Construction of a building beam column and laminated board hollow reinforcement integrated construction process

Abstract

The present application relates to the field of building construction technology, specifically to a kind of building joist column and composite board hollow drum reinforcement integrated construction technology. Including the following steps: S1, the influence area of joist column, existing composite floor and surrounding structure are detected, construction parameters are determined based on simulation and collaborative design scheme is formulated, central control platform is established, S2, overall strengthening structure construction is implemented, including vertical load-bearing component reinforcement, beam strengthening structure construction, wall and roof strengthening structure construction, beam end node reinforcement and transfer beam section enlargement reinforcement, full support unloading, plate top reinforcement layer construction and prestressed cable installation, integrated overall strengthening structure is formed, S3, in the hollow drum area of composite board, pre-bury intelligent grouting pipe, S4, install space temporary support system. The beneficial effects of the present application are: the technical problem that the existing technology considers joist column and composite board hollow drum repair as independent process, collaborative deficiency is solved.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to an integrated construction process for reinforcing hollow composite slabs by removing columns from building beams. Background Technology

[0002] In the field of building renovation and reinforcement, beam-supported column removal and repair of hollow areas in existing composite floor slabs are two common and technically complex engineering challenges. Beam-supported column removal involves significant changes to the structural system, and the load path needs to be safely and smoothly transferred to the newly established reinforced structure. The construction process is high-risk and difficult to control. Hollow areas in composite floor slabs affect the integrity, durability and safety of the floor slab, and require effective repair. Currently, the above two types of problems are usually regarded as independent construction links and are handled by step-by-step and separate reinforcement schemes. For example, for floor slab reinforcement, existing technologies often use methods such as opening grooves on the top surface of the floor slab, inserting steel bars and filling them with polymer mortar, as disclosed in the prior art document CN119177787A, to reinforce concrete floor slabs, or to use methods such as perforating and inserting fiber cables in the floor slab and tensioning and anchoring them, as disclosed in the prior art document CN119641127B, to reinforce composite floor slabs. Although these methods can improve the local bearing capacity of the floor slab or solve the problem of hollowness to a certain extent, they do not consider their synergy and adaptability in the complex stress environment of the overall structural modification. The construction of beam-supporting columns will cause the redistribution of internal forces in the structure, which may aggravate the damage to the existing hollow areas of the floor slab or create new weak points. If the floor slab reinforcement is carried out independently of the main structure renovation, it is impossible to provide active and synchronous reinforcement to the floor slab at the critical stage of load transfer, and it is also impossible to assess the true effectiveness of the reinforcement measures under the new stress state of the overall structure. Based on this, the present invention provides an integrated construction process for reinforcing hollow composite slabs and removing columns from building beams to solve the problems mentioned in the background art. Summary of the Invention

[0003] This invention addresses the technical problems existing in the prior art by providing an integrated construction process for reinforcing hollow sections of building beams and columns and composite slabs. This solves the problem that the prior art treats beam and column removal and hollow section repair as independent and separate processes, resulting in poor coordination and weak risk control.

[0004] The technical solution of this invention to solve the above-mentioned technical problems is as follows: An integrated construction process for reinforcing hollow areas of building beams and columns, comprising the following steps: S1. Conduct full-area detection of the area affected by the beam-column pullout, the existing composite floor slab and surrounding structure, determine construction parameters based on simulation, formulate collaborative design schemes, and establish a central control platform; S2. Implement overall reinforced structure construction, including reinforcement of vertical load-bearing components, construction of reinforced beam structure, construction of reinforced wall and roof structure, reinforcement of beam end nodes and reinforcement of transfer beam cross sections, unloading of full-span supports, construction of top slab reinforcement layer and installation of prestressed cables, to form an integrated overall reinforced structure. S3. Pre-embed intelligent grouting conduits in the hollow areas of the composite slab; S4. Temporary support system for installation space; S5. Install sensors in the overall reinforced structure, temporary support system and hollow areas and connect them to the central control platform; S6. A pallet platform is formed using the steel column clamping method, and jacks are installed. The target column load is transferred in stages to the surrounding vertical load-bearing components through the cooperation of the jacks and the temporary support system. S7. Perform layered, segmented, and timed pile breaking on the target column, retaining part of the column core and implementing column breakage and anti-arching pre-arching. After completion, conduct a second full-area inspection. S8. Conduct a graded static loading test on the reinforced structure, and then conduct a third full-area inspection after completion. S9. Restore the structural appearance, conduct acceptance testing based on full-process data, and convert the monitoring system into a long-term health monitoring system.

