Intelligent monitoring equipment for settlement of high and large formwork support frame

Abstract

The application discloses a kind of high template support frame settlement intelligent monitoring equipment, it is related to support system construction technical field, including bottom adjustable support, vertical stand, horizontal cross bar, node connecting piece, oblique scissors support, audible and visual alarm, sensor group and processor.Sensor group includes displacement monitoring meter, axial force monitoring meter and inclination monitor.Processor is based on the proportional relationship of each stand axial load and settlement displacement Load settlement transfer coefficient is calculated;Combined with the deflection degree of the inclination posture of the bar at the node connecting piece and the deviation of the vertical displacement response degree of the node area, the posture settlement coordination index is obtained;Further determine the normalized relationship of the equivalent axial stiffness degradation degree of stand and the load change degree, obtain the true stiffness degradation degree, and based on the coupling effect of its and posture settlement coordination index, obtain comprehensive risk index.The application can effectively distinguish normal elastic deformation and dangerous settlement precursor, improve monitoring reliability.

Description

Technical Field

[0001] This invention relates to the field of support system construction technology, specifically to an intelligent monitoring device for the settlement of tall formwork support frames. Background Technology

[0002] Tall formwork support frames (referred to as "tall formwork") are temporary load-bearing systems used in building construction to support large-span, high-clearance concrete structures. During the concrete pouring process, the load on the support system increases dramatically. If settlement exceeds the limit or the structure becomes unstable, it can easily lead to a collapse accident, causing serious loss of life and property.

[0003] Currently, automated monitoring technology has begun to be used in engineering practice for the safety monitoring of high formwork. The common practice is to install displacement gauges, axial force gauges, and tilt gauges at key parts of the frame to collect parameters such as formwork settlement, upright axial force, and member tilt angle. When any parameter exceeds a preset fixed threshold, an audible and visual alarm is triggered to issue a warning signal. However, in existing technology, displacement gauges, axial force gauges, and tilt gauges mostly operate independently, with each sensor only comparing its own fixed threshold. During concrete pouring, increased load inevitably leads to increased settlement and tilt angle, which is a normal elastic response. Existing technology struggles to distinguish between normal elastic deformation and dangerous settlement precursors, thus lacking in-depth modeling of the relationships between parameters. Secondly, the settlement of high formwork support frames exhibits two fundamentally different modes: uniform settlement and non-coordinated deformation. Uniform settlement is usually caused by overall foundation compression, and the risk is relatively controllable, while non-coordinated settlement... Deformation often foreshadows local node failure or member buckling, a precursor to collapse. Therefore, existing technologies lack a spatial correlation model between settlement and attitude, making it difficult to determine whether settlement is coordinated by comparing measured attitude changes with theoretical attitude changes calculated from settlement. Furthermore, when the node connections in high formwork begin to loosen, the stiffness of the uprights should decrease. However, due to the simultaneous pouring of concrete, the increased load keeps it at a seemingly normal level. Consequently, existing technologies struggle to distinguish between the apparent stiffness maintenance caused by increased load and the essential difference between maintaining good stiffness of the structure itself, thus delaying early warning. Summary of the Invention

[0004] The purpose of this invention is to provide an intelligent monitoring device for the settlement of tall formwork support frames, which solves the problems mentioned in the background art.

[0005] To achieve the above objectives, the present invention provides the following technical solution, comprising: an adjustable bottom support, a sensor group, and a processor. A vertical pole is fixedly connected to the top of the adjustable bottom support. A horizontal bar is fixedly connected to the vertical pole via a node connector. An oblique scissor brace is fixedly installed between the vertical pole and the horizontal bar. An audible and visual alarm is fixedly installed on one side of the vertical pole near the adjustable bottom support. The audible and visual alarm is signal-connected to the sensor group. The sensor group includes a displacement monitor, an axial force monitor, and an inclination monitor. The processor, which is signal-connected to both the sensor group and the audible and visual alarm, is configured to: The load settlement transfer coefficient is based on the proportional relationship between the degree of fluctuation of the axial load of each vertical column relative to the axial force reference and the degree of response of the vertical settlement displacement at each vertical column relative to the vertical settlement reference. The attitude settlement coordination index is reflected by the deviation relationship between the degree of deflection of the inclination attitude of the rod at each of the aforementioned node connectors relative to the inclination reference and the degree of vertical displacement response in the node area where the degree of rod attitude deflection is located. Based on the interaction between the load settlement transfer coefficient and the attitude settlement coordination index, the degree of degradation of the equivalent axial stiffness of each vertical column relative to the equivalent axial stiffness reference value is determined by the normalized relationship between the degree of degradation of the equivalent axial stiffness of each vertical column and the degree of load change of the vertical column. Based on the coupling aggravation effect between the degree of degradation of the true stiffness and the attitude settlement coordination index, a comprehensive risk index is obtained. The audible and visual alarm outputs a warning signal of the corresponding level based on the comprehensive hazard index.

[0006] Optionally, the main keel channel steel for the bottom of the beam, the main keel channel steel for the bottom of the slab, and the main keel template for the bottom of the slab are sequentially fixed and installed at the top position of the vertical pole; The displacement monitor is installed on the horizontal crossbar near the bottom main keel template of the plate, the axial force monitor is installed at the bottom of the vertical pole, and the tilt monitor is installed at the node connector.

