations, initial installation deviations of the structure or measurement uncertainties, disturbance analysis or interval analysis can be performed on the representative deformation of the main structure to obtain robust parameter solutions applicable to the construction state of the L-shaped irregular steel corridor.

[0036] The candidate connection parameter combinations are substituted back into the overall assembly model to verify the response of the current critical control node and its subsequent critical control nodes. When the verification results meet the control limits and risk classification requirements, a release decision is made for the construction process of the L-shaped irregular steel corridor. When they do not meet the requirements, connection parameter adjustments or condition rollbacks are performed. If necessary, the condition rollback includes maintaining temporary supports, delaying unloading, or adjusting the closure sequence.

[0037] This embodiment uses the deformation vector, composed of the main structure's displacement, rotation, and relative deformation, as a unified driving quantity to predict responses, classify risks, and optimize parameters under key working conditions. It establishes a mapping relationship between the main structure's deformation and the key responses of the connecting corridor, focusing on sensitive areas such as the turning zone, support zone, closure zone, and connection path of the L-shaped steel connecting corridor. Based on this, it uses equivalent stiffness, preload, sliding clearance, damping or friction parameters, and limit stroke as grouped design variables to conduct collaborative optimization for the turning zone and sensitive connection areas. Combined with the working condition transformation sequence, it performs back-substitution verification and construction release / retrograde determination. When the verification results of the current key working condition node and at least one subsequent key working condition node meet the control limits and risk classification requirements, a construction release determination is formed; otherwise, a parameter adjustment or working condition retrograde determination is formed. This forms a closed-loop control method applicable to the construction state of L-shaped steel connecting corridors: "deformation-driven - response assessment - parameter collaborative optimization - process verification". Example 2

[0038] To further understand the specific content of this solution, a concrete case will be used for detailed explanation below: Each step of the method in this invention is based on the coupled mechanical response relationship between the main structure and the L-shaped steel connecting corridor during the construction phase. By acquiring, mapping, evaluating, and calculating physical quantities such as structural displacement, rotation angle, and relative deformation, the method achieves synergistic optimization of the connection parameters of the L-shaped steel connecting corridor. Its technical effect stems from improvements in structural mechanical behavior and connection working state, rather than from artificial rules or simple construction management decisions. The following description, in conjunction with the accompanying drawings, illustrates the method of evaluating key responses and synergistically optimizing connection parameters of an L-shaped steel connecting corridor during construction based on the deformation vector of the main structure.

[0039] In this embodiment, the method is applied to a construction scenario of a connected steel structure with a main structure and an L-shaped steel corridor auxiliary structure. The main structure can be a tower frame structure, a frame-core tube structure, or other equivalent load-bearing structural form; the auxiliary structure is an L-shaped steel corridor connected to the main structures on both sides, which has a turning area (angle area) in its plane and can be characterized by two-way cantilever, asymmetrical support, or other structural forms that result in significant unevenness in boundary conditions and force transmission paths. The method of this invention focuses on the key response assessment and collaborative optimization of connection parameters for the turning area, support area, closure area, and their connection sensitive parts during the construction of the L-shaped steel corridor.

[0040] like Figure 1 As shown, an assembly-level overall model is first established, including the main structure, the L-shaped steel connecting corridor's auxiliary structure, and temporary components. Temporary components include, but are not limited to, support components, lifting components, temporary connection components, and temporary stress transfer components related to the hoisting / lifting and positioning of the turning area, all set up during the construction phase. Based on the construction organization plan, multiple key construction condition nodes are defined in chronological order. Each key condition node corresponds to a unique boundary constraint state, component installation state, and construction equipment operation state. Key condition nodes include at least: the connecting corridor assembly completion node, the overall lifting node, the turning area positioning node, the closure node with the main structure node, and the staged unloading node.

[0041] like Figure 5 As shown, an L-shaped steel connecting corridor connects the two main structures. The L-shaped steel connecting corridor includes a planar turning area, a support area connected to the main structure, and a construction closure area. The sensitive connection points include locations located in the turning area, support area, construction closure area, and along the connection path between the main structure and the connecting corridor, which are representative of changes in the deformation of the main structure or the response of auxiliary components. These locations can be prioritized as representative positions for the deformation of the main structure.