[0005] As a preferred technical solution of the present invention, the full-domain detection in S1 includes a fusion survey of three-dimensional laser scanning, ultrasonic imaging and infrared thermal imaging; The collaborative design scheme is based on finite element simulation of the entire construction process and covers the overall strengthening structure, selection of replacement beams, hollow reinforcement, monitoring and early warning, unloading parameters and broken column counter-rotation scheme.

[0006] As a preferred technical solution of the present invention, the crossbeam reinforcement structure in S2 includes a combination node of a support beam and a cross beam and a round beam, wherein the cross beam is perpendicularly connected to the crossbeam and the crossbeam has a cross section height of not less than 80% of the crossbeam cross section height; The top reinforcing layer of the plate is formed by opening a sawtooth interface groove, laying a steel mesh, and then filling it with a self-sensing polymer material. The prestressed cables are installed and preloaded based on the stress path determined by simulation.

[0007] As a preferred technical solution of the present invention, the beam end node reinforcement adopts one or more of the following methods: reinforced concrete column cap, steel sleeve, or high-performance composite material. The cross-section of the transfer beam was enlarged and reinforced by embedding steel bars and micro-trusses before pouring concrete.

[0008] As a preferred technical solution of the present invention, the installation of the prestressed cable includes: low-disturbance drilling based on the stress path, applying an initial preload of 10%-15% of the designed tension force after cable threading, and finally performing multi-stage intelligent tensioning and torsion locking.

[0009] As a preferred technical solution of the present invention, the load conversion step in S6 includes: A tray is set up above and below the target column, and multiple synchronous hydraulic jacks are symmetrically arranged. The jacks are controlled to lift the load in stages and the load distribution is dynamically adjusted through a central control platform to achieve a smooth transfer of the load.

[0010] As a preferred technical solution of the present invention, the thickness of each layer in the pile breaking process in S7 is 150-300mm, the segment size is no more than 1.5m, each segment is left to stand for 15-60 minutes after removal, and the structural response is monitored through the central control platform.

[0011] As a preferred technical solution of the present invention, the total load of the loading test in S8 is not less than 110% of the design load, and the load is applied in no less than six levels, with each level held for no less than 30 minutes. The deformation stability is monitored through a central control platform.

[0012] The beneficial effects of this invention are: 1. Addressing the issues of poor coordination and weak risk control in existing technologies that treat beam and column removal and composite slab hollow repair as independent, step-by-step processes, this invention systematically integrates overall structural reinforcement, load path conversion, and floor slab hollow repair through unified preliminary surveying, simulation, and collaborative design. The integrated reinforced structure constructed by this process is not a simple superposition, but rather, under the overall coordination of a central management platform, it enables the replacement beam, surrounding vertical load-bearing components, floor slab reinforcement layer, and pre-inserted gradient stiffness fiber cables to form an organic whole that actively coordinates and links forces throughout the entire construction process and the final stress state. This fundamentally solves the core technical problems of traditional methods, which, due to the fragmentation of processes, cannot provide synchronous reinforcement to the floor slab during the critical stage of load conversion, and cannot assess the true effectiveness of local reinforcement measures in the new stress system of the overall structure.

[0013] 2. The significant advantages of this invention are reflected in its refined process control and multi-system linkage and coordination mechanism. From constructing the overall reinforced structure and arranging temporary supports, to the graded load transfer based on the steel column clamping method, and then to the intelligent pile breaking in layers, segments and time, each link is guided by simulation data and realizes dynamic monitoring and feedback adjustment through a full-domain sensor network and a central control platform. For example, during the load transfer process, the platform can dynamically optimize the output of the jack group according to real-time stress and displacement data to ensure a smooth load transition. When breaking the pile, a part of the column core is retained and combined with the pre-arching of the broken column, active deformation compensation is realized. This closed-loop control that deeply links the reinforcement system, temporary support system, monitoring and early warning system and construction actions realizes risk prediction, process controllability and reliable results, which significantly surpasses the traditional construction mode that relies on experience, with relatively isolated processes and concentrated risks.