[0007] Optionally, the process for obtaining the load settlement transfer coefficient is as follows: Obtain the initial axial force reference value of each vertical column, calculate the ratio of the axial force reference value of each vertical column to the sum of the axial force reference values ​​of all vertical columns, and obtain the load weighting coefficient. The ratio of the axial force monitoring value of each vertical column at the current moment to the axial force reference value at the initial moment is obtained to obtain the load change ratio of the axial load of each vertical column relative to the axial force reference. The ratio of the vertical settlement displacement value of each vertical column at the current moment to the settlement reference value at the initial moment is obtained to obtain the settlement change ratio of the vertical settlement displacement of each vertical column relative to the vertical settlement reference. The load variation factor of each vertical pole is multiplied by the load weight coefficient as the exponent, and then multiplied together to obtain the comprehensive load fluctuation characteristics. The settlement change ratio of each of the vertical columns is multiplied by the load weight coefficient and then multiplied together to obtain the comprehensive displacement response characteristics. The load settlement transfer coefficient is obtained by calculating the ratio of the comprehensive load fluctuation characteristics to the comprehensive displacement response characteristics.

[0008] Optionally, the process for obtaining the attitude settlement coordination index is as follows: The ratio of the tangent of the inclination angle of the member at the current moment to the tangent of the inclination reference value at the initial moment is obtained to obtain the deflection value of the inclination angle attitude of the member at each node connection relative to the inclination reference. The geometric mean of the deflection values ​​at each of the aforementioned node connectors is taken to obtain the measured deflection characteristics of the attitude. Determine the set of vertical poles associated with the node region where each node connector is located, calculate the ratio of the average settlement value of the vertical displacement of each vertical pole in the set at the current time to the average settlement reference value of the vertical displacement at the initial time, and obtain the theoretical deflection degree of settlement at each node connector. The geometric mean of the theoretical settlement deflection at each of the aforementioned node connectors is taken to obtain the theoretical settlement deflection characteristics. The ratio of the measured attitude deflection characteristic to the theoretical settlement deflection characteristic is calculated to obtain the attitude settlement deviation ratio. The attitude settlement deviation ratio is multiplied by the load settlement transfer coefficient to obtain the attitude settlement coordination index.

[0009] Optionally, the process for obtaining the cyclic degradation factor is as follows: The ratio of the axial force monitoring value of each vertical column at the current moment to the settlement displacement value at the current moment is obtained to obtain the equivalent axial stiffness of each vertical column at the current moment. The ratio of the axial force reference value of each vertical column at the initial moment to the settlement reference value at the initial moment is obtained to obtain the equivalent axial stiffness reference of each vertical column at the initial moment. Calculate the ratio of the equivalent axial stiffness of each vertical column at the current moment to the equivalent axial stiffness reference at the initial moment, and obtain the degree of degradation of the equivalent axial stiffness of each vertical column relative to the initial reference. The ratio of the axial force monitoring value of each vertical column at the current moment to the axial force reference value at the initial moment is obtained to determine the degree of load change of each vertical column. Divide the load weight coefficient by the attitude settlement coordination index to obtain the weight after coordination correction; The degradation degree of the equivalent axial stiffness of each vertical column relative to the initial reference is multiplied by the exponent of the weight after coordination correction, and then multiplied together to obtain the stiffness degradation aggregation feature after coordination correction. The load variation degree of each vertical column is multiplied by the weight after coordination correction, and then multiplied together to obtain the aggregated load variation feature after coordination correction. The ratio of the stiffness degradation aggregation characteristic after coordination correction to the load change aggregation characteristic after coordination correction is calculated to obtain the true stiffness degradation degree. The cyclic degradation factor is obtained by multiplying the actual stiffness degradation degree by the attitude settlement coordination index. The cyclic degradation factor characterizes the result of the coupling effect between the actual stiffness degradation degree and the attitude settlement coordination index.

[0010] Optionally, the processor is further configured to: Based on the cyclic degradation factor at the current moment, the load weight coefficient at the next moment is modified so that the load settlement transfer coefficient at the next moment decreases as the cyclic degradation factor at the current moment increases.

[0011] Optionally, the processor is further configured to: The comprehensive hazard index is obtained based on the comprehensive relationship between the cyclic degradation factor, the attitude settlement coordination index, and the load settlement transfer coefficient. The comprehensive hazard index is positively correlated with the cyclic degradation factor and the attitude settlement coordination index, and negatively correlated with the load settlement transfer coefficient.

[0012] Optionally, the audible and visual alarm may output a warning signal of the corresponding level from the following based on the numerical range of the comprehensive danger index: green (safe, no alarm), yellow (attention, intermittent flashing with short beeps), orange (danger, continuous flashing with intermittent beeps), or red (emergency, continuous strong flashing with continuous beeps).

