A large-span steel truss group joint closing deformation monitoring control device and method

Abstract

This invention belongs to the field of large-span spatial steel structure construction and discloses a monitoring and control device and method for the closure deformation of large-span steel truss group joints. The device includes: supporting columns, two steel truss rods, a track beam, a first clamp assembly, a second clamp assembly, an intermediate adjustment drive assembly, and a monitoring and alignment assembly. In use, the invention achieves non-destructive and rapid clamping and fixing of truss members by using symmetrical opening and closing clamps combined with magnetic pre-installed blocks and elastic pressure plates, avoiding surface damage to members caused by traditional fixing methods. At the same time, relying on the composite structure of magnetic pre-positioning and bolt locking, the clamping stability is improved. A dual-reference alignment system of laser and vision is adopted, and multiple types of sensors are used to simultaneously collect multi-source data on gaps, displacements, and tilt angles. Combined with a self-developed weighted coupling deviation evaluation model, intelligent deviation calculation is completed to accurately determine the adjustment compensation amount in each dimension, overcoming the defects of low accuracy and strong subjectivity of traditional manual observation.

Description

Technical Field

[0001] This invention relates to the field of construction technology for large-span spatial steel structures, and in particular to a device and method for monitoring and controlling the deformation of joint closure in large-span steel trusses. Background Technology

[0002] In the field of large-span steel structure construction, steel trusses are widely used in large stadiums, transportation hubs, industrial space frames and other building projects due to their large span, light weight and excellent load-bearing performance.

[0003] Large-span steel trusses are mostly constructed using a segmented prefabrication and on-site splicing method. Due to multiple factors such as steel processing errors, environmental temperature deformation, high-altitude installation disturbances, and foundation settlement, truss joints are prone to complex deviations such as horizontal misalignment, vertical offset, and slight tilting. If these deviations cannot be precisely controlled, they can easily lead to stress concentration at the joint assembly and uneven weld gaps, seriously affecting the overall load-bearing stability and service life of the steel structure.

[0004] Currently, most existing truss closure construction methods rely on manual observation combined with simple jacks for correction. This correction method is crude, with a single alignment benchmark, and cannot achieve multi-dimensional synchronous monitoring of deviations. At the same time, traditional clamping and fixing structures mostly use welding and drilling clamping methods, which can easily damage the surface of truss members. Furthermore, the rigid compression during the adjustment process can easily generate additional residual stress. In addition, conventional correction methods lack intelligent data monitoring and algorithm evaluation systems, and the adjustment accuracy depends on the experience of construction personnel, resulting in poor deviation control capabilities. This makes it difficult to meet the high-precision, low-damage, and low-stress closure construction requirements of large-span truss groups. Summary of the Invention

[0005] This invention provides a monitoring and control device and method for the closure deformation of large-span steel truss group joints, which solves the problems of large docking deviation, high assembly stress, strong destructiveness of disassembly and assembly, and high dependence on manual labor in existing large-span steel truss joints.

[0006] To achieve the above objectives, the present invention adopts the following technical solution: On the one hand, a monitoring and control device for the closure deformation of a large-span steel truss group joint is provided. The device includes: a support column, two steel truss rods, a track beam, a first clamp assembly, a second clamp assembly, an intermediate adjustment drive assembly, and a monitoring and alignment assembly. The supporting column is fixedly installed at the bottom of one of the steel truss members, and the track beam is slidably installed at the bottom of the other steel truss member; The first clamp assembly and the second clamp assembly are respectively clamped on the outside of the two steel truss rods, and the intermediate adjustment drive assembly is set between the two sets of clamp assemblies to realize the front-to-back, vertical and angular micro-adjustment of the steel truss rods; The monitoring alignment component is assembled on the outer surface of the first clamp component to achieve multi-dimensional data acquisition and laser vision dual-reference alignment.

[0007] As a further improvement of the present invention: the first clamp assembly includes a first lower clamp, a first upper clamp, and a top mounting base; The first lower clamp and the first upper clamp are hinged to each other. The first upper clamp can be flipped open and closed around the hinge axis. The top mounting seat is fixedly installed on the outer surface of the first upper clamp and is used to mount monitoring components.

[0008] As a further improvement of the present invention: the second clamp assembly includes a second lower clamp, a second upper clamp, and a connecting plate; The second lower clamp and the second upper clamp are hinged to each other, and the opening and closing structure is the same as that of the first clamp assembly. The connecting plate is fixedly connected to the bottom of the second lower clamp.

