A comprehensive pipe gallery foundation pit all-steel combined support construction method, system and equipment

Abstract

The application relates to a comprehensive pipe gallery foundation pit full-steel combined support construction method, system and equipment, and belongs to the technical field of comprehensive pipe gallery construction, which comprises the following steps: acquiring geometric parameters, geological parameters, hydrological parameters, environmental load quantitative parameters and construction condition quantitative parameters of a foundation pit; inputting the acquired parameters into a full-steel support component library for matching to generate a support combination scheme set; calculating the corresponding approaching value according to the Euclidean distance between each scheme in the scheme set and an ideal optimal solution and an ideal worst solution, and selecting the scheme with the maximum value as the final support scheme; establishing a three-dimensional model of the final support scheme and carrying out excavation simulation, extracting prediction data according to the simulation result; acquiring actual values during actual excavation, and calculating the difference rate of the actual values and corresponding prediction values; when the difference rate is abnormal, executing corresponding alarm actions according to the abnormal level, and calling corresponding preplan measures. The application has the beneficial effect of improving the adaptability of the support mode to geological conditions.

Description

Technical Field

[0001] This application relates to the technical field of integrated utility tunnel construction, and in particular to a construction method, system and equipment for all-steel composite support of integrated utility tunnel foundation pit. Background Technology

[0002] With the accelerating pace of urbanization, the development and utilization of urban underground space is becoming increasingly important. Integrated utility tunnels, as a crucial component of urban infrastructure, effectively integrate various municipal pipelines such as electricity, communications, gas, and water supply, improving urban space utilization and ensuring the safety and stability of urban operations. However, the construction of integrated utility tunnel foundation pits faces numerous challenges, including complex geological conditions, hydrological factors, and the surrounding environment. The stability and safety of the foundation pit support directly affect the quality and progress of the entire integrated utility tunnel project. Therefore, selecting appropriate foundation pit support construction methods is of paramount importance.

[0003] Currently, a common technical solution in the construction of integrated utility tunnel foundation pit support is the use of reinforced concrete piles combined with internal bracing. This method first involves drilling and pouring reinforced concrete piles around the perimeter of the foundation pit according to design requirements, forming a pile-row support structure to resist earth pressure on the pit's sidewalls. Then, a capping beam is installed at the top of the piles to connect them into a unified structure, enhancing the integrity and stability of the support structure. Simultaneously, depending on the depth and scale of the foundation pit, horizontal internal bracing, such as steel or concrete bracing, is installed inside the pit to further constrain the deformation of the support piles and ensure the stability of the foundation pit. During construction, earthwork excavation is carried out in layers and sections, with internal bracing installed promptly after each excavation depth to ensure the stress balance of the support structure.

[0004] However, this support method is not well adapted to geological conditions. Under some complex geological conditions, such as soft soil layers and sand layers, the support effect may be unsatisfactory, and problems such as excessive deformation of the pit sidewalls and surface settlement may easily occur, threatening the safety of surrounding buildings and underground pipelines. Summary of the Invention

[0005] To improve the adaptability of support methods to geological conditions, this application provides a construction method, system and equipment for all-steel composite support of integrated utility tunnel foundation pit.

[0006] Firstly, this application provides a construction method for all-steel composite support of a utility tunnel foundation pit, employing the following technical solution: A construction method for an all-steel composite support system for a utility tunnel foundation pit includes: Obtain the geometric parameters, geological parameters, hydrological parameters, environmental load quantitative parameters, and construction condition quantitative parameters of the excavated foundation pit; The acquired parameters are input into the all-steel support component library for matching, generating a set of all technically feasible support combination schemes; The proximity value of each scheme is calculated based on the Euclidean distance between each scheme in the set of support combination schemes and the ideal optimal solution and the ideal worst solution, and the scheme with the largest proximity value is selected as the final support scheme. The combined support system in the final support scheme is equivalent to a support wall, and the equivalent thickness is determined. A three-dimensional model is established, which includes real soil layers, equivalent retaining walls, supporting members, and step-by-step excavation conditions. Excavation simulation is performed in the three-dimensional model. Based on the interaction between soil and wall at each excavation step, prediction data is extracted. The prediction data includes the maximum lateral displacement value of the equivalent retaining wall, the axial force value of the equivalent retaining wall, and the ground settlement value. During actual excavation, the actual horizontal displacement, actual axial force of the combined support, and actual surface settlement are obtained, and the difference rate between the actual values ​​and the corresponding predicted values ​​is calculated. When the difference rate is abnormal, the corresponding alarm action is executed according to the abnormality level, and the corresponding contingency plan measures are invoked.