[0042] Under each key working condition, representative deformation quantities of the main structure are obtained. These representative deformation quantities include one or more of the displacement components, rotation components, and relative deformation quantities between adjacent structural segments at selected locations, forming the main structure deformation vector. Representative deformation quantities are preferentially selected from sensitive areas such as the support area, turning area (angle area), docking / closure location, and main-auxiliary connection path of the L-shaped irregular steel corridor. Representative deformation quantities can be obtained through theoretical analysis, on-site measurement, or a combination of both. When monitoring conditions are available at the construction site, the measurement results can be used as input to the mapping model or as a basis for correction.

[0043] Subsequently, a mapping relationship is established between the deformation vector of the main structure and the key responses of the L-shaped steel connecting corridor. Key responses include one or more of the following: stress of the L-shaped steel connecting corridor members, overall or local deflection, deformation at the edge of the node plate holes in the turning zone, slippage of connectors, support reactions, connection deformation, and local stability indices. Through this mapping relationship, the response results of the corresponding L-shaped steel connecting corridor auxiliary structures and their connections are obtained under given main structure deformation conditions. The mapping relationship can be established directly through a numerical calculation model, or through a response surface model or a surrogate model. When field measurement data is available, the model parameters in the mapping relationship can be updated to reduce the systematic deviation between the predicted and measured results.

[0044] The critical response results of the L-shaped irregular steel connecting corridor were compared with the preset control limits to evaluate the response status of the auxiliary structures and their connecting parts under each critical working condition. Risk classification results were generated based on the degree of exceedance, duration, and impact on subsequent working conditions. The risk classification results were primarily used to identify sensitive areas that significantly affect construction safety, such as turning zones, end nodes, connecting plates, bolt groups, and support transition positions.

[0045] For the sensitive connection points of the L-shaped irregular steel corridor identified in the risk classification results, connection parameters are defined as design variables, and these parameters are collaboratively optimized while meeting engineering constraints. Connection parameters include one or more of the following: equivalent stiffness, preload, sliding clearance, damping or friction parameters, and limit stroke. Engineering constraints include connection strength constraints, local stability constraints, assembly tolerance constraints, construction accessibility constraints, and assembly accessibility constraints in the transition zone. Among these, the assembly accessibility constraint in the transition zone and the connection strength constraint are prioritized control constraints. Optimization yields one or more candidate connection parameter combinations to reduce the risk of over-limit response in the transition zone, support zone, and sensitive connection points of the L-shaped irregular steel corridor.

[0046] The candidate connection parameter combinations are substituted back into the assembly-level overall model to verify the response of the current critical working condition nodes and their subsequent critical working condition nodes. When the verification results meet the preset control requirements and risk classification requirements, a release decision is made for the construction process of the L-shaped irregular steel corridor; when the verification results do not meet the requirements, the connection parameters are adjusted or the construction working condition is rolled back. If necessary, the working condition rollback includes maintaining temporary supports, delaying unloading, adjusting the docking / closure sequence, or recalibrating the connection parameter combinations.

[0047] Through the above steps, the coupling response of the main structure and the auxiliary structure of the L-shaped steel corridor during the construction phase is evaluated, and the connection parameters are synergistically optimized. In particular, key response control is achieved in the turning zone, support zone, docking / closure zone, and sensitive connection points, thereby improving the safety and controllability of the L-shaped steel corridor's construction state transition process. During implementation, the candidate connection parameter combinations obtained using the method of this invention can be compared with preset or unoptimized initial connection parameter combinations, and the ratio of the auxiliary component's response value to its corresponding control limit is used as the evaluation index. Under the condition that all engineering constraints are met and no other key response indicators exceed limits or risk levels increase, when the ratio of at least one key response indicator decreases, or a response indicator originally at the warning or restriction level changes to the attention or normal level, the candidate connection parameter combination can be determined to meet the risk reduction requirements of the construction phase.