[0009] As a further improvement of the present invention: both the first clamp assembly and the second clamp assembly further include a base rod, an elastic pressure plate, a base plate, a magnetic pre-installed block, and bolts; Two sets of clamp components are symmetrically arranged. The first and second upper clamps are respectively fixedly installed on one side of the base plate. A magnetic pre-installation block is installed at the lower end of the base plate. The magnetic pre-installation block adsorbs and adheres to the upper surface of the steel truss rod to achieve pre-fixation. The first and second lower clamps are both fixedly installed at one end of the bottom rod. The upper end of the bottom rod is fixedly installed at the bottom of the elastic pressure plate. The elastic pressure plate elastically presses the lower surface of the steel truss rod. One end of a bolt is fixedly installed on the inner side of the first and second lower clamps. The bolt is used to lock the upper and lower clamps to complete the non-destructive clamping assembly.

[0010] As a further improvement of the present invention: the intermediate adjustment drive assembly includes a support plate, a support plate, a horizontal push rod, and a spherical connecting seat; Two support plates are slidably mounted on both sides of the support plate. One support plate is fixedly connected to one side of the first lower clamp, and the other support plate is hinged to one side of the second lower clamp through a spherical connecting seat. The horizontal push rod is fixedly mounted at the bottom of the support plate, and the output end of the horizontal push rod is fixedly connected to the connecting plate. It is used to drive the right steel truss rod to move horizontally back and forth and adjust the joint gap. The spherical connecting seat constitutes a universal micro-motion compensation structure to realize the adaptive correction of the rod's micro-angle.

[0011] As a further improvement of the present invention: the second clamp assembly further includes a vertical push rod and a gap sensor; The vertical push rod is fixedly installed on the upper side of the support plate. The vertical push rod is arranged vertically and is used to adjust the vertical height of the right steel truss rod and eliminate the deviation of the upper and lower misalignment. The gap sensor is fixed on one side of the support plate and is used to collect the gap spacing data of the butt joint in real time.

[0012] As a further improvement of the present invention: the monitoring alignment component includes a binocular vision camera, a laser emitter, and a tilt sensor; The binocular vision camera and laser emitter are fixed to one side of the top mounting base. The tilt sensor is fitted to the outer wall of the first upper clamp. The binocular vision camera and laser emitter are combined to form a laser and vision dual-reference alignment system. The tilt sensor collects the tilt attitude data of the rod in real time. A displacement sensor and an angle adjustment push rod are fixedly installed on one side of the connecting plate. The displacement sensor detects the horizontal displacement, and the angle adjustment push rod works with the spherical connecting seat to complete the small angle correction.

[0013] On the other hand, a method for monitoring and controlling the closure deformation of large-span steel truss group joints is provided. According to the aforementioned device for monitoring and controlling the closure deformation of large-span steel truss group joints, the method includes the following steps: S1. Magnetic pre-clamping non-destructive assembly: The first and second upper clamps are flipped over respectively. The magnetic pre-installation blocks at the bottom of the inner bottom plate of the two sets of upper clamps are used to adsorb the upper surface of the steel truss rod to complete the rapid pre-positioning. The elastic pressure plate at the top of the bottom rod elastically presses against the lower surface of the steel truss rod. Finally, the upper and lower clamps are locked with bolts to achieve non-destructive clamping and fixing without drilling or welding. S2. Laser vision co-construction of alignment benchmark: The laser emitter is activated to project the central benchmark laser beam, and the binocular vision camera is used to collect the contour images of the joint end faces of the two steel truss rods. A pixel and physical dual coordinate system mapping model is established to complete the calibration of the docking axis and construct a dual benchmark alignment system. S3. Multi-sensor synchronous data acquisition: The joint gap is synchronously acquired through the displacement sensor on the connecting plate, the gap sensor on one side of the support plate, and the tilt sensor on the outer wall of the first upper clamp. Horizontal offset Inclination angle of members The sampling frequency is ≥20Hz to form a multi-source monitoring dataset; S4. Weighted Coupling Deviation Intelligent Solution: Construct a multi-dimensional merging comprehensive deviation evaluation model, and accurately calculate the horizontal compensation amount, vertical correction amount, and angle fine-tuning amount through the model; S5. Three-axis step-by-step coordinated precise adjustment: The right steel truss rod is pushed to slide back and forth along the track beam by the horizontal push rod at the bottom of the support plate to adjust the joint gap. The vertical push rod on the upper side of the support plate is used to correct the vertical misalignment deviation. The universal hinge characteristics of the ball joint are used in conjunction with the angle adjustment push rod to complete the small angle correction of the rod. S6. Flexible Adaptive Stress Release: During the adjustment process, a residual stress relaxation model is established by combining the buffering characteristics of the elastic pressure plate with the universal follow-up characteristics of the spherical connecting seat. In the formula: For real-time residual stress, The coefficient of flexibility damping. The elastic modulus of steel, As a real-time strain variable, it automatically offsets mechanical extrusion stress and additional stress from temperature deformation; S7. Compliance self-locking archive saving: When the overall closing deviation... When the control system determines that the joint is qualified to close, each push rod automatically and mechanically locks itself to lock the alignment of the steel truss rods, and simultaneously stores the monitoring data to complete the intelligent closure construction of the large-span steel truss group joint.