[0007] By adopting the above technical solution, the geometric, geological, hydrological, environmental load, and construction condition parameters of the excavated foundation pit are obtained and input into the all-steel support component library for matching, generating a set of support combination schemes. This fully considers the actual situation of the foundation pit and various influencing factors, enabling the direct selection of feasible schemes from a technical perspective, ensuring the adaptability of the support scheme to specific engineering conditions. Based on the Euclidean distance calculation between the scheme and the ideal optimal and worst-case solutions, the scheme with the largest proximity value is selected as the final support scheme. This allows for the selection of the most suitable scheme from numerous feasible options, improving the quality and reliability of the support scheme, avoiding unreasonable selections due to human factors, and enhancing the adaptability of the support method to geological conditions. By establishing a three-dimensional model and extracting predictive data, countermeasures can be formulated in advance to reduce construction risks. During actual excavation, comparing the actual monitoring values ​​with the corresponding predicted values ​​allows for timely detection of deviations between the actual situation and the predictions, providing a basis for dynamic adjustments during the construction process. When the difference rate is abnormal, the corresponding alarm action is executed according to the abnormality level, and the contingency plan measures are invoked. This enables timely response to abnormal situations during construction, effectively preventing accidents and ensuring construction safety and project quality. By controlling the entire process of the integrated utility tunnel foundation pit support construction, the safety, reliability, and efficiency of construction are improved, while construction risks and costs are reduced.

[0008] Optionally, the step of calculating the proximity value corresponding to each solution based on the Euclidean distance between each solution in the solution set and the ideal optimal and ideal worst solutions specifically includes: Each solution in the proposed solution set is evaluated across four dimensions: safety, economy, schedule, and environmental friendliness. The ideal optimal solution is obtained by summing the maximum scores for each dimension, and the ideal worst solution is obtained by summing the minimum scores for each dimension. Calculate the Euclidean distance from each solution to the understood optimal solution and the ideal worst solution; Calculate the corresponding proximity value based on the optimal and worst Euclidean distances for each scheme.

[0009] By adopting the above technical solutions, the safety dimension score ensures the safety of personnel and the surrounding environment during construction, which is the foundation for the smooth progress of the project; the economic dimension consideration helps control costs and improve the economic benefits of the project; the schedule dimension assessment enables reasonable arrangement of construction progress, avoiding additional costs and impacts caused by delays; and the green dimension score reflects the emphasis on environmental protection and sustainable development, which is in line with the development trend of modern engineering construction. Through the comprehensive scoring of these four dimensions, the merits of each solution can be evaluated more comprehensively and objectively. The ideal optimal solution represents the ideal state that achieves the best performance in all dimensions, while the ideal worst solution represents the worst situation. By calculating the Euclidean distance, the comprehensive performance of each solution can be presented in a quantitative form, making the comparison between different solutions more intuitive and accurate. The proximity value comprehensively reflects the degree to which each solution is close to the ideal optimal solution; the larger the proximity value, the closer the solution is to the ideal optimal solution, which means that the solution is better in terms of comprehensive performance. By selecting the scheme with the largest approximation value as the final support scheme, it is possible to ensure that the selected scheme has a good balance and performance in multiple dimensions such as safety, economy, construction period and environmental protection, thereby improving the overall quality and efficiency of the integrated utility tunnel foundation pit support construction.

[0010] Optionally, the specific steps for calculating the corresponding proximity value based on the optimal and worst Euclidean distances for each scheme are as follows: The optimal and worst Euclidean distances for each scheme are input into a pre-built empirical formula for proximity, and the corresponding proximity values ​​are output.

[0011] Optionally, the specific steps for equating the combined support system in the final support scheme to a support wall and determining the equivalent thickness include: Calculate the moment of inertia of a single pile about its own centroidal axis in the combined support system, and determine the moment of inertia of the entire combined section about the overall centroidal axis according to the parallel axis shifting theorem; The combined support system is equivalent to a support wall, and the equivalent thickness is determined based on the overall moment of inertia.

[0012] By adopting the above technical solution, the moment of inertia, a crucial mechanical indicator for measuring an object's resistance to rotation, is used. The moment of inertia of a single pile reflects its ability to resist bending deformation. The moment of inertia of the entire composite section about the overall centroidal axis, calculated using the parallel axis shifting theorem, comprehensively considers the positional relationships and interactions between the individual piles, revealing the system's deformation characteristics and bearing capacity under stress. In practical engineering, the structural forms of composite support systems are often quite complex, making direct mechanical analysis and design challenging. However, by equating it to a support wall, a relatively simple wall mechanics model can be used for analysis, significantly reducing computational complexity and improving efficiency. This not only enhances the accuracy and reliability of the mechanical performance analysis of composite support systems but also simplifies the calculation and operational difficulties in engineering design and construction.