[0048] The embodiments of the present invention have been described in detail above with reference to the accompanying drawings. However, the present invention is not limited thereto. Various changes can be made within the scope of knowledge possessed by those skilled in the art without departing from the spirit of the present invention.

Claims

1. A method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel connecting corridor based on the deformation vector of the main structure, characterized in that, The specific steps include the following: S1. Establish an assembly-level overall model under a unified coordinate system, including the main structure, the L-shaped irregular steel corridor auxiliary structure and temporary components, and define a construction condition transformation sequence composed of multiple key control nodes in chronological order according to the construction organization plan. Each key control node corresponds to a unique boundary constraint state, component installation state, loading or unloading state and construction equipment action state. S2. At each key control node, obtain the representative deformation of the main structure through theoretical analysis or on-site measurement, and use the representative deformation to form the deformation vector of the main structure. S3. Select the key response indicators of the L-shaped irregular steel corridor auxiliary structure and its connection parts, establish the mapping relationship between the deformation vector of the main structure and the key response indicators, and obtain the response results of the L-shaped irregular steel corridor auxiliary structure under the key control nodes. S4. Compare the response results with the preset control limits, classify the risk levels of each key control node according to the degree of exceeding the limits, and form a risk list. S5. For the L-shaped irregular steel corridor connection parts involved in the risk list, the connection parameters are defined as design variables. Under the premise of meeting the engineering constraints, a collaborative optimization model of the connection parameters is constructed to obtain the candidate connection parameter combinations. S6. Substitute the candidate connection parameter combination back into the assembly-level overall model, perform response verification on the current key control node and its subsequent key control nodes, and form a construction release judgment or perform connection parameter adjustment and working condition rollback based on the verification results.

2. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, Temporary components include one or more combinations of basement roof slab backfill components, full-span support frames, lifting gantry frames, hydraulic lifters, temporary corbels, and temporary support structures.

3. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, The representative deformation of the main structure includes one or more of the following: displacement components of selected measuring points of the main structure, rotational components of components or nodes, and relative deformation between adjacent structural segments. The representative deformation was selected from the sensitive parts of the adjacent L-shaped steel corridor turning area, corridor support area, construction closure area, and the connection path between the main structure and the corridor. The response-sensitive parts are those that are representative of the key responses of the main structure to displacement, rotation, relative deformation, or auxiliary components.

4. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, Key response indicators for the L-shaped steel connecting corridor's auxiliary structures and their connections include one or more of the following: stress, deflection, deformation at the edge of the node plate hole, slippage of the connector, support reaction force, and local stability criteria.

5. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, The mapping relationship between the deformation vector of the main structure and the key response indicators of the L-shaped irregular steel corridor auxiliary structure is established through numerical calculation model, response surface model or surrogate model.

6. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, When a monitoring device is installed at the construction site to obtain the displacement, rotation, relative deformation of the main structure or the response of auxiliary components, and the monitoring device is able to output monitoring data corresponding to key construction condition nodes, the model parameters in the mapping relationship are corrected using the monitoring data to reduce the systematic deviation between the model prediction results and the actual on-site measurement results.

7. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, Connection parameters include one or more of the following: connection equivalent stiffness, preload, sliding clearance, damping, coefficient of friction, and limit stroke.

8. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, Based on structural dimensions, machining accuracy, assembly tolerance, and construction accessibility, value ranges and engineering constraints are set for connection parameters to ensure that the optimization results are feasible for construction.

9. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, The collaborative optimization model for connection parameters aims to reduce the over-limit response of the L-shaped irregular steel corridor auxiliary structure, while also taking into account the adjustment amount of connection parameters and the response sensitivity of key locations.

10. The method for evaluating the construction state response and optimizing connection parameters of an L-shaped irregular steel corridor based on the deformation vector of the main structure according to claim 1, characterized in that, When making a construction release decision, if the response review results do not meet the control limits and risk classification requirements, a work condition rollback strategy of maintaining temporary support, delaying unloading, or adjusting connection parameters shall be implemented.

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