[0013] Compared with the prior art, the beneficial effects of the present invention are as follows: First, this invention first compares the two conventional parameters—the axial force of the uprights measured by the axial force monitoring meter and the settlement displacement measured by the displacement monitoring meter—with their initial reference values, thereby converting absolute physical quantities into dimensionless relative change ratios, making different uprights comparable. Then, through multi-dimensional data aggregation, the scattered upright information is compressed into a comprehensive scalar quantity for the entire frame. Finally, the load settlement transfer coefficient is obtained through the calculations of the above two parts. This coefficient dynamically reflects the proportional relationship between load changes and settlement changes. When the frame is healthy, the increase in load and the increase in settlement maintain a synchronous proportion, and the coefficient remains stable within the normal range. When loose node connections prevent the load from being effectively transferred to settlement, or when abnormal settlement of the bottom adjustable supports causes settlement growth to outpace load growth, the coefficient will significantly deviate from the normal range, thus greatly reducing the false alarm rate.

[0014] II. This invention first performs a tangent transformation on the inclination angle of the member measured by the inclination monitoring meter, converting the angle into a dimensionless quantity linearly comparable to settlement. Then, by comparing this deflection with an initial reference value, the absolute deflection is converted into a relative change factor. Simultaneously, for the settlement data measured by the displacement monitoring meter, through spatial correlation, the point settlement is expanded into a local settlement field mean value, which is then compared with the initial reference value to obtain the local settlement field change factor. Finally, the attitude deflection factor and the settlement change factor are geometrically aggregated to obtain a comprehensive value of the global measured attitude deflection and a comprehensive value of the global theoretical settlement deflection. This ultimately forms the attitude-settlement deviation ratio, which integrates deep features of spatial correlation information, geometric transformation information, and multi-source aggregated information. This feature can sensitively capture minute deviations between the measured attitude change and the theoretical attitude change calculated from settlement.

[0015] Third, after calculating the attitude settlement deviation ratio, this invention further couples it with the load settlement transfer coefficient through multiplication to obtain the attitude settlement coordination index. This index determines whether the settlement is coordinated by comparing the measured attitude change with the theoretical attitude change calculated from the settlement. When a tall formwork support frame experiences uniform settlement (e.g., the overall compression of the foundation causes all uprights to sink synchronously), the inclination angle change of all members maintains a consistent geometric relationship with the settlement change. When non-coordinated deformation occurs (e.g., loosening of node connectors causes additional deflection of a member, or failure of diagonal scissor bracing leads to loss of lateral stiffness of the frame), the measured attitude change ratio will be significantly greater than the theoretical value calculated from the settlement. In this case, even if the absolute value of settlement is not large, the index will increase significantly, triggering an early warning.

[0016] Fourth, this invention first combines the axial force of the upright measured by the axial force monitoring meter and the settlement displacement measured by the displacement monitoring meter by division to obtain the equivalent axial stiffness. Then, the stiffness is compared with the initial stiffness benchmark to obtain the stiffness degradation ratio. At the same time, the load change ratio is calculated. Then, the stiffness degradation ratio is compared with the load change ratio to eliminate the apparent stiffness increase caused by the increase of load and extract the true stiffness change. Attached Figure Description

[0017] Figure 1 This is a front view of the construction structure of the tall formwork support frame for intelligent settlement monitoring according to the present invention; Figure 2 For the present invention Figure 1 Enlarged schematic diagram of the structure at point A; Figure 3 For the present invention Figure 1 Enlarged schematic diagram of the structure at point A1; Figure 4 For the present invention Figure 1 Enlarged schematic diagram of the structure at point A2; Figure 5 This is an enlarged schematic diagram of the axial force monitoring meter used for intelligent settlement monitoring in this invention; Figure 6 This is an enlarged schematic diagram of the tilt meter used for intelligent settlement monitoring in this invention; Figure 7 This is an enlarged schematic diagram of the audible and visual alarm device for intelligent settlement monitoring in this invention. Figure 8 This is a schematic diagram illustrating the process of intelligent settlement monitoring for the tall formwork support frame settlement monitoring device of the present invention.

[0018] In the diagram: 1-Adjustable bottom support, 2-Vertical upright, 3-Horizontal crossbar, 4-Node connector, 5-Diagonal scissor brace, 6-Beam bottom main keel channel steel, 7-Slab bottom main keel channel steel, 8-Slab bottom main keel formwork, 9-Displacement monitor, 10-Axial force monitor, 11-Inclination monitor, 12-Audible and visual alarm. Detailed Implementation

[0019] 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.

[0020] Example 1:

[0021] This embodiment first provides a detailed description of the specific structure of the intelligent monitoring equipment for settlement of tall formwork support frames and its installation and deployment methods in engineering.

[0022] like Figures 1 to 7 As shown in the figure, this embodiment of the invention provides an intelligent monitoring device for the settlement of a tall formwork support frame. The device includes an adjustable bottom support 1, vertical uprights 2, horizontal crossbars 3, node connectors 4, diagonal scissor braces 5, main keel channel steel at the bottom of the beam 6, main keel channel steel at the bottom of the slab 7, main keel formwork at the bottom of the slab 8, an audible and visual alarm 12, a sensor group, and a processor.

[0023] The adjustable bottom support 1 has a vertical pole 2 fixedly connected to its top, which transfers the upper load to the foundation and can be initially leveled via its own threaded adjustment mechanism. The vertical pole 2 is fixedly connected to the horizontal crossbar 3 via node connectors 4, together forming the main load-bearing skeleton of the support frame. Diagonal scissor braces 5 are fixedly installed between the vertical pole 2 and the horizontal crossbar 3 to enhance the lateral stiffness and overall stability of the entire support system. At the top of the frame, the upper end of the vertical pole 2 is sequentially fixed with the beam bottom main keel channel steel 6, the slab bottom main keel channel steel 7, and the slab bottom main keel formwork 8, which are used to bear the construction load during concrete pouring and form the formwork surface.