[0013] Optionally, the steps for determining the equivalent thickness based on the overall moment of inertia are as follows: Obtain the longitudinal length of the combined support system, the elastic modulus of the concrete, and the elastic modulus of the steel; The equivalent simplified model is constructed by inputting the acquired data and the overall moment of inertia, and the equivalent thickness is output.

[0014] Optionally, the construction method for the all-steel composite support of the integrated utility tunnel foundation pit further includes: After the excavation is completed, when removing the support piles, the pile removal speed should be matched with the grouting pressure and grouting volume. The extracted steel components are cleaned, straightened, and repaired for corrosion protection. After passing the inspection, they are entered into the reusable component library, and their usage history, current status, and remaining lifespan are recorded.

[0015] By adopting the above technical solution, if the pile extraction speed is too fast while the grouting pressure and volume are insufficient, the gaps left after the pile is pulled out cannot be filled in time, leading to a loss of support for the surrounding soil and causing soil collapse and deformation, which may damage surrounding buildings, underground pipelines, etc. Conversely, if the pile extraction speed is too slow while the grouting pressure and volume are too high, it may cause excessive compression of the soil, which will also have an adverse impact on the surrounding environment. By controlling the matching of the pile extraction speed with the grouting pressure and volume, the gaps left after the pile is pulled out can be filled in a timely and uniform manner, effectively reducing soil deformation and displacement and ensuring the stability of the surrounding environment of the foundation pit. The extracted steel components are cleaned, straightened, and repaired with anti-corrosion measures. After passing inspection, they are entered into the reusable component library, recording their usage history, current status, and remaining lifespan, thus achieving efficient utilization and management of resources.

[0016] Optionally, the construction method for the all-steel composite support of the integrated utility tunnel foundation pit further includes: After construction is completed, collect the process parameters and handling procedures that have been verified and effective during the implementation of this project, including actual monitoring data, difference rate analysis results, implementation effect of contingency measures and component turnover records; Based on the collected data, identify and extract key success experiences; Based on the key success experiences described, revision suggestions were generated for the built-in all-steel composite support design and construction guidelines, including the addition or optimization of relevant chapters.

[0017] By adopting the above technical solutions and generating revision suggestions for the built-in all-steel composite support design and construction guidelines based on key success experiences, successful experiences from projects can be incorporated into the revision suggestions, and the guidelines can be updated in a timely manner. This will improve the guidance basis, better ensure construction quality and safety, improve construction efficiency, and reduce costs.

[0018] Secondly, this application provides a construction system for all-steel composite support of integrated utility tunnel foundation pits, which adopts the following technical solution: A construction system for an all-steel composite support for a utility tunnel foundation pit includes: The parameter acquisition module is used to acquire the geometric parameters, geological parameters, hydrological parameters, environmental load quantification parameters, and construction condition quantification parameters of the excavated foundation pit; The support scheme screening module is used to input the acquired parameters into the all-steel support component library for matching and to generate a set of all technically feasible support combination schemes. The data processing module is used to calculate the proximity value corresponding to each scheme based on the Euclidean distance between each scheme in the set of support combination schemes and the ideal optimal solution and the ideal worst solution; the support scheme screening module is used to select the scheme with the largest proximity value as the final support scheme; the data processing module is also used to convert the combined support system in the final support scheme into an equivalent support wall and determine the equivalent thickness; The model simulation module is used to build a three-dimensional model that includes real soil layers, equivalent retaining walls, support rods, and step-by-step excavation conditions, and to perform excavation simulation in the three-dimensional model. Based on the interaction between the soil and the wall at each step of excavation, prediction data is extracted. The prediction data includes the maximum lateral displacement value of the equivalent retaining wall, the axial force value of the support of the equivalent retaining wall, and the ground settlement value. During actual excavation, the parameter acquisition module is used to acquire the actual horizontal displacement, actual axial force value of the combined support, and actual surface settlement value; the data processing module is used to calculate the difference rate between the actual values ​​and the corresponding predicted values. The post-processing module is used to execute corresponding alarm actions and invoke corresponding contingency measures when the difference rate is abnormal, based on the abnormality level.

[0019] Thirdly, this application provides a computer device that adopts the following technical solution: A computer device includes a memory, a processor, and a computer program stored in the memory, wherein the processor executes the computer program to implement the all-steel composite support construction method for integrated utility tunnel foundation pits as described in the first aspect.