[0014] As a further improvement to the present invention: in step S4, the deviation evaluation model is:

[0015] In the formula, To account for the overall alignment deviation, For standard design clearance, , , These are the weighted correction factors. To measure the span of the members, the model is used to accurately calculate the horizontal compensation, vertical correction, and angle fine-tuning. The weighted correction coefficients satisfy the normalization constraint condition: The range of coefficient values ​​is limited to: , , This ensures the precision of the joint gap closure.

[0016] As a further improvement of the present invention: in step S6, the steel safety stress warning threshold is... When real-time residual stress When this happens, the control system suspends rigid pushing and extends the flexible buffer compensation time until the stress falls back to within the safety threshold to prevent permanent structural damage to the truss.

[0017] Compared with the prior art, the advantages and positive effects of the present invention are as follows: This invention achieves non-destructive and rapid clamping and fixing of truss members by using symmetrical opening and closing clamps combined with magnetic pre-installation blocks and elastic pressure plates, avoiding surface damage to members caused by traditional fixing methods. At the same time, relying on the composite structure of magnetic pre-positioning and bolt locking, the clamping stability is improved. A dual-reference alignment system of laser and vision is adopted, and multiple types of sensors are used to simultaneously collect multi-source data on gaps, displacements, and tilt angles. Combined with a self-developed weighted coupling deviation evaluation model, intelligent deviation calculation is completed to accurately determine the adjustment compensation amount in each dimension. This overcomes the defects of low accuracy and strong subjectivity of traditional manual observation. Three-axis step-by-step coordinated micro-adjustment is achieved through horizontal push rods, vertical push rods and spherical connecting seats. The spherical universal hinge structure completes micro-angle adaptive correction, effectively eliminating the composite deviations caused by processing and installation. Attached Figure Description

[0018] Figure 1 This is a schematic diagram illustrating a scenario for a monitoring and control device and method for monitoring and controlling the closure deformation of a large-span steel truss group joint, as proposed in this invention.

[0019] Figure 2 This is a side view of a device and method for monitoring and controlling the closure deformation of a large-span steel truss group joint, as proposed in an embodiment of this application.

[0020] Figure 3 This is a partial structural diagram of an embodiment of this application.

[0021] Figure 4 This is a schematic diagram of the side of two clamp components in an embodiment of this application.

[0022] Figure 5 This is a schematic diagram of the overall device in an embodiment of this application.

[0023] Figure 6 This is a schematic diagram of the side of the first clamp assembly in an embodiment of this application.

[0024] Figure 7 This is a schematic diagram of the side of the second clamp assembly in an embodiment of this application.

[0025] Figure 8 This is a flowchart of an embodiment of this application.

[0026] Legend: 1. Support column; 101. Steel truss rod; 102. Track beam; 2. First lower clamp; 201. First upper clamp; 202. Top mounting seat; 203. Binocular vision camera; 204. Laser emitter; 205. Tilt sensor; 3. Second lower clamp; 301. Second upper clamp; 302. Displacement sensor; 303. Connecting plate; 304. Angle adjustment push rod; 4. Support plate; 401. Support plate; 402. Horizontal push rod; 403. Vertical push rod; 404. Gap sensor; 405. Spherical connecting seat; 5. Base rod; 501. Elastic pressure plate; 502. Base plate; 503. Magnetic pre-installed block; 504. Bolt. Detailed Implementation

[0027] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention. Example 1

[0028] Please see Figure 1 - Figure 7 This invention provides a monitoring and control device for the closure deformation of a large-span steel truss group joint. The device includes: a support column 1, two steel truss rods 101, a track beam 102, a first clamp assembly, a second clamp assembly, an intermediate adjustment drive assembly, and a monitoring and alignment assembly. The support column 1 is fixedly installed at the bottom of one of the steel truss rods 101, and the track beam 102 is slidably installed at the bottom of the other steel truss rod 101. The first clamp assembly and the second clamp assembly are respectively clamped on the outside of the two steel truss rods 101. The intermediate adjustment drive assembly is located between the two clamp assemblies to realize micro-adjustments of the steel truss rods 101 in terms of front-to-back, vertical, and angle. The monitoring and alignment assembly is assembled on the outer surface of the first clamp assembly to realize multi-dimensional data acquisition and laser vision dual-reference alignment.