[0014] 3. This invention ensures the long-term quality and safety of reinforcement projects through an intelligent sensing and verification system that runs through the entire process. The process not only includes digital simulation and scheme collaboration before construction, but also arranges multiple full-domain tests after key nodes, and finally conducts empirical verification through graded static loading tests with no less than 110% of the design load. What is particularly outstanding is that the intelligent monitoring network deployed during construction can be directly converted into a long-term health monitoring system after completion, realizing the continuity of data and status tracking throughout the entire life cycle from the construction period to the operation and maintenance period. This integrated process based on data, with self-sensing capabilities and focusing on final empirical verification, represents a qualitative leap compared with traditional reinforcement methods in improving structural safety redundancy and ensuring long-term service performance, demonstrating a high degree of creativity and engineering practical value. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the process structure for an integrated construction technology of beam-supported column removal and composite slab hollow reinforcement. Figure 2 This is a system flowchart of the present invention; Figure 3 Scene during on-site construction Figure 1 ; Figure 4 Scene of pre-embedding grouting pipes during on-site construction Figure 2 ; Figure 5 Scene of grouting during on-site construction Figure 3 ; Figure 6 Scene of beam removal and column extraction in the basement space beneath the composite slab during on-site construction. Figure 4 ; Figure 7 The main UI image for the central control platform; Figure 8 This is a screenshot of the UI interface of the monitoring center. Figure 9 This is a screenshot of the UI interface of the data analysis center. Figure 10 This is a UI (User Interface) diagram of the construction management platform; Figure 11 This is a screenshot of the UI interface of the device management platform. Detailed Implementation

[0016] The principles and features of the present invention are described below with reference to the accompanying drawings. The examples given are only for explaining the present invention and are not intended to limit the scope of the present invention.

[0017] The present invention provides the following preferred embodiments, such as Figure 1-11 As shown, an integrated construction process for reinforcing hollow sections of composite slabs and column support beams includes the following steps: S1. Conduct full-area detection of the area affected by the beam-column pullout, the existing composite floor slab and surrounding structure, determine construction parameters based on simulation, formulate collaborative design schemes, and establish a central control platform; The full-domain detection in S1 includes a fusion survey of three-dimensional laser scanning, ultrasonic imaging, and infrared thermal imaging. The collaborative design scheme is based on finite element simulation of the entire construction process and covers the overall strengthening structure, selection of replacement beams, hollow reinforcement, monitoring and early warning, unloading parameters and broken column counter-rotation scheme. By integrating three-dimensional laser scanning, array ultrasonic imaging and infrared thermal imaging survey technology, it is possible to achieve high-precision data acquisition of the entire area affected by beam and column pull-out, existing composite floor slabs and surrounding structures, accurately capture the current status of the structure, including the location of voids, component damage and dimensional deviations, and provide comprehensive and reliable basic data for the construction of digital models. Finite element simulation of the entire construction process based on digital models can predict load transfer paths, potential risk control points, and key construction parameters in advance, avoiding the loopholes in the scheme caused by inaccurate data and insufficient prediction in traditional construction; the overall structural stability coefficient is introduced into the simulation. Conduct an assessment: in For the bearing capacity of the i-th critical component, For load effects, n is the number of critical components. When At that time, the structure is considered safe. In typical engineering cases, simulation calculations yield... It meets the safety threshold.

[0018] Stress concentration factor is used in the node region To take control: when The reinforcement plan was activated immediately. After simulation optimization, the node... It decreased from an initial 2.8 to 1.7.

[0019] The developed collaborative design scheme integrates core elements from multiple dimensions, including overall structural reinforcement, beam selection, and hollow reinforcement, achieving deep connection and parameter matching among various construction stages. At the same time, the establishment of the central control platform provides a core hub for subsequent data collection, analysis, and dynamic control throughout the entire process, ensuring the scientific, targeted, and safe nature of construction from the source and changing the traditional blind construction model of "construction first, adjustment later".