[0024] The sensor group includes a displacement monitor 9, an axial force monitor 10, and an inclination monitor 11.

[0025] Specifically, the displacement monitor 9 is installed on the horizontal crossbar 3 near the bottom main keel template 8, with the top of its telescopic rod contacting the bottom surface of the bottom main keel template 8, for real-time monitoring of the vertical settlement displacement value at this measuring point. The axial force monitor 10 is installed at the bottom of the vertical pole 2, above the bottom adjustable support 1, for real-time monitoring of the axial load borne by the pole. The tilt monitor 11 is installed at the node connector 4, for real-time monitoring of the tilt angle change of the pole (mainly the horizontal crossbar 3 or the vertical pole 2) at the node relative to the initial horizontal or vertical posture. An audible and visual alarm 12 is fixedly installed on one side of the vertical pole 2 near the bottom adjustable support 1. The audible and visual alarm 12 is connected to the processor signal and is used to output different levels of warning signals according to the processor's instructions.

[0026] The processor is the core computing unit of this monitoring device and is connected to the displacement monitor 9, axial force monitor 10, tilt monitor 11, and audible and visual alarm 12. The processor is configured to execute the intelligent settlement monitoring and hazard warning methods described in subsequent embodiments.

[0027] This completes the installation and deployment of the device structure of the present invention, laying the hardware foundation for subsequent multi-source data fusion analysis and intelligent early warning.

[0028] Example 2:

[0029] like Figure 8 As shown, after completing the equipment deployment of Embodiment 1, this embodiment of the present invention explains how the processor calculates the load settlement transfer coefficient.

[0030] It is understandable that during the concrete pouring process, there is an inherent transfer relationship between the load applied to a tall formwork support frame and the settlement response of the structure. In a healthy frame, the increase in load and the increase in settlement should maintain a synchronous proportion; however, when the node connection 4 becomes loose or the bottom adjustable support 1 experiences abnormal settlement, this proportional relationship will be disrupted. The load-settlement transfer coefficient is precisely the characteristic parameter used to quantify this dynamic proportional relationship.

[0031] In this embodiment, the process of obtaining the load settlement transfer coefficient is as follows: First, obtain the reference value of axial force F for each vertical column 2 at the initial stable time t0. i(t0) and settlement benchmark value d i(t0) The initial stabilization point is typically chosen as the static state after the formwork support is erected and before concrete pouring begins. Based on this, the processor calculates the load weighting coefficient w for the i-th upright. i Its physical meaning is the proportion of the initial load borne by this pole to the total initial load of all poles in the entire monitoring area. The calculation formula is: ; Where n is the total number of poles in the monitoring area, and k is the summation index variable, which iterates from 1 to n.

[0032] Next, the processor acquires the axial force monitoring value F of each upright in real time at the current time t. i(t) and settlement displacement value d i(t) Then, calculate the load variation ratio and settlement variation ratio for each upright.

[0033] To comprehensively evaluate the load-settlement transfer efficiency of the frame, the processor performs weighted aggregation of load variation ratios and settlement variation ratios. The overall load fluctuation characteristics are determined by weighting the load variation ratio of each upright with a load weighting coefficient w. i The result is obtained by multiplying the exponents by powers and then multiplying them together. Similarly, the comprehensive displacement response characteristics are obtained by multiplying the settlement change ratios of each column by powers of the same load weighting coefficient and then multiplying them together.

[0034] Finally, the processor calculates the ratio of the comprehensive load fluctuation characteristics to the comprehensive displacement response characteristics to obtain the load settlement transfer coefficient, i.e.: ; In the formula: Ψ fd(t) F is the load settlement transfer coefficient. i(t)Let F be the axial force monitoring value of the i-th upright at time t, measured by axial force monitoring meter 10. i(t0) Let w be the reference value of the axial force of the i-th upright at the initial stable time t0. i Let d be the load weighting coefficient for the i-th upright. i(t) Let d be the settlement displacement value at time t at the i-th upright, measured by displacement monitoring meter 9. i(t0) Let t0 be the settlement reference value of the i-th upright at the initial stabilization time; This is a product of load increments, specifically the ratio of the current axial force of each upright to the baseline value, weighted by load weights. i The sum of these is 1, and the result of multiplication reflects the overall change rate of the load level. The product of settlement response is specifically the ratio of the current settlement of each pole relative to the benchmark value, which is multiplied by weighted average to reflect the comprehensive change ratio of the overall settlement level. Furthermore, during concrete pouring, the load is transferred to the foundation in the following sequence: 8-channel steel of the slab bottom main joist → 7-channel steel of the slab bottom main joist → 6-channel steel of the beam bottom main joist → 4-node connector → 2-vertical uprights → 1-adjustable bottom support. The axial force monitor 10 measures the input load, and the displacement monitor 9 measures the output settlement. fd(t) It refers to the input / output efficiency ratio. Therefore, Ψ fd(t) This is the ratio of the overall load change rate to the overall settlement change rate. When the frame is healthy, the increase in load and the increase in settlement are synchronized. fd(t) ≈1; When the node connector 4 is loose or the diagonal scissor brace 5 fails, causing the load to be difficult to transfer effectively as settlement, the ratio of the numerator (load change) to the denominator (settlement change) deviates, Ψ fd(t) Significant deviation from 1.