[0029] Specifically, the support column 1 adopts a fixed rigid support structure to limit and fix one of the steel truss rods 101, so that it maintains the reference posture during the adjustment process and establishes a stable docking reference. The track beam 102 adopts a low-friction sliding rail structure to reduce the horizontal movement resistance of the other steel truss rod 101 and avoid dragging deformation. This invention adopts a split support structure, which is different from the traditional integrated support frame. It can adapt to the high-altitude asymmetrical support conditions of large-span trusses. With the help of the intermediate adjustment drive component, it can achieve high-precision micro-correction, effectively solving the defects of large misalignment, uncontrollable deviation and easy generation of assembly stress in the traditional docking method.

[0030] Please see Figure 1- Figure 7 In one embodiment, the first clamp assembly includes a first lower clamp 2, a first upper clamp 201, and a top mounting base 202. The first lower clamp 2 and the first upper clamp 201 are hinged to each other. The first upper clamp 201 can be flipped open and closed around the hinge axis. The top mounting base 202 is fixedly installed on the outer surface of the first upper clamp 201 for mounting monitoring components. The hinged clamp structure does not require cutting the truss or welding and drilling, and can quickly complete the external clamping operation. The top mounting base 202 ensures the coaxiality of the monitoring components and avoids acquisition errors caused by vibration displacement, providing a stable mounting platform for laser vision alignment.

[0031] Please see Figure 1 - Figure 7 In one embodiment, the second clamp assembly includes a second lower clamp 3, a second upper clamp 301, and a connecting plate 303. The second lower clamp 3 and the second upper clamp 301 are hinged to each other, and the opening and closing structure is the same as that of the first clamp assembly. The connecting plate 303 is fixedly connected to the bottom of the second lower clamp 3. The two sets of clamp assemblies are symmetrically arranged to ensure consistent force. The connecting plate 303 is rigidly welded to the bottom of the second lower clamp 3, which serves as a power transmission connection carrier to evenly transmit the thrust of the horizontal push rod 402 to another steel truss rod 101, avoiding local compression deformation caused by single-point force.

[0032] Please see Figure 1 - Figure 7 In one embodiment, both the first clamp assembly and the second clamp assembly further include a base rod 5, an elastic pressure plate 501, a base plate 502, a magnetic pre-installation block 503, and bolts 504. The two clamp assembly structures are symmetrically arranged. The first upper clamp 201 and the second upper clamp 301 are respectively fixedly installed on one side of the base plate 502. The magnetic pre-installation block 503 is installed at the lower end of the base plate 502. The magnetic pre-installation block 503 adsorbs and adheres to the upper surface of the steel truss rod 101 to achieve pre-fixation. The first lower clamp 2 and the second lower clamp 3 are both fixedly installed at one end of the base rod 5. The upper end of the base rod 5 is fixedly installed at the bottom of the elastic pressure plate 501. The elastic pressure plate 501 elastically presses the steel truss. On the lower surface of rod 101, one end of bolt 504 is fixedly installed on the inner side of the first lower clamp 2 and the second lower clamp 3. Bolt 504 is used to lock the upper and lower clamps to complete the non-destructive clamping assembly. The magnetic pre-installation block 503 adopts high-strength permanent magnet adsorption material to achieve high-altitude unassisted manual rapid pre-positioning, reducing the difficulty of installation. The elastic pressure plate 501 adopts high-damping special spring steel, which has vertical buffering capacity and can offset the rigid extrusion stress during the adjustment process. The combination of magnetic pre-positioning and mechanical bolt locking is different from the single clamping structure. It retains the convenience of disassembly and assembly, and ensures that the clamps do not slip or loosen during the adjustment process, achieving truly non-destructive clamping.

[0033] Please see Figure 1 - Figure 7In one embodiment, the intermediate adjustment drive assembly includes a support plate 4, a support plate 401, a horizontal push rod 402, and a spherical connecting seat 405. The two support plates 401 are slidably disposed on both sides of the support plate 4. One support plate 401 is fixedly connected to one side of the first lower clamp 2, and the other support plate 401 is hinged to one side of the second lower clamp 3 via the spherical connecting seat 405. The horizontal push rod 402 is fixedly disposed at the bottom of the support plate 4, and its output end is fixedly connected to the connecting plate 303 for driving the right-side steel truss. The rod 101 moves horizontally back and forth to adjust the joint gap. The spherical connecting seat 405 forms a universal micro-motion compensation structure to achieve adaptive correction of the rod's micro-angle. The support plate 401 is slidably assembled on both sides of the support plate 4 and can adapt to changes in spacing. The spherical connecting seat 405 is a self-developed universal hinge structure that can achieve micro-angle adaptive deflection within a range of ±3°. It is specifically used to offset residual deformation from truss processing and installation tilt deviation. The horizontal push rod 402 adopts a servo electric push rod with a stroke control accuracy of ±0.1mm, ensuring high-precision closing of the joint gap.