[0020] S2. Implement overall reinforced structure construction, including reinforcement of vertical load-bearing components, construction of reinforced beam structure, construction of reinforced wall and roof structure, reinforcement of beam end nodes and reinforcement of transfer beam cross sections, unloading of full-span supports, construction of top slab reinforcement layer and installation of prestressed cables, to form an integrated overall reinforced structure. The crossbeam reinforcement structure in S2 includes a combination node of a support beam and a cross beam and a round beam, wherein the cross beam is perpendicularly connected to the crossbeam and the cross section height is not less than 80% of the cross section height of the crossbeam; The top reinforcing layer of the plate is formed by opening a sawtooth interface groove, laying a steel mesh, and then filling it with a self-sensing polymer material. The prestressed cables are installed and preloaded based on the stress path determined by simulation.

[0021] The specific steps are as follows: S21. Strengthening of peripheral vertical load-bearing components: Reinforcement of peripheral walls and columns bearing loads by using rebar reinforcement or external steel plate wrapping. S22. Construction of the crossbeam reinforcement structure, which includes the crossbeam reinforcement structure of the crossbeam and crossbeam-round beam combination node. The crossbeam intersects the crossbeam perpendicularly. The crossbeam section height is ≥ 80% of the crossbeam section height. Both ends of the crossbeam and crossbeam are rigidly connected to the surrounding vertical load-bearing components. The circular beam is constructed using an arc-shaped steel frame and low-carbon recycled modified concrete, and is rigidly connected to the cross beam. Precast micro-trusses were implanted in the core area of ​​the node and concrete was poured. The replacement beam is embedded in a prefabricated micro truss; S23. Construction of wall reinforcement structure: Reinforcing bars are installed and densified in the wall area at both ends of the beam. The masonry wall is wrapped with wire mesh and plastered with polymer mortar. High-strength through-wall bolts are installed on the concrete wall and carbon fiber cloth is pasted on them to reliably connect with the beam reinforcement structure. S24. Roof reinforcement structure construction: embed intelligent grouting conduits with built-in sensing modules in the hollow areas of the roof and inject grouting material; add roof cross beams or ring beams, which are rigidly connected to the lower horizontal beam reinforcement structure by welding with embedded steel plates; insert reverse bending rebars at the joint and pour polymer modified material. S25. Strengthen and reinforce the beams by enlarging the beam ends and increasing the cross-section of the transfer beams. The cross-section of the transfer beam was enlarged and reinforced by embedding steel bars and micro-trusses, and pouring new concrete. From strengthening the surrounding vertical load-bearing components to reinforcing the beams, walls, and roof, and then to enlarging and reinforcing the beam end nodes and transfer beam sections, a comprehensive reinforcement system has been formed that integrates vertical, horizontal, node, and overall reinforcement. The components work together to bear the load and are connected layer by layer, effectively improving the overall stiffness and load-bearing capacity of the structure. The rigid connection between the cross beam and the cross beam in the beam-strengthened structure, and the rigid connection between the round beam and the cross beam, combined with the prefabricated micro trusses built into the core area of ​​the node and the supporting beam, significantly enhance the shear and bending resistance of the node, and solve the problem that the node is prone to become a weak point in the stress in traditional reinforcement. The wall reinforcement utilizes targeted techniques such as rebar densification, wire mesh plastering, and carbon fiber cloth bonding to achieve a reliable connection with the beam reinforcement structure, thus preventing the old and new structures from becoming disconnected. The application of reverse-bow rebar and polymer-modified materials in the roof reinforcement structure enhances the continuity of force transmission between the upper and lower structures, and the intelligent grouting conduit with pre-embedded built-in sensing module provides a preliminary guarantee for the treatment of roof hollowing. The diversified reinforcement methods of beam end nodes and transfer beams are adapted to different stress scenarios, ensuring that the structure can stably bear subsequent load transfers. At the same time, the application of low-carbon recycled modified concrete practices the concept of green construction while ensuring structural performance, achieving a unity of structural safety and environmental benefits. S26. Implement full-span support unloading. Install an adjustable steel support system with pressure sensors under the overall reinforced structure and surrounding floor slabs. Through staged unloading, the reinforced area is kept in a low-stress state. S27. Cut sawtooth-shaped interface grooves and form a top reinforcement layer. Cut sawtooth grooves on the top surface of the floor slab above the transfer beam and around it. After laying steel mesh, fill the grooves with self-sensing polymer cement-based material. S28. Pre-threaded gradient stiffness fiber cable: Based on the stress path determined by finite element simulation, a through hole is drilled using a low-disturbance process. The gradient stiffness fiber cable is threaded into the hole and temporarily fixed by applying an initial preload. The gradient stiffness fiber cable is a permanent load-bearing component.