[0035] In addition, it should be noted that Ψ fd(t) As the first-level early warning feature, it is necessary to monitor the changing trend of load transfer efficiency in real time. Therefore, it is necessary to pay attention to its changing trend in real time: if the settlement increases faster than the load increases, it will cause stiffness degradation or loss of foundation bearing capacity; if the load increases faster than the settlement increases, it may be an anomaly such as node jamming.

[0036] Thus, the load settlement transfer coefficient Ψ, which reflects the overall load transfer efficiency of the frame, was obtained. fd(t) This provides a first-level key criterion for distinguishing between normal elastic deformation and abnormal settlement modes.

[0037] Example 3:

[0038] like Figure 8As shown in Example 2, simply monitoring the load and settlement transfer efficiency is sometimes insufficient to distinguish between overall uniform settlement and local non-coordinated deformation. This example, based on Example 2, introduces tilt angle monitoring data to construct an attitude settlement coordination index.

[0039] Understandably, when the support frame experiences uniform settlement (such as overall foundation compression), each vertical support 2 sinks synchronously, and the change in inclination angle of the members at the node connector 4 has a linear proportion determined by geometric relationships to the amount of settlement. However, when non-coordinated deformation occurs, such as a loosening of a node connector 4 or failure of the diagonal scissor brace 5, the actual change in inclination angle of the members in that area will deviate significantly from the theoretical value calculated from the settlement. The attitude settlement coordination index is precisely used to capture the characteristics of this degree of incoordination.

[0040] In this embodiment, the process of obtaining the attitude settlement coordination index is as follows: First, the processor acquires the tilt reference value θ of each tilt gauge 11 at the initial time t0. j(t0) and the measured tilt angle θ at the current time t. j(t) To establish linear comparability with settlement, the processor calculates the relative change factor of the tilt tangent. Then, the geometric mean of this magnification for all m tilt angle monitoring points is taken to obtain the measured attitude deflection characteristics: .

[0041] Next, the processor determines the set S of vertical poles 2 associated with the node region where each tilt gauge 11 is located. j Calculate the average settlement of all poles within this set at the current moment. S j The set of uprights located in the same node region (node ​​connector 4) as the j-th inclinometer, and the average settlement reference value d at the initial moment. avg j(t0) This leads to the theoretical subsidence variation ratio of the region. The geometric mean of this magnification is also taken for all tilt angle monitoring points to obtain the theoretical settlement deflection characteristics: .

[0042] Then, the processor calculates the ratio of the measured attitude deflection characteristics to the theoretical settlement deflection characteristics to obtain the attitude settlement deviation ratio. Finally, this deviation ratio is compared with the load settlement transfer coefficient Ψ obtained in Example 2. fd(t) Multiplying these together yields the attitude settlement coordination index: ; In the formula: Γ sd(t) The attitude settlement coordination index is denoted by m, where m is the total number of inclinometers in the monitoring area, j is the index of inclinometer 11, and θ is the inclination index. j(t)Let θ be the inclination angle of the member measured by the j-th inclination gauge 11 at time t. j(t0) Let d be the tilt reference value of the j-th tilt meter at the initial time t0. avg j(t0) Let d be the average settlement reference value of the pole associated with the j-th inclinometer at the initial moment. avg j(t) n associated with the j-th inclinometer space j Average settlement of each upright pole; Furthermore, on the one hand, The product of the measured attitude deflections is specifically the ratio of the tangent of the measured tilt angle of each inclinometer to the reference tangent. The power (geometric mean form) is used instead of θ because tanθ physically corresponds directly to the ratio of the horizontal displacement at the top of the rod to the rod length, Δx / L, which is linearly comparable to the rotation caused by settlement; on the other hand... The deflection product of the settlement theory is specifically the ratio of the average settlement of the same region as each inclinometer to the reference value, taken as... This power represents the theoretically expected degree of attitude change if the settlement were uniform; finally, Ψ fd(t) Introduced as a multiplier, it reflects how the efficiency of load transfer directly affects the coordination between settlement and attitude. When the transfer efficiency is abnormal, the coordination between settlement and attitude will be amplified or reduced. When the frame settles, the vertical upright 2 will tilt. If the settlement is uniform, there is a definite geometric relationship between the change in tilt angle and the amount of settlement (determined by the length L of the upright). However, when the node connector 4 becomes loose or the diagonal scissor brace 5 fails, the actual tilt angle of the upright will deviate from this theoretical relationship. sd(t) It's about capturing this incongruity. Figure 2 (Enlarged view at point A) shows the structure of node connector 4, whose snap-fit ​​connector fixes the horizontal crossbar 3 to the vertical pole 2. When this node becomes loose, the change in the pole's inclination angle is no longer synchronized with the settlement. sd(t) This will significantly deviate from 1. Therefore, specifically, when the scaffold is healthy, the measured attitude change is consistent with the theoretical attitude change calculated from settlement, Γ sd(t) ≈1; When the local node connector 4 becomes loose, causing abnormal deflection of the member, the measured tanθ j Much larger than the expected value calculated from the settlement, Γ sd(t) Significant deviation from 1.