[0020] In summary, this application includes at least one of the following beneficial technical effects: By acquiring the geometric, geological, hydrological, environmental load, and construction condition parameters of the excavated foundation pit and inputting them into a library of all-steel support components for matching, a set of support combination schemes is generated. This fully considers the actual conditions of the foundation pit and various influencing factors, enabling the direct selection of feasible schemes from a technical perspective and ensuring the adaptability of the support scheme to specific engineering conditions. Based on the Euclidean distance between the scheme and the ideal optimal and worst-case solutions, the closest value is calculated, and the scheme with the largest closeness value is selected as the final support scheme. This allows for the selection of the most suitable scheme from numerous feasible options, improving the quality and reliability of the support scheme, avoiding unreasonable selections due to human factors, and enhancing the adaptability of the support method to geological conditions. By establishing a three-dimensional model and extracting predictive data, countermeasures can be formulated in advance to reduce construction risks. During actual excavation, comparing actual monitoring values ​​with corresponding predicted values ​​allows for timely detection of deviations between the actual situation and the predictions, providing a basis for dynamic adjustments during the construction process. When the difference rate is abnormal, the corresponding alarm action is executed according to the abnormality level, and the contingency plan measures are invoked. This enables timely response to abnormal situations during construction, effectively preventing accidents and ensuring construction safety and project quality. By controlling the entire process of the integrated utility tunnel foundation pit support construction, the safety, reliability, and efficiency of construction are improved, while construction risks and costs are reduced. Attached Figure Description

[0021] Figure 1 This is a first flowchart of an embodiment of the method of this application; Figure 2 This is a second flowchart of an embodiment of the method of this application; Figure 3 This is the third flowchart of an embodiment of the method of this application. Detailed Implementation

[0022] To make the purpose, technical solution, and advantages of this application clearer, the following description is provided in conjunction with the appendix. Figures 1-3 The present application will be further described in detail below with reference to embodiments. It should be understood that the specific embodiments described herein are for illustrative purposes only and are not intended to limit the scope of the application.

[0023] The first embodiment of this application discloses a construction method for an all-steel composite support system for a utility tunnel foundation pit. (Refer to...) Figure 1 The construction method includes S110-S170: S110, obtain the geometric parameters, geological parameters, hydrological parameters, environmental load quantitative parameters, and construction condition quantitative parameters of the excavated foundation pit; S120: Input the acquired parameters into the all-steel support component library for matching, and generate a set of all technically feasible support combination schemes; S130, calculate the proximity value of each scheme based on the Euclidean distance between each scheme in the support combination scheme set and the ideal optimal solution and the ideal worst solution, and select the scheme with the largest proximity value as the final support scheme; S140, the combined support system in the final support scheme is equivalent to a support wall, and the equivalent thickness is determined; S150, establish a three-dimensional model including real soil layers, equivalent retaining walls, support rods and step excavation conditions, and perform excavation simulation in the three-dimensional model. Based on the interaction between soil and wall during each excavation step, extract prediction data, including the maximum lateral displacement value of the equivalent retaining wall, the axial force value of the support of the equivalent retaining wall and the ground settlement value. S160, during actual excavation, obtain the actual horizontal displacement, actual axial force value of the combined support, and actual surface settlement value, and calculate the difference rate between the actual value and the corresponding predicted value; S170: When the difference rate is abnormal, execute the corresponding alarm action according to the abnormality level and call the corresponding contingency plan measures.

[0024] Specifically, for S110, laser scanners can be used to measure the geometric dimensions of the foundation pit, including depth, width, and slope; geological drilling equipment such as hydraulic core drilling rigs can be used to obtain geological parameters such as soil type, density, and shear strength; hydrological parameters such as water level changes and permeability coefficients can be recorded in real time through deployed groundwater monitoring wells and pressure sensors; environmental load quantification parameters such as loads from nearby buildings and traffic vibrations can be collected using dynamic strain gauges and acceleration sensors; construction condition quantification parameters such as equipment availability and construction space constraints can be collected through on-site surveys or manual input; and all collected data can be stored in a cloud platform database.

[0025] For S120, the all-steel support component library stores the specifications, strengths, and connection methods of various steel piles, such as H-beams or steel pipe piles. After inputting the parameters for S110, the built-in search engine uses multi-objective optimization algorithms, such as genetic algorithms, to filter out solutions that meet safety, economic, and construction constraints, for example, excluding options with mismatched geological parameters or excessive environmental loads. The matching process runs on a cloud platform, merging the initially selected combined support solutions into a solution set. Each solution in the set includes pile type, spacing, and support configuration to ensure technical feasibility.

[0026] Reference Figure 2S130, the step of calculating the proximity value corresponding to each solution based on the Euclidean distance between each solution in the solution set and the ideal optimal and ideal worst solutions specifically includes S210-S240: S210 evaluates each solution in the solution set in four dimensions: safety, economy, schedule, and greenness. S220: Filter the maximum score of each dimension and sum them to obtain the ideal optimal solution, and filter the minimum score of each dimension and sum them to obtain the ideal worst solution. S230, calculate the Euclidean distance of each solution to the understood optimal solution and the ideal worst solution respectively; S240, calculate the corresponding proximity value based on the optimal and worst Euclidean distances for each scheme.