[0022] The installation of the prestressed cable includes: low-disturbance drilling based on the stress path, applying an initial preload of 12% of the design tension after cable threading, and finally performing multi-stage intelligent tensioning and torsion locking. In a preferred embodiment, step S28, the method of pre-threading gradient stiffness fiber cables includes the following steps: S281. Path planning and drilling: Based on the stress path determined by finite element simulation, a drilling machine with an optical positioning guide frame is used for staged drilling. The vibration speed during the drilling process is ≤0.1mm / s, and the extracted core samples are sampled and tested proportionally. S282. Cable installation: After inserting the gradient stiffness fiber cable into the duct, install temporary anchors and apply an initial preload of 12% of the fiber cable's design tension. S283, final tensioning and locking, replacement with permanent anchorage, dynamic control of 4-6 levels of intelligent tensioning by the central control platform, and permanent locking after applying 90°-180° torsion during the last level of load holding; The sawtooth interface grooves opened above and around the transfer beam in the floor slab significantly increase the contact area between the old and new structures. Combined with the steel mesh and self-sensing polymer cement-based material, it not only improves the bonding strength between the top reinforcement layer and the original structure, but also gives the reinforcement layer the ability to sense stress and strain, which can provide real-time feedback on the stress state of the structure. The low-disturbance graded drilling process of gradient stiffness fiber cables can minimize damage to existing structures. The temporary fixing design with 12% initial preload, combined with 4-6 levels of intelligent tensioning and 90°-180° torsional locking in the final load-bearing stage, ensures that the cables can accurately adapt to the stress path determined by finite element simulation. As a permanent load-bearing component, it works in conjunction with the overall reinforced structure, significantly improving the crack resistance and long-term stability of the structure. It realizes integrated reinforcement of unloading, strengthening and prestressing reinforcement, breaking through the limitations of the limited effect of single process in traditional reinforcement. S3. Pre-embed intelligent grouting conduits in the hollow areas of the composite slab; S4. Temporary support system for installation space; S5. Install sensors in the overall reinforced structure, temporary support system and hollow areas and connect them to the central control platform; The intelligent grouting conduit with a built-in sensor module and embedded sensor in the hollow area of ​​the composite slab provides technical support for subsequent precise grouting and real-time monitoring of the grouting effect, avoiding the problems of blind injection and difficulty in verifying the effect of traditional grouting. The construction of the temporary spatial support truss forms a dual guarantee of temporary support system and integrated overall reinforcement structure. During the load transfer and pile breaking construction stages, it can effectively share the structural stress and prevent accidental deformation or instability. Strain, displacement, tilt, and fiber optic grating sensors deployed in the integrated reinforced structure, temporary support system, and hollow areas comprehensively cover key construction areas. After all sensors are connected to the central control platform, real-time data acquisition, transmission, and analysis of the entire construction process are realized. This enables timely detection of minor structural deformations and stress anomalies, providing data support for dynamically adjusting construction parameters and providing early warnings of safety risks. This constructs a closed-loop safety management system that enables early prediction, real-time monitoring, and rapid response, significantly improving the controllability of the construction process. S6. A pallet platform is formed using the steel column clamping method, and jacks are installed. The target column load is transferred in stages to the surrounding vertical load-bearing components through the cooperation of the jacks and the temporary support system. The load transfer step in S6 includes: A tray is set up above and below the target column, and multiple synchronous hydraulic jacks are symmetrically arranged. The jacks are controlled in stages and the load distribution is dynamically adjusted through a central control platform to achieve a smooth load transfer. In a preferred embodiment, step S6 further includes the following sub-steps: S61. Initialization: Below the planned cut-off position of the target column, use double-channel steel or custom steel hoops to tightly hug the column body with high-strength bolts to form a lower tray. Install the upper tray at the corresponding position at the top of the column and the bottom of the beam. Between the upper and lower trays, evenly and symmetrically arrange 5 large-tonnage synchronous hydraulic jacks around the column. Each jack is equipped with a high-precision pressure sensor and displacement sensor. Connect all the control units and sensors of all jacks, as well as the sensors in step S5, to the central control platform. S62. Start: Activate all jacks. The jacks actively lift and gradually unload the target column load. At the same time, the overall reinforced structure and temporary support system passively receive and redistribute the load. The conversion process is divided into multiple levels. Each level plans to transfer 10% of the total design load. The central control platform issues synchronous lifting instructions to the jack group according to the preset logic. During each level of conversion and the load holding stage after conversion, the platform dynamically calculates and optimizes the output distribution and lifting amount of each jack in the next level based on real-time data. In a preferred embodiment, the preset logic is based on finite element simulation results and on-site monitoring data, taking into account factors such as the stress distribution and deformation of the structure, to formulate an optimized scheme for the output distribution and lifting amount of the jacks. When the platform detects that the local stress in the overall reinforced structure is increasing too rapidly or that the temporary support system is under uneven stress, it will automatically adjust the plan to ensure a smooth transition of the load transfer path and avoid stress concentration. The central control platform performs real-time optimization based on the following jack output distribution model:

[0023] in The equivalent stiffness (typical value) of the support point corresponding to the i-th jack ), The deviation between the real-time displacement and the theoretical displacement at this point (monitored value controlled within ±0.5mm), m=5 represents the number of jacks. The platform updates and adjusts the output every 10 seconds.

[0024] Load transfer stability criterion For real-time evaluation:

[0025] when At that time, it was assumed that the load transfer was stable. In actual construction, dynamic adjustments were made. It is always kept below 0.03.

[0026] When monitoring data indicates that the load on the target column has been borne by the reaction force of the jacks, and the stress distribution of key components and temporary support reaction force of the overall reinforced structure is consistent with the finite element simulation prediction, and the structural system deformation is stable, the central control platform instructs all jacks to stop moving and maintain the current pressure, locking the current load state.

[0027] The upper and lower trays, formed by double-channel steel or custom steel hoops, are tightly bound to the column body with high-strength bolts, ensuring the uniform transmission of the jack's lifting force and avoiding damage to the target column caused by local stress concentration. The symmetrical arrangement of five large-tonnage synchronous hydraulic jacks, along with high-precision pressure and displacement sensors, provides hardware support for the synchronous transfer of loads. The tiered load transfer mode led by the central control platform can dynamically optimize the output distribution and lifting amount of the jacks based on real-time monitoring data. When local stress increases too quickly or the force is uneven, the scheme can be automatically adjusted to achieve a smooth transition of the load from the target column to the integrated reinforced structure and surrounding vertical load-bearing components. This solves the problems of structural impact and stress concentration caused by poor synchronization and fixed parameters in traditional load transfer, ensuring the safety and controllability of the load transfer process and laying a stable structural foundation for subsequent pile breaking construction. S7. Perform layered, segmented, and timed pile breaking on the target column, retaining part of the column core and implementing column breakage and anti-arching pre-arching. After completion, conduct a second full-area inspection. The pile breaking process in S7 has a layer thickness of 200mm, a segment size of no more than 1.5m, and each segment is left to stand for 30 minutes after removal, with the structural response monitored through the central control platform.

[0028] During pile breaking, the vibration influence radius model is used to assess the impact on the surrounding structure.

[0029] The energy E of a single pile breaking is approximately 150J, and the concrete density is... The longitudinal wave velocity V = 4000 m / s, and the attenuation coefficient K = 1.3. Calculations show... To ensure that the impact outside the construction area is controllable. Structural dynamic response amplification factor. Real-time monitoring:

[0030] in Peak acceleration for key components Acceleration at the point of pile breaking. Control. The actual monitored values ​​were 2.1 to 2.8.