[0043] Thus, the attitude settlement coordination index was obtained. This index integrates spatial correlation information and geometric transformation, and can sensitively detect non-coordinated deformation. When the frame is healthy, the index is approximately equal to 1; when local node failure causes abnormal deflection of the members, the measured attitude change will be greater than the theoretical value, causing the index to be significantly greater than 1, thereby triggering an early warning.

[0044] Example 4:

[0045] like Figure 8 As shown in Example 3, the continuous increase in load may mask the true degradation of structural stiffness. This example, based on Example 3, further separates the load effect, calculates the true degree of stiffness degradation, and constructs a cyclic degradation factor.

[0046] Understandably, the equivalent axial stiffness of the upright is defined as the ratio of axial force to settlement. This stiffness should decrease when the adjustable support 1 at the bottom settles or the node connector 4 loosens. However, the continuous pouring of concrete simultaneously increases the axial force, thus maintaining the apparent stiffness numerically and creating a false load increase effect. Therefore, it is necessary to eliminate the influence of load changes to extract the true stiffness degradation information.

[0047] In this embodiment, the process of obtaining the cyclic degradation factor is as follows: First, the processor calculates the equivalent axial stiffness of the i-th upright at the current time t. (Reflects the axial force required for the pole to produce a unit settlement (1mm). The greater the stiffness, the more rigid the pole), and the reference value of the equivalent axial stiffness at the initial moment. (To eliminate the artificial increase in stiffness caused by construction loading (loading will cause F) i An increase in stiffness, if not normalized, will be misinterpreted as an increase in stiffness. The ratio of the two... This refers to the degree of stiffness degradation. Simultaneously, the degree of load variation... It has been obtained in Example 2.

[0048] To eliminate the interference of load growth on stiffness evaluation, the processor compares the degree of stiffness degradation with the degree of load change. Simultaneously, an attitude settlement compatibility index Γ is introduced. sd(t) Adjust the weights. When Γ sd(t) When the value is >1 (severe attitude degradation), the weight of the corresponding upright in the overall evaluation should be reduced, as its stiffness change may be partly caused by attitude abnormalities. Accordingly, the processor calculates the weight after coordination correction as follows: .

[0049] Then, the processor calculates the stiffness degradation aggregation features after coordination correction. and the aggregate characteristics of load variation after coordination correction .

[0050] Finally, by calculating the ratio of the two, the true stiffness degradation degree after eliminating the load inflation effect is obtained, and multiplied by the attitude settlement compatibility index, the cyclic degradation factor is obtained: ; Where: Ω ks(t) Γ is the cyclic degradation factor of stiffness attitude. sd(t) Introduced as a multiplier. Its attitude degradation exacerbates the perceived stiffness degradation, creating positive feedback; It is understandable that when the adjustable support 1 at the bottom settles, the equivalent axial stiffness of the vertical column 2 will decrease. It will decrease (because the same force produces a larger settlement). But at the same time, if concrete is being poured, F i(t） It is increasing in size, which will lead to It doesn't appear to have decreased that much; this is the "load inflation effect." By dividing by... To eliminate this effect and extract the true stiffness degradation. More importantly, when the diagonal shear brace 5 fails ( Figure 1 (The diagonal brace in the middle), the lateral constraint of the member is weakened, and the θ measured by the tilt angle monitoring meter 11 is reduced. j(t) It will increase abnormally, leading to Γ sd(t) Deviation 1. This Γ sd(t) Simultaneously appearing The exponential position (adjusted weight) and the multiplier position (amplification effect) can create a dual influence. Therefore, when the scaffold is healthy, Ω... ks(t) ≈1; when stiffness degrades and attitude deteriorates (Γ) sd(t) When deviation 1) occurs simultaneously, Ω ks(t) It will deviate significantly from 1 due to the combined effects of exponential correction and multiplier coupling, and the direction of deviation is the same as Γ. sd(t) Consistency creates a cyclical amplification effect.

[0051] Thus, the cyclic degradation factor Ω was obtained. ks(t) This factor simultaneously reflects the coupling effect of actual stiffness degradation and attitude incoordination. When stiffness degradation and attitude deterioration occur simultaneously, this factor will deviate significantly from 1 due to the dual effects of exponential correction and multiplier amplification, forming a positive feedback loop, thereby identifying the precursors of structural instability earlier and more sensitively.

[0052] Example 5:

[0053] like Figure 8 As shown in Example 4, after obtaining the feature parameters of the above multiple dimensions, this embodiment of the invention fuses them to obtain the final comprehensive risk index, and performs graded early warning accordingly.

[0054] It is understandable that the load settlement transfer coefficient Ψ fd(t) Attitude Settlement Coordination Index Γ sd(t) and cyclic degradation factor Ω ks(t) The safety status of the frame was revealed from three different dimensions: load transfer efficiency, deformation compatibility, and stiffness degradation. The comprehensive hazard index requires integrating information from these three dimensions to fully assess the risk. Generally, the degree of hazard is positively correlated with stiffness degradation and attitude incompatibility, and negatively correlated with load transfer efficiency (the lower the transfer efficiency, the more severe the problem).