[0027] The specific steps of S240 are as follows: input the optimal and worst Euclidean distances of each scheme into the pre-constructed proximity empirical formula, and output the corresponding proximity values; the proximity empirical formula... , where i represents the i-th option. This represents the closest approximation value of the i-th solution. This represents the worst distance for the i-th solution. Let represent the optimal distance for the i-th solution.

[0028] Specifically, the safety dimension is verified by finite element method to check the overturning resistance coefficient and overall stability score; the economic dimension is priced comprehensively based on material costs, rental fees, and labor consumption; the construction period dimension assesses the component assembly efficiency; the green dimension calculates carbon emissions and component reuse rate; the score results of each dimension are normalized to 0-1 points.

[0029] The program automatically scans the solution set, identifies the highest and lowest scores in each dimension, and then sums them to form the ideal optimal solution (the total score under the best state in all dimensions) and the ideal worst solution (the total score under the worst state in all dimensions).

[0030] Then, the four-dimensional score of each solution is treated as a coordinate point, with the ideal optimal solution and the ideal worst solution as reference points. The formula is as follows: , The sum represents the summation over the four dimensions; this process uses a script to batch process the set of solutions, thereby calculating the optimal and worst distances for each solution.

[0031] Then, the optimal and worst Euclidean distances for each scheme are input into a pre-built empirical formula for proximity, and the corresponding proximity value is output. The higher the proximity value, the better the overall performance of the scheme.

[0032] S140, the specific steps for equating the combined support system in the final support scheme to a support wall and determining the equivalent thickness include: Calculate the moment of inertia of a single pile about its own centroidal axis in the combined support system, and determine the moment of inertia of the entire combined section about the overall centroidal axis according to the parallel axis shifting theorem; The combined support system is equivalent to a support wall, and the equivalent thickness is determined based on the overall moment of inertia.

[0033] The specific steps for determining the equivalent thickness based on the overall moment of inertia are as follows: Obtain the longitudinal length of the combined support system, the elastic modulus of the concrete, and the elastic modulus of the steel; input the obtained data and the overall moment of inertia into the constructed equivalent simplified model, and output the equivalent thickness; the equivalent simplified model is as follows: The elastic modulus of steel. For the overall moment of inertia, The longitudinal length of the combined support system, This refers to the elastic modulus of concrete. This is the equivalent thickness.

[0034] Specifically, after determining the final support scheme, the moment of inertia of each pile about its own centroidal axis in the combined support system of the final support scheme is calculated. Let b represent the cross-sectional width of a single steel pile, and h represent the cross-sectional height of a single steel column. Then, the parallel axis shifting theorem is applied for system integration: the resultant moment of inertia of all piles about the overall centroidal axis of the composite section is calculated. Where I is the moment of inertia of a single pile, A is the cross-sectional area of ​​a single pile, and d is the distance from the centroid of the single pile to the centroidal axis of the whole.

[0035] Three key parameters are extracted from the engineering database: the longitudinal unit length of the combined support system is usually taken as the center-to-center distance between adjacent piles; the elastic modulus of steel is the standard value obtained by axial tensile testing of on-site steel component samples using a universal testing machine; and the elastic modulus of concrete is used as an equivalent reference value, determined by compression testing of on-site core samples. The acquired data are input into the equivalent simplified model to calculate the equivalent thickness.

[0036] For S150, specifically, a three-dimensional soil model constructed based on the parameters in S110 is first imported, and the equivalent thickness is assigned to the retaining wall units. Simultaneously, internal support components such as steel walers and diagonal braces are configured. The excavation condition is designed for layered operations, with the excavation depth of each step strictly controlled within 2 meters. The "soil-structure interaction" calculation module is activated, and predicted data is output. The predicted data includes: extracting the maximum lateral displacement value of the wall through displacement cloud maps, calculating the axial force of the supports based on the integral of nodal reaction forces, and generating settlement contour lines at virtual surface grid points.

[0037] For S160, during the actual excavation process, inclinometers were installed at key locations on the support structure to monitor horizontal displacement, strain gauges were welded to the ends of the supports to collect axial force changes, and surface settlement was monitored using a total station with monitoring points arranged in a 20m×20m grid. Then, the difference rate between the measured value and the corresponding predicted value was calculated according to the difference rate formula |(actual value - predicted value) / predicted value| × 100%.