[0034] Please see Figure 1 - Figure 7 In one embodiment, the second clamp assembly further includes a vertical push rod 403 and a gap sensor 404. The vertical push rod 403 is fixedly installed on the upper side of the support plate 4. The vertical push rod 403 is arranged vertically and is used to adjust the vertical height of the right steel truss rod 101 to eliminate the upper and lower misalignment deviation. The gap sensor 404 is fixed on one side of the support plate 4 and is used to collect the gap spacing data of the butt joint in real time. The vertical push rod 403 is adjusted vertically to cooperate with the track beam 102 to achieve vertical posture leveling and eliminate the upper and lower misalignment. The gap sensor 404 adopts a laser ranging sensor with a sampling resolution of 0.01mm to monitor the joint gap change in real time and provide raw data support for the algorithm model.

[0035] Please see Figure 1 - Figure 7In one embodiment, the monitoring alignment component includes a binocular vision camera 203, a laser emitter 204, and a tilt sensor 205. The binocular vision camera 203 and the laser emitter 204 are fixed to one side of the top mounting base 202, and the tilt sensor 205 is fitted against the outer wall of the first upper clamp 201. The binocular vision camera 203 and the laser emitter 204 combine to form a laser and vision dual-reference alignment system. The tilt sensor 205 collects the tilt attitude data of the rod in real time, and a displacement sensor 302 is fixedly installed on one side of the connecting plate 303. With the angle adjustment push rod 304 and displacement sensor 302 detecting the horizontal displacement, the angle adjustment push rod 304, in conjunction with the spherical connector 405, completes minute angle correction. The laser and vision dual-reference alignment system calibrates each other, avoiding deviations caused by light and dust interference from a single recognition method. The tilt sensor 205 and displacement sensor 302 synchronously collect attitude data, achieving multi-source information fusion. The angle adjustment push rod 304, in conjunction with the spherical connector 405, completes passive adaptive correction without manual intervention, significantly improving the intelligence level of large-span truss docking.

[0036] The specific procedure for using this device is as follows: First, place the left steel truss rod 101 on the upper end of the support column 1 to complete the benchmark fixation, and place the right steel truss rod 101 on the upper end of the track beam 102; manually flip the upper and lower clamps, use the magnetic pre-installation block 503 to complete the pre-adsorption, and lock and fix it with bolts 504; start the monitoring and alignment component to establish the docking benchmark, and multiple sensors synchronously collect deviation data; the controller calculates the adjustment amount through the deviation model, and controls the horizontal push rod 402, vertical push rod 403, and angle adjustment push rod 304 in sequence to complete the three-axis coordinated adjustment; during the adjustment process, the elastic pressure plate 501 and the spherical connecting seat 405 are used to complete the stress release, and the data is saved after the closing deviation reaches the standard. Example 2

[0037] Please see Figure 8 The present invention also provides a method for monitoring and controlling the closure deformation of large-span steel truss group joints, applied to the aforementioned large-span steel truss group joint closure deformation monitoring and control device, comprising the following steps: S1. Magnetic pre-clamping non-destructive assembly: The first upper clamp 201 and the second upper clamp 301 are flipped over respectively. The magnetic pre-installation blocks 503 at the bottom of the inner bottom plate 502 of the two sets of upper clamps are used to attract the upper surface of the steel truss rod 101 to complete the rapid pre-positioning. The elastic pressure plate 501 at the top of the bottom rod 5 elastically presses against the lower surface of the steel truss rod 101. Finally, the upper and lower clamps are locked with bolts 504 to achieve non-destructive clamping and fixing without drilling or welding.

[0038] Furthermore, the magnetic pre-installed block 503 has an adsorption force of 85-120N as calibrated on the prototype, which meets the requirements for temporary pre-fixation and fall prevention at high altitudes. The pre-compression amount of the elastic pressure plate 501 is controlled at 2mm-4mm, leaving a small amount of buffer deformation space to avoid indentation on the truss surface caused by rigid clamping, and is compatible with H-beam steel truss members of different thicknesses.

[0039] S2. Laser vision co-construction of alignment benchmark: The laser emitter 204 is activated to project the center benchmark laser beam, and the binocular vision camera 203 collects the contour images of the joint end faces of the two steel truss rods 101, establishes a pixel and physical dual coordinate system mapping model, completes the calibration of the docking axis, and constructs a dual benchmark alignment system.

[0040] Furthermore, the reference beam deviation of the laser emitter 204 is ≤0.02mm / m, and the pixel accuracy of the binocular vision camera 203 is 1080P. The pixel coordinates and physical coordinates are converted through the built-in calibration algorithm, and the mapping error is controlled within 0.05mm, providing a high-precision reference for subsequent deviation calculation.