[0055] In this embodiment, the processor calculates the comprehensive risk index according to the following formula: ; In the formula: R risk(t) The overall risk index; Thus, the comprehensive hazard index was obtained. This index comprehensively reflects the coupling relationship between stiffness, attitude, and load transfer. The greater the deviation of this index from its health benchmark value (usually 1), the higher the overall safety risk of the frame.

[0056] To provide intuitive and effective early warnings, the processor also controls the audible and visual alarm 12 to output warning signals of corresponding levels based on the numerical range of the comprehensive danger index: When R risk(t) When the result is within the range of 0.85-1.15, it indicates that the frame is in a safe state, and the processor controls the audible and visual alarm 12 to display green and not alarm. When R risk(t) When the result is within the range of (1.15, 1.50] or [0.60, 0.85), it indicates that there is a risk that needs attention, and the processor controls the audible and visual alarm 12 to display yellow, flash intermittently and beep briefly; When R risk(t) When the result is within the range of (1.50, 2.00] or [0.40, 0.60), it indicates that a dangerous state has been entered, and the processor controls the audible and visual alarm 12 to display orange, flash continuously, and beep intermittently; When R risk(t) When the result is >2 or <0.40, it indicates that an emergency danger state has been entered. The processor controls the audible and visual alarm 12 to display red, flash continuously, and sound continuously.

[0057] Example 6:

[0058] like Figure 8 As shown, in order to achieve a dynamic response to the increasing risks, this embodiment introduces an adaptive feedback mechanism based on embodiment 5.

[0059] Understandably, the failure of tall formwork support structures is usually gradual. As construction progresses, the structural stiffness continuously degrades, and the posture becomes increasingly uncoordinated. At this point, the monitoring system should also increase its sensitivity to anomalies to achieve adaptive monitoring that becomes more sensitive as the situation becomes more dangerous.

[0060] In this embodiment, the processor is further configured to: calculate the cyclic degradation factor Ω based on the current time. ks(t) The parameters used to calculate the load settlement transfer coefficient at the next time step (t+Δt) are dynamically corrected.

[0061] In a preferred embodiment, the processor employs the following correction strategy: ; This means that when the cyclic degradation factor Ω at the previous moment ks(t) When the value is greater than 1 (indicating structural degradation), the processor will actively reduce the calculated load settlement transfer coefficient Ψ in the next moment. fd(t+Δt) The shrunken Ψ fd-new(t+Δt) This will be further used in the subsequent calculation of attitude settlement coordination index and cyclic degradation factor.

[0062] Thus, a positive feedback loop is achieved: the more severe the structural degradation, the stricter the system's evaluation criteria for abnormal indicators, thereby enabling the comprehensive risk index to respond significantly to subsequent minor deteriorations, effectively improving the timeliness and sensitivity of the early warning system, and avoiding the problem of slow early warning in the later stages of structural instability caused by traditional fixed threshold methods.

[0063] 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 smart monitoring device for settlement of tall formwork support frames, characterized in that, include: The bottom adjustable support (1), sensor group and processor are provided. A vertical pole (2) is fixedly connected to the top of the bottom adjustable support (1). A horizontal bar (3) is fixedly connected to the vertical pole (2) through a node connector (4). An oblique scissor brace is fixedly installed between the vertical pole (2) and the horizontal bar (3). An audible and visual alarm (12) is fixedly installed on one side of the vertical pole (2) near the bottom adjustable support (1). The audible and visual alarm (12) is connected to the sensor group. The sensor group includes a displacement monitor (9), an axial force monitor (10) and an inclination monitor (11). The processor, which is signal-connected to both the sensor group and the audible and visual alarm (12), is configured to: The load settlement transfer coefficient is based on the proportional relationship between the degree of fluctuation of the axial load of each vertical column (2) relative to the axial force reference and the degree of response of the vertical settlement displacement at each vertical column (2) relative to the vertical settlement reference. The attitude settlement coordination index is reflected by the deviation relationship between the degree of deflection of the inclination attitude of the rod at each node connector (4) relative to the inclination reference and the degree of vertical displacement response in the node area where the degree of rod attitude deflection is located. Based on the mutual influence between the load settlement transfer coefficient and the attitude settlement coordination index, the cyclic degradation factor reflected by the normalized relationship between the degree of degradation of the equivalent axial stiffness of each vertical pole (2) relative to the equivalent axial stiffness reference value and the degree of load change of the vertical pole (2) is determined, and based on the coupling aggravation effect between the degree of degradation of the actual stiffness and the attitude settlement coordination index, a comprehensive risk index is obtained. The audible and visual alarm (12) outputs a warning signal of the corresponding level according to the comprehensive danger index.

2. The intelligent monitoring device for settlement of tall formwork support frame according to claim 1, characterized in that, The vertical pole (2) is fixedly installed at the top position with the beam bottom main keel channel steel (6), the slab bottom main keel channel steel (7) and the slab bottom main keel template (8). The displacement monitoring meter (9) is installed on the horizontal crossbar (3) near the bottom main keel template (8), the axial force monitoring meter (10) is installed at the bottom of the vertical pole (2), and the tilt monitoring meter (11) is installed at the node connector (4).