[0038] For S170, for example, when the difference rate is ≤10%, a yellow alert is activated, a text message is sent to the project manager, and the monitoring frequency is increased to once per hour; when the difference rate is 10%~20%, an orange alert is triggered, and the contingency plan library is automatically retrieved to implement reinforcement measures, such as adding φ609 temporary diagonal bracing, tensioning the prestressed anchor cables to 120% of the design value, or implementing 0.5MPa pressure grouting; when the difference rate is >20%, a red response is activated, excavation is immediately stopped, an expert assessment meeting is held, and sonic CT scanning is initiated simultaneously to investigate structural damage.

[0039] Furthermore, the construction method for the all-steel composite support of the integrated utility tunnel foundation pit also includes: After the excavation is completed, when removing the support piles, the pile removal speed should be matched with the grouting pressure and grouting volume. The extracted steel components are cleaned, straightened, and repaired for corrosion protection. After passing the inspection, they are entered into the reusable component library, and their usage history, current status, and remaining lifespan are recorded.

[0040] Specifically, during the removal of the support piles, a "slow extraction and uniform injection" strategy was adopted to control soil backfilling. A hydraulic pile extractor was used to adjust the extraction rate, maintaining it within the range of 0.5~1.0 m / min to avoid soil disturbance caused by speed fluctuations. Cement-water glass dual-liquid grout (mixture ratio of cement:water glass = 1:0.6~0.8, water-cement ratio 0.4) was injected through multi-point annular grouting pipes pre-embedded around the piles. The grouting pressure was automatically fed back to the control terminal by a pressure sensor and maintained within the range of 0.3~0.6 MPa. The grouting volume was dynamically calculated based on geological exploration data to ensure that 120%~150% of the void volume around the pile was compensated. During construction, flow meters and pressure gauges were used for real-time data recording. A void scan was performed every 1 meter of pile extraction, and the data was uploaded to the project management platform via a wireless transmission system to adjust grouting parameters in a timely manner and prevent ground settlement or void collapse.

[0041] After pile extraction, the recovered steel components undergo comprehensive post-processing. Specifically, high-pressure water guns and wire brushes are used to thoroughly remove surface dirt, welding slag, and residual old coatings, ensuring the component surface is clean and free of corrosion. Then, a hydraulic straightening machine is used to correct bending deformation and perform straightness testing, ensuring the deformation does not exceed 0.1% of the component length. Next, anti-corrosion repair is performed, using sandblasting to expose the metal substrate, followed by a uniform application of epoxy zinc-rich primer, and finally, a polyurethane topcoat to enhance weather resistance after drying. After repair, the components undergo ultrasonic flaw detection and random mechanical property testing. Those that pass are entered into the "Turned-in Components Library" information system. This system integrates IoT technology to automatically collect and record the component's current usage location (e.g., pit number), cumulative service count, remaining fatigue life (assessed based on Miner's linear damage accumulation theory), and next maintenance cycle (preset to 6 months after each service cycle). All data can be tracked via QR code tags.

[0042] Reference Figure 3 The construction method for all-steel composite support of integrated utility tunnel foundation pits also includes S310-S330: S310. After construction is completed, collect the process parameters and handling procedures that have been verified and effective during the implementation of this project, including actual monitoring data, difference rate analysis results, implementation effect of contingency measures and component turnover records. S320 identifies and extracts key success factors based on collected data; S330 generates revision suggestions for the built-in all-steel composite support design and construction guidelines based on key success experiences. The revision suggestions include adding or optimizing relevant chapters.

[0043] Specifically, after construction, the system systematically collected verified process parameters, handling procedure execution records, variation rate evolution patterns, and component turnover archives for this project. Process parameters included optimal support prestressing, reasonable excavation step length, and optimal grouting mix ratio. Handling procedure execution records included emergency response timeliness and correction effectiveness. Through the analysis of this high-quality data, key success factors influencing success or failure were identified, such as "using a combination of double-row H-beams and prestressed anchor cables in soft clay layers significantly reduces lateral displacement" and "surface settlement is minimized when synchronous grouting pressure is controlled at 0.45 MPa." Then, an expert system, combined with machine learning cluster analysis, automatically generated a revision suggestion report for the "Design and Construction Guidelines for All-Steel Composite Support." For example, the content included new chapters such as "Key Points of Pile Extraction Control Technology under High Water Pressure Environment," optimized existing clauses such as "Increasing the green dimension scoring weight from 15% to 25% to strengthen sustainability orientation," and included typical cases in the appendix for engineering reference.

[0044] Based on the above method embodiments, the second embodiment of this application discloses a construction system for all-steel composite support of integrated utility tunnel foundation pits. The construction system for all-steel composite support of integrated utility tunnel foundation pits in this embodiment can implement any of the above-mentioned methods for construction of all-steel composite support of integrated utility tunnel foundation pits, and the specific working process of each module in the construction system can be referred to the corresponding process in the above method embodiments.