[0041] S3. Simultaneous data acquisition by multiple sensors: The joint gap is simultaneously acquired through the displacement sensor 302 on the connecting plate 303, the gap sensor 404 on one side of the support plate 4, and the tilt sensor 205 on the outer wall of the first upper clamp 201. Horizontal offset Inclination angle of members The sampling frequency is ≥20Hz, forming a multi-source monitoring dataset.

[0042] Furthermore, in this embodiment, the sampling frequency is set to 25Hz to meet the dynamic acquisition sampling threshold requirements and ensure that no data is lost during the dynamic adjustment process; all sensors are uniformly calibrated at the factory, and data errors are mutually compensated to reduce the acquisition deviation of a single sensor.

[0043] S4. Weighted Coupling Deviation Intelligent Solution: Construct a multi-dimensional merging comprehensive deviation evaluation model, and accurately calculate the horizontal compensation amount, vertical correction amount, and angle fine-tuning amount through the model.

[0044] Furthermore, the deviation assessment model is as follows:

[0045] In the formula, To account for the overall alignment deviation, For standard design clearance, , , These are the weighted correction factors. To measure the span of the members, the model is used to accurately calculate the horizontal compensation, vertical correction, and angle fine-tuning. The weighted correction coefficients satisfy the normalization constraint condition: The range of coefficient values ​​is limited to: , , This ensures the precision of the joint gap closure.

[0046] Specifically, the weighted coefficients were used to conduct weight sensitivity tests on three types of deviations: gap, displacement, and tilt angle. The final allocation method, with the highest weight for gap and the lowest weight for tilt angle, is adapted to the construction priority of large-span truss docking. The overall deviation calculation error can be controlled within 0.03mm.

[0047] S5. Three-axis step-by-step coordinated precise adjustment: The horizontal push rod 402 at the bottom of the support plate 4 pushes the right steel truss rod 101 to slide back and forth along the track beam 102 to adjust the joint gap. The vertical push rod 403 on the upper side of the support plate 4 is used to correct the vertical misalignment deviation. The spherical connecting seat 405 has universal hinge characteristics and is used in conjunction with the angle adjustment push rod 304 to complete the small angle correction of the rod.

[0048] Furthermore, a step-by-step adjustment logic is adopted, first horizontal, then vertical, and finally angular, to avoid coupling interference caused by multi-axis synchronous adjustment; the displacement of a single step adjustment is controlled within 0.2mm, and a micro-progressive correction method is used to prevent stress accumulation inside the truss caused by a large stroke push at once. S6. Flexible Adaptive Stress Release: During the adjustment process, a residual stress relaxation model is established by combining the buffering characteristics of the elastic pressure plate 501 and the universal follow-up characteristics of the spherical connecting seat 405. In the formula: For real-time residual stress, The coefficient of flexibility damping. The elastic modulus of steel, It is a real-time strain variable that automatically offsets mechanical compressive stress and additional stress from temperature deformation.

[0049] Furthermore, the early warning threshold for steel safety stress. When real-time residual stress When this happens, the control system suspends rigid pushing and extends the flexible buffer compensation time until the stress falls back to within the safety threshold to prevent permanent structural damage to the truss.

[0050] Specifically, safety stress early warning threshold The stress threshold is derived by combining the mechanical properties of Q355B truss steel, avoiding the steel's yield critical point and fatigue damage range, and the flexible damping coefficient. The value ranges from 0.25 to 0.40 and is used to characterize the combined buffering capacity of the elastic pressure plate and the spherical connecting seat, effectively absorbing the instantaneous compressive stress generated during the adjustment process.

[0051] S7. Compliance self-locking archive saving: When the overall closing deviation... When the control system determines that the joint is qualified to close, each push rod automatically and mechanically locks itself, locking the alignment posture of steel truss rod 101, and simultaneously storing the monitoring data, thus completing the intelligent closure construction of the large-span steel truss group joint.

[0052] Furthermore, the 0.5mm closure accuracy threshold is an internal control standard for large-span group truss joints, which is better than the 2mm allowable deviation in the national steel structure construction specifications. The self-locking structure adopts a friction locking method, which does not fall off when the power is off, and is suitable for long-term static waiting conditions at high altitudes for welding. The monitoring data includes four types of parameters: displacement, stress, tilt angle, and time, which are used for later construction traceability and structural health analysis.