[0031] The layered, segmented, and timed pile breaking process of the hydraulic pile breaker can effectively control the vibration and impact during the pile breaking process, reduce the disturbance to the surrounding structure and the integrated reinforced structure, and avoid structural cracking or deformation caused by traditional pile breaking methods. Retaining a column core with a cross-sectional area of ​​not less than 25% of the original target column can maintain temporary stress balance during pile breaking and prevent sudden structural instability. The implementation of pre-arching by reverse-topping the broken column can compensate for the possible deformation of the structure after the pile is broken, and ensure that the structural elevation and stress state meet the design requirements after the column core is removed. The second full-area inspection after the complete removal of the column core can comprehensively verify the safety and stability of the structure after pile breaking, promptly identify and address potential hazards, and form a closed-loop process of controllable pile breaking, temporary bearing, deformation compensation, and inspection and verification, thus overcoming the technical problems of high risk and difficult deformation control in traditional pile breaking construction.

[0032] S8. Conduct a graded static loading test on the reinforced structure, and then conduct a third full-area inspection after completion. The total load of the loading test in S8 shall not be less than 110% of the design load, and the loading shall be carried out in no less than six levels, with each level held for no less than 30 minutes. The deformation stability shall be monitored through the central control platform. In a preferred embodiment, step S8 further includes the following sub-steps: S81. Preliminary preparation: Based on the final load design value determined by the collaborative design scheme, formulate a detailed loading test plan, clarify the loading points, loading levels, holding time and qualification standards, install hydraulic jacks, load sensors and distribution beam systems in the key stress areas determined by calculation, and at the same time, enhance the monitoring network in the whole area, and supplement high-precision strain gauges, displacement gauges and inclinometers in all overall reinforced structural components, new and old interfaces and key nodes, and connect all equipment and sensors to the central control platform; S82. Loading: The loading is carried out in a step-by-step manner, with the total load not less than 110% of the design load. The loading level sequence is: 20%, 40%, 60%, 80%, 90%, 100%, 105%, and 110%. The load at each level is applied synchronously by the jacks under precise control by the central control platform.

[0033] S83. Load Holding and Monitoring: After each load level is applied, the load holding phase begins, lasting for no less than 30 minutes. During this phase, the central control platform collects and analyzes all monitoring data in real time, including: strain development of each component of the overall reinforced structure, vertical displacement and horizontal deformation of key parts, any abnormal slippage or cracking in the node areas, and whether the load transfer path is consistent with the simulation model. When the deformation increment monitored during the load holding phase is less than 5% of the total deformation under that load level in the last 5 minutes, or less than the minimum resolution of the measuring instrument, it can be determined that the structural deformation under that load level has basically stabilized, and the next level of loading can then proceed.

[0034] After each load level is applied, a holding phase begins, lasting for at least 30 minutes. The platform calculates the equivalent stiffness in real time. :

[0035] in, For the i-th level load (e.g., 320 kN corresponds to the 40% level). The corresponding displacement (measured at 2.1 mm) is given by q, which represents the current stage.

[0036] Structural stability criterion :

[0037] when The structure is then determined to have entered the nonlinear stage. In this process, The value remained above 0.92 throughout.

[0038] The load-displacement curves were fitted using a quadratic polynomial:

[0039] Based on the regression results from the measured data The predicted ultimate load is 128% of the design value.

[0040] The comprehensive enhancement of the monitoring network during the preliminary preparation phase ensured the comprehensiveness and accuracy of data collection during the loading test, providing sufficient data support for structural performance evaluation. The progressively increasing loading mode with a total load not less than 110% of the design load can comprehensively test the load-bearing capacity and redundancy of the reinforced structure, covering the stress requirements under normal use and extreme working conditions. The load holding monitoring for at least 30 minutes per load level, and the stability judgment criteria of deformation increment less than 5% of the total deformation of that level or the minimum resolution of the measuring instrument in the last 5 minutes, can accurately judge the deformation stability of the structure under each load level and avoid structural damage or performance misjudgment caused by excessive loading. The third full-area inspection after the loading test can comprehensively verify whether the reinforcement effect meets the design requirements, providing a scientific and rigorous basis for project acceptance, eliminating long-term safety hazards caused by substandard reinforcement, ensuring the long-term reliability of the reinforced structure, and realizing a closed-loop quality control system of test verification, data support, and acceptance.

[0041] S9. Restore the structural appearance, conduct acceptance testing based on full-process data, and convert the monitoring system into a long-term health monitoring system.

[0042] During the long-term monitoring phase, the system calculates the structural health index. :

[0043] in For real-time sensor data, The base period statistical value, As weight, set An alert is triggered at any time.