[0045] For ease of understanding, an example is as follows: A construction system for an all-steel composite support for a utility tunnel foundation pit includes: The parameter acquisition module is used to acquire the geometric parameters, geological parameters, hydrological parameters, environmental load quantification parameters, and construction condition quantification parameters of the excavated foundation pit; The support scheme screening module is used to input the acquired parameters into the all-steel support component library for matching and to generate a set of all technically feasible support combination schemes. The data processing module is used to calculate the proximity value of each scheme based on the Euclidean distance between each scheme in the support combination scheme set and the ideal optimal solution and the ideal worst solution; the support scheme screening module is used to select the scheme with the largest proximity value as the final support scheme; the data processing module is also used to convert the combined support system in the final support scheme into an equivalent support wall and determine the equivalent thickness. The model simulation module is used to build a three-dimensional model that includes real soil layers, equivalent retaining walls, support rods, and step-by-step excavation conditions, and to perform excavation simulation in the three-dimensional model. Based on the interaction between the soil and the wall at each step of excavation, the module extracts prediction data, including the maximum lateral displacement value of the equivalent retaining wall, the axial force value of the support of the equivalent retaining wall, and the ground settlement value. During actual excavation, the parameter acquisition module is used to obtain the actual horizontal displacement, actual support axial force, and actual surface settlement of the combined support; the data processing module is used to calculate the difference rate between the actual values ​​and the corresponding predicted values. The post-processing module is used to execute corresponding alarm actions and invoke corresponding contingency measures based on the level of abnormality when the difference rate is abnormal.

[0046] The third embodiment of this application provides a computer device, which may include a memory, a processor, and a computer program stored in the memory. The processor executes the computer program to realize the construction method of all-steel composite support for integrated utility tunnel foundation pit.

[0047] The memory can communicate with the processor via a communication bus, which can be an address bus, a data bus, a control bus, etc.

[0048] Additionally, the memory may include random access memory (RAM) or non-volatile memory (NVM), such as at least one disk storage device.

[0049] Furthermore, the processor can be a general-purpose processor, including a central processing unit (CPU), a network processor (NP), etc.; it can also be a digital signal processor (DSP), an application-specific integrated circuit (ASIC), a field-programmable gate array (FPGA), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc.

[0050] Although this application has been described herein in conjunction with various embodiments, those skilled in the art, by reviewing the accompanying drawings, disclosure, and appended claims, will understand and implement other variations of the disclosed embodiments in carrying out the claimed application. In the claims, the word "comprising" does not exclude other components or steps, and "a" or "an" does not exclude a plurality. A single processor or other unit can implement several functions listed in the claims. While different dependent claims may recite certain measures, this does not mean that these measures cannot be combined to produce a good effect.

[0051] The above are all preferred embodiments of this application and are not intended to limit the scope of protection of this application. Any feature disclosed in this specification (including the abstract and drawings) may be replaced by other equivalent or similar features unless specifically stated otherwise. That is, unless specifically stated otherwise, each feature is only one example of a series of equivalent or similar features.

Claims

1. A construction method for an all-steel composite support system for a utility tunnel foundation pit, characterized in that, include: Obtain the geometric parameters, geological parameters, hydrological parameters, environmental load quantitative parameters, and construction condition quantitative parameters of the excavated foundation pit; The acquired parameters are input into the all-steel support component library for matching, generating a set of all technically feasible support combination schemes; The proximity value of each scheme is calculated based on the Euclidean distance between each scheme in the set of support combination schemes and the ideal optimal solution and the ideal worst solution, and the scheme with the largest proximity value is selected as the final support scheme. The combined support system in the final support scheme is equivalent to a support wall, and the equivalent thickness is determined. A three-dimensional model is established, which includes real soil layers, equivalent retaining walls, supporting members, and step-by-step excavation conditions. Excavation simulation is performed in the three-dimensional model. Based on the interaction between soil and wall at each excavation step, prediction data is extracted. The prediction data includes the maximum lateral displacement value of the equivalent retaining wall, the axial force value of the equivalent retaining wall, and the ground settlement value. During actual excavation, the actual horizontal displacement, actual axial force of the combined support, and actual surface settlement are obtained, and the difference rate between the actual values ​​and the corresponding predicted values ​​is calculated. When the difference rate is abnormal, the corresponding alarm action is executed according to the abnormality level, and the corresponding contingency plan measures are invoked.