[0053] In summary, this invention employs magnetic non-destructive clamping, laser vision dual-reference recognition, multi-sensor coupled monitoring, weighted algorithm intelligent correction, and a flexible stress release structure to solve the problems of large docking deviations, high assembly stress, strong destructiveness during disassembly and assembly, and high dependence on manual labor in existing technologies. The device structure is easy to disassemble and assemble at high altitudes, has high adjustment accuracy and strong self-adaptive ability, and can be widely used in the joint closure construction of large-span stadiums, airport terminals, and space frame steel structures.

[0054] All standard parts used in this application can be purchased from the market, and irregular parts can be customized according to the description and drawings. The specific connection methods of each part adopt conventional methods such as bolts, rivets, and welding that are mature in the prior art. The machinery, parts and equipment adopt conventional models in the prior art, and the circuit connection adopts conventional connection methods in the prior art. The contents not described in detail in this specification are existing technologies known to those skilled in the art.

[0055] It should be noted that, in this document, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article, or apparatus.

[0056] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A monitoring and control device for the closure deformation of a large-span steel truss group joint, characterized in that, The device includes: a support column (1), two steel truss rods (101), a track beam (102), a first clamp assembly, a second clamp assembly, an intermediate adjustment drive assembly, and a monitoring and alignment assembly; The supporting column (1) is fixedly installed at the bottom of one of the steel truss rods (101), and the track beam (102) is slidably installed at the bottom of the other steel truss rod (101); The first clamp assembly and the second clamp assembly are respectively clamped on the outside of the two steel truss rods (101), and the intermediate adjustment drive assembly is set between the two clamp assemblies to realize the front-to-back, vertical and angle micro-adjustment of the steel truss rods (101); The monitoring alignment component is assembled on the outer surface of the first clamp component to achieve multi-dimensional data acquisition and laser vision dual-reference alignment.

2. The large-span steel truss group joint closure deformation monitoring and control device according to claim 1, characterized in that: The first clamp assembly includes a first lower clamp (2), a first upper clamp (201), and a top mounting base (202); The first lower clamp (2) and the first upper clamp (201) are hinged to each other. The first upper clamp (201) can be flipped open and closed around the hinge axis. The top mounting seat (202) is fixedly installed on the outer surface of the first upper clamp (201) for mounting monitoring components.

3. The large-span steel truss group joint closure deformation monitoring and control device according to claim 2, characterized in that: The second clamp assembly includes a second lower clamp (3), a second upper clamp (301), and a connecting plate (303). The second lower clamp (3) is hinged to the second upper clamp (301), and the opening and closing structure is the same as that of the first clamp assembly. The connecting plate (303) is fixedly connected to the bottom of the second lower clamp (3).

4. The large-span steel truss group joint closure deformation monitoring and control device according to claim 3, characterized in that: The first clamp assembly and the second clamp assembly both include a base rod (5), an elastic pressure plate (501), a base plate (502), a magnetic pre-installed block (503), and a bolt (504); Two sets of clamp components are symmetrically arranged. The first upper clamp (201) and the second upper clamp (301) are respectively fixed on one side of the base plate (502). A magnetic pre-installation block (503) is installed at the lower end of the base plate (502). The magnetic pre-installation block (503) adsorbs and adheres to the upper surface of the steel truss rod (101) to achieve pre-fixation. The first lower clamp (2) and the second lower clamp (3) are both fixed at one end of the bottom rod (5). The upper end of the bottom rod (5) is fixed at the bottom of the elastic pressure plate (501). The elastic pressure plate (501) elastically presses the lower surface of the steel truss rod (101). One end of a bolt (504) is fixed on the inner side of the first lower clamp (2) and the second lower clamp (3). The bolt (504) is used to lock the upper and lower clamps to complete the non-destructive clamping assembly.

5. The large-span steel truss group joint closure deformation monitoring and control device according to claim 4, characterized in that: The intermediate adjustment drive assembly includes a support plate (4), a support plate (401), a horizontal push rod (402), and a spherical connecting seat (405). Two support plates (401) are slidably disposed on both sides of the support plate (4). One support plate (401) is fixedly connected to one side of the first lower clamp (2), and the other support plate (401) is hinged to one side of the second lower clamp (3) through a spherical connecting seat (405). The horizontal push rod (402) is fixedly disposed at the bottom of the support plate (4). The output end of the horizontal push rod (402) is fixedly connected to the connecting plate (303) to drive the right steel truss rod (101) to move horizontally back and forth and adjust the joint gap. The spherical connecting seat (405) constitutes a universal micro-motion compensation structure to realize the micro-angle adaptive correction of the rod.

6. The large-span steel truss group joint closure deformation monitoring and control device according to claim 5, characterized in that: The second clamp assembly also includes a vertical push rod (403) and a gap sensor (404). The vertical push rod (403) is fixedly installed on the upper side of the support plate (4). The vertical push rod (403) is arranged vertically and is used to adjust the vertical height of the right steel truss rod (101) and eliminate the deviation of the upper and lower sides. The gap sensor (404) is fixed on one side of the support plate (4) and is used to collect the gap spacing data of the butt joint in real time.