[0044] Trend warning uses a moving average control chart, with an upper limit. lower limit An alarm will sound if three consecutive points exceed the limit.

[0045] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. An integrated construction process for reinforcing hollow sections of building beams and composite slabs, characterized in that, Includes the following steps: S1. Conduct full-area detection of the area affected by the beam-column pullout, the existing composite floor slab and surrounding structure, determine construction parameters based on simulation and formulate collaborative design schemes, and establish a central control platform; S2. Implement overall reinforced structure construction, including reinforcement of vertical load-bearing components, construction of reinforced beam structure, construction of reinforced wall and roof structure, reinforcement of beam end nodes and reinforcement of transfer beam cross sections, unloading of full-span supports, construction of top slab reinforcement layer and installation of prestressed cables, to form an integrated overall reinforced structure. S3. Pre-embed intelligent grouting conduits in the hollow areas of the composite slab; S4. Temporary support system for installation space; S5. Install sensors in the overall reinforced structure, temporary support system and hollow areas and connect them to the central control platform; S6. A pallet platform is formed using the steel column clamping method, and jacks are installed. The target column load is transferred in stages to the surrounding vertical load-bearing components through the cooperation of the jacks and the temporary support system. S7. Perform layered, segmented, and timed pile breaking on the target column, retaining part of the column core and implementing column breakage and anti-top pre-arching. After completion, conduct a second full-area inspection. S8. Perform a graded static loading test on the reinforced structure, and then conduct a third full-area inspection after completion. S9. Restore the structural appearance, conduct acceptance testing based on full-process data, and convert the monitoring system into a long-term health monitoring system.

2. The integrated construction process for reinforcing hollow sections of building beams and composite slabs according to claim 1, characterized in that, The global detection in S1 includes a fusion survey of three-dimensional laser scanning, ultrasonic imaging, and infrared thermal imaging. The collaborative design scheme is based on finite element simulation of the entire construction process and covers the overall strengthening structure, selection of replacement beams, hollow reinforcement, monitoring and early warning, unloading parameters and broken column counter-rotation scheme.

3. The integrated construction process for reinforcing hollow sections of building beams and composite slabs according to claim 1, characterized in that, The crossbeam reinforcement structure in S2 includes a combination node of a support beam and a cross beam and a round beam, wherein the cross beam is perpendicularly connected to the crossbeam and the cross section height is not less than 80% of the cross section height of the crossbeam; The top reinforcing layer of the plate is formed by opening a sawtooth-shaped interface groove, laying a steel mesh, and then filling it with a self-sensing polymer material. The prestressed cables are installed and preloaded based on the stress path determined by simulation.

4. The integrated construction process for reinforcing hollow sections of composite slabs and column support beams according to claim 3, characterized in that, The beam end node reinforcement adopts one or more of the following methods: reinforced concrete column cap, steel sleeve, or high-performance composite material; The cross-section of the transfer beam was enlarged and reinforced by embedding steel bars and micro-trusses before pouring concrete.

5. The integrated construction process for reinforcing hollow sections of building beams and composite slabs according to claim 3, characterized in that, The installation of the prestressed cable includes: low-disturbance drilling based on the stress path, applying an initial preload of 10%-15% of the design tension after cable threading, and finally performing multi-stage intelligent tensioning and torsion locking.

6. The integrated construction process for reinforcing hollow sections of building beams and composite slabs according to claim 1, characterized in that, The load transfer step in S6 includes: A tray is set up above and below the target column, and multiple synchronous hydraulic jacks are symmetrically arranged. The jacks are controlled to lift the load in stages and the load distribution is dynamically adjusted through a central control platform to achieve a smooth transfer of the load.

7. The integrated construction process for reinforcing hollow sections of building beams and composite slabs according to claim 1, characterized in that, In the S7 process, each layer of the pile breaking process is 150-300mm thick, with a segment size not exceeding 1.5m. After each segment is removed, it is left to stand for 15-60 minutes, and the structural response is monitored through the central control platform.

8. The integrated construction process for reinforcing hollow sections of building beams and composite slabs according to claim 1, characterized in that, The total load of the loading test in S8 shall not be less than 110% of the design load, and the load shall be applied in no less than six levels, with each level held for no less than 30 minutes. The deformation stability shall be monitored through the central control platform.

Images