3. The intelligent monitoring device for settlement of tall formwork support frame according to claim 2, characterized in that, The process for obtaining the load settlement transfer coefficient is as follows: Obtain the initial axial force reference value of each vertical column (2), calculate the ratio of the axial force reference value of each vertical column (2) to the sum of the axial force reference values ​​of all vertical columns (2), and obtain the load weight coefficient; The ratio of the axial force monitoring value of each vertical pole (2) at the current moment to the axial force reference value at the initial moment is obtained to obtain the load change ratio of the axial load of each vertical pole (2) relative to the axial force reference. The ratio of the vertical settlement displacement value of each vertical pole (2) at the current time to the settlement reference value at the initial time is obtained to obtain the settlement change ratio of the vertical settlement displacement of each vertical pole (2) relative to the vertical settlement reference. The load variation ratio of each vertical pole (2) is multiplied by the load weight coefficient as the exponent, and then multiplied together to obtain the comprehensive load fluctuation characteristics. The settlement change ratio of each vertical pole (2) is multiplied by the load weight coefficient and then multiplied together to obtain the comprehensive displacement response characteristics. The load settlement transfer coefficient is obtained by calculating the ratio of the comprehensive load fluctuation characteristics to the comprehensive displacement response characteristics.

4. The intelligent monitoring device for settlement of tall formwork support frame according to claim 1, characterized in that, The process of obtaining the attitude settlement coordination index is as follows: The ratio of the tangent of the inclination angle of the member at the current moment to the tangent of the inclination reference value at the initial moment is obtained to obtain the deflection value of the inclination angle attitude of the member at the node connector (4) relative to the inclination reference. The geometric mean of the deflection values ​​at each of the node connectors (4) is taken to obtain the measured deflection characteristics of the attitude. Determine the set of vertical poles (2) associated with the node area where each node connector (4) is located, calculate the ratio of the average settlement value of the vertical displacement of each vertical pole (2) in the set of vertical poles (2) at the current time to the average settlement reference value of the vertical displacement at the initial time, and obtain the theoretical deflection degree of settlement at each node connector (4). The geometric mean of the theoretical settlement deflection at each of the node connectors (4) is taken to obtain the theoretical settlement deflection characteristics; The ratio of the measured attitude deflection characteristic to the theoretical settlement deflection characteristic is calculated to obtain the attitude settlement deviation ratio. The attitude settlement deviation ratio is multiplied by the load settlement transfer coefficient to obtain the attitude settlement coordination index.

5. The intelligent monitoring device for settlement of tall formwork support frame according to claim 3, characterized in that, The process for obtaining the cyclic degradation factor is as follows: The ratio of the axial force monitoring value of each vertical column (2) at the current moment to the settlement displacement value at the current moment is obtained to obtain the equivalent axial stiffness of each vertical column (2) at the current moment. The ratio of the axial force reference value of each vertical column (2) at the initial moment to the settlement reference value at the initial moment is obtained to obtain the equivalent axial stiffness reference of each vertical column (2) at the initial moment. Calculate the ratio of the equivalent axial stiffness of each vertical post (2) at the current moment to the equivalent axial stiffness reference at the initial moment, and obtain the degree of degradation of the equivalent axial stiffness of each vertical post (2) relative to the initial reference. The ratio of the axial force monitoring value of each vertical pole (2) at the current moment to the axial force reference value at the initial moment is obtained to obtain the degree of load change of each vertical pole (2); Divide the load weight coefficient by the attitude settlement coordination index to obtain the weight after coordination correction; The equivalent axial stiffness of each vertical pole (2) relative to the initial reference is multiplied by the exponent of the weight after coordination correction, and then multiplied together to obtain the stiffness degradation aggregation feature after coordination correction. The load variation degree of each vertical pole (2) is multiplied by the weight after coordination correction, and then multiplied together to obtain the aggregated load variation characteristic after coordination correction. The ratio of the stiffness degradation aggregation characteristic after coordination correction to the load change aggregation characteristic after coordination correction is calculated to obtain the true stiffness degradation degree. The cyclic degradation factor is obtained by multiplying the actual stiffness degradation degree by the attitude settlement coordination index. The cyclic degradation factor characterizes the result of the coupling effect between the actual stiffness degradation degree and the attitude settlement coordination index.

6. The intelligent monitoring device for settlement of tall formwork support frame according to claim 5, characterized in that, The processor is also configured to: Based on the cyclic degradation factor at the current moment, the load weight coefficient at the next moment is modified so that the load settlement transfer coefficient at the next moment decreases as the cyclic degradation factor at the current moment increases.

7. The intelligent monitoring device for settlement of tall formwork support frame according to claim 1, characterized in that, The processor is also configured to: The comprehensive hazard index is obtained based on the comprehensive relationship between the cyclic degradation factor, the attitude settlement coordination index, and the load settlement transfer coefficient. The comprehensive hazard index is positively correlated with the cyclic degradation factor and the attitude settlement coordination index, and negatively correlated with the load settlement transfer coefficient.

8. The intelligent monitoring device for settlement of tall formwork support frame according to claim 1, characterized in that, The audible and visual alarm (12) outputs a warning signal of the corresponding level from the following based on the numerical range of the comprehensive danger index: green (safe, no alarm), yellow (attention, intermittent flashing with short beeping), orange (danger, continuous flashing with intermittent beeping), or red (emergency, continuous strong flashing with continuous beeping).

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