7. The large-span steel truss group joint closure deformation monitoring and control device according to claim 6, characterized in that: The monitoring alignment component includes a binocular vision camera (203), a laser emitter (204), and a tilt sensor (205). The binocular vision camera (203) and laser emitter (204) are fixed to one side of the top mounting base (202). The tilt sensor (205) is fitted to the outer wall of the first upper clamp (201). The binocular vision camera (203) and laser emitter (204) are combined to form a laser and vision dual reference alignment system. The tilt sensor (205) collects the tilt attitude data of the rod in real time. A displacement sensor (302) and an angle adjustment push rod (304) are fixedly installed on one side of the connecting plate (303). The displacement sensor (302) detects the horizontal displacement. The angle adjustment push rod (304) cooperates with the spherical connecting seat (405) to complete the small angle correction.

8. A method for monitoring and controlling the closure deformation of a large-span steel truss group joint, and a device for monitoring and controlling the closure deformation of a large-span steel truss group joint according to any one of claims 1-7, characterized in that, Includes the following steps: S1. Magnetic pre-clamping non-destructive assembly: The first upper clamp (201) and the second upper clamp (301) are flipped over respectively. The magnetic pre-installation blocks (503) at the bottom of the inner bottom plate (502) of the two sets of upper clamps are used to adsorb the upper surface of the steel truss rod (101) to complete the rapid pre-positioning. The elastic pressure plate (501) at the top of the bottom rod (5) elastically presses against the lower surface of the steel truss rod (101). Finally, the upper and lower clamps are locked with bolts (504) to achieve non-destructive clamping and fixing without drilling or welding. S2, Laser vision co-construction of alignment benchmark: Start the laser emitter (204) to project the center benchmark laser beam, and cooperate with the binocular vision camera (203) to collect the contour image of the joint end face of the two steel truss rods (101), establish a pixel and physical dual coordinate system mapping model, complete the docking axis calibration, and construct a dual benchmark alignment system; S3. Multi-sensor synchronous data acquisition: The joint gap is synchronously acquired through the displacement sensor (302) on the connecting plate (303), the gap sensor (404) on one side of the support plate (4), and the tilt sensor (205) on the outer wall of the first upper clamp (201). Horizontal offset, member inclination angle The sampling frequency is ≥20Hz to form a multi-source monitoring dataset; S4. Weighted Coupling Deviation Intelligent Solution: Construct a multi-dimensional merging comprehensive deviation evaluation model, and accurately calculate the horizontal compensation amount, vertical correction amount, and angle fine-tuning amount through the model; S5. Three-axis step-by-step coordinated precise adjustment: The right steel truss rod (101) is pushed to slide back and forth along the track beam (102) by the horizontal push rod (402) at the bottom of the support plate (4) to adjust the joint gap. The vertical push rod (403) on the upper side of the support plate (4) is used to correct the vertical misalignment deviation. The universal hinge characteristic of the ball joint (405) is used in conjunction with the angle adjustment push rod (304) to complete the small angle correction of the rod. S6. Flexible Adaptive Stress Release: During the adjustment process, a residual stress relaxation model is established by combining the buffering characteristics of the elastic pressure plate (501) and the universal motion characteristics of the spherical connecting seat (405). In the formula: For real-time residual stress, The coefficient of flexibility damping. The elastic modulus of steel, As a real-time strain variable, it automatically offsets mechanical extrusion stress and additional stress from temperature deformation; S7. Compliance self-locking archive saving: When the overall closing deviation... When the control system determines that the joint is qualified to be closed, each push rod automatically and mechanically locks itself, locks the alignment posture of the steel truss rod (101), and synchronously stores the monitoring data to complete the intelligent closure construction of the large-span steel truss group joint.

9. The method for monitoring and controlling the closure deformation of a large-span steel truss group joint according to claim 8, characterized in that: In step S4, the deviation evaluation model is: ， In the formula, To account for the overall alignment deviation, For standard design clearance, , , These are the weighted correction factors. To measure the span of the member, the horizontal compensation, vertical correction, and angle fine-tuning are accurately calculated using a model. The weighted correction coefficients satisfy the normalization constraint conditions. The range of coefficient values ​​is limited to: , , This ensures the precision of the joint gap closure.

10. A method for monitoring and controlling the closure deformation of a large-span steel truss group joint according to claim 8, characterized in that: In step S6, the steel safety stress warning threshold is... When real-time residual stress When this happens, the control system suspends rigid pushing and extends the flexible buffer compensation time until the stress falls back to within the safety threshold to prevent permanent structural damage to the truss.

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