2. The construction method for all-steel composite support of a comprehensive utility tunnel foundation pit according to claim 1, characterized in that, The steps for calculating the proximity value for each solution based on the Euclidean distance between each solution in the set of solutions and the ideal optimal and ideal worst solutions specifically include: Each solution in the proposed solution set is evaluated across four dimensions: safety, economy, schedule, and environmental friendliness. The ideal optimal solution is obtained by summing the maximum scores for each dimension, and the ideal worst solution is obtained by summing the minimum scores for each dimension. Calculate the Euclidean distance from each solution to the understood optimal solution and the ideal worst solution; Calculate the corresponding proximity value based on the optimal and worst Euclidean distances for each scheme.

3. The construction method for all-steel composite support of a comprehensive utility tunnel foundation pit according to claim 2, characterized in that, The specific steps for calculating the corresponding proximity value based on the optimal and worst Euclidean distances for each scheme are as follows: The optimal and worst Euclidean distances for each scheme are input into a pre-built empirical formula for proximity, and the corresponding proximity values ​​are output.

4. The construction method for all-steel composite support of a comprehensive utility tunnel foundation pit according to claim 1, characterized in that, The specific steps for equating the combined support system in the final support scheme to a support wall and determining the equivalent thickness include: Calculate the moment of inertia of a single pile about its own centroidal axis in the combined support system, and determine the moment of inertia of the entire combined section about the overall centroidal axis according to the parallel axis shifting theorem; The combined support system is equivalent to a support wall, and the equivalent thickness is determined based on the overall moment of inertia.

5. The construction method for all-steel composite support of a comprehensive utility tunnel foundation pit according to claim 4, characterized in that, The specific steps for determining the equivalent thickness based on the overall moment of inertia are as follows: Obtain the longitudinal length of the combined support system, the elastic modulus of the concrete, and the elastic modulus of the steel; The equivalent simplified model is constructed by inputting the acquired data and the overall moment of inertia, and the equivalent thickness is output.

6. The construction method for all-steel composite support of a comprehensive utility tunnel foundation pit according to claim 1, characterized in that, The construction method for the all-steel composite support of the integrated utility tunnel foundation pit also includes: After the excavation is completed, when removing the support piles, the pile removal speed should be matched with the grouting pressure and grouting volume. The extracted steel components are cleaned, straightened, and repaired for corrosion protection. After passing the inspection, they are entered into the reusable component library, and their usage history, current status, and remaining lifespan are recorded.

7. The construction method for all-steel composite support of a comprehensive utility tunnel foundation pit according to claim 1, characterized in that, The construction method for the all-steel composite support of the integrated utility tunnel foundation pit also includes: After construction is completed, collect the process parameters and handling procedures that have been verified and effective during the implementation of this project, including actual monitoring data, difference rate analysis results, implementation effect of contingency measures and component turnover records; Based on the collected data, identify and extract key success experiences; Based on the key success experiences described, revision suggestions were generated for the built-in all-steel composite support design and construction guidelines, including the addition or optimization of relevant chapters.

8. A construction system for an all-steel composite support for a utility tunnel foundation pit, characterized in that, The method for constructing an all-steel composite support structure for a utility tunnel foundation pit as described in any one of claims 1 to 7 includes: The parameter acquisition module is used to acquire the geometric parameters, geological parameters, hydrological parameters, environmental load quantification parameters, and construction condition quantification parameters of the excavated foundation pit; The support scheme screening module is used to input the acquired parameters into the all-steel support component library for matching and to generate a set of all technically feasible support combination schemes. The data processing module is used to calculate the proximity value corresponding to each scheme based on the Euclidean distance between each scheme in the set of support combination schemes and the ideal optimal solution and the ideal worst solution; the support scheme screening module is used to select the scheme with the largest proximity value as the final support scheme; the data processing module is also used to convert the combined support system in the final support scheme into an equivalent support wall and determine the equivalent thickness; The model simulation module is used to build a three-dimensional model that includes real soil layers, equivalent retaining walls, support rods, and step-by-step excavation conditions, and to perform excavation simulation in the three-dimensional model. Based on the interaction between the soil and the wall at each step of excavation, prediction data is extracted. The prediction data includes the maximum lateral displacement value of the equivalent retaining wall, the axial force value of the support of the equivalent retaining wall, and the ground settlement value. During actual excavation, the parameter acquisition module is used to acquire the actual horizontal displacement, actual axial force value of the combined support, and actual surface settlement value; the data processing module is used to calculate the difference rate between the actual values ​​and the corresponding predicted values. The post-processing module is used to execute corresponding alarm actions and invoke corresponding contingency measures when the difference rate is abnormal, based on the abnormality level.

9. A computer device, characterized in that, It includes a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the all-steel composite support construction method for the integrated utility tunnel foundation pit as described in any one of claims 1 to 7.

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