Building consultation service management system based on internet of things

Abstract

The application discloses a building consultation service management system based on Internet of Things and relates to the field of building consultation service, which comprises a strain module, a sensing module, a load module, a sound wave module, an analysis module, a display module and a register. The application calculates the foundation counterforce, dynamic stress and deflection analysis fatigue damage of the strain and vibration signal joint model, calculates the static and dynamic overturning moment and wind load of the data such as the self weight of the hanging basket and the concrete load in the load module, solves the self vibration characteristics in combination with the structural dynamics equation, calculates the static and dynamic overturning moment and wind load, solves the self vibration characteristics in combination with the structural dynamics equation, processes the stress wave information, discriminates the paste characteristic signal, compares the stress flow and the topological form, emits the closure internal force structure signal according to the path coincidence degree, stress and strain and other indexes, analyzes and emits the cantilever pouring construction safety signal to carry out corresponding display and prompt, eliminates the safety hidden danger and greatly reduces the possibility of accidents.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of building consulting services, in particular to a building consulting service management system based on the Internet of Things. BACKGROUND

[0002] Under the background of the vigorous development of infrastructure construction, bridge cantilever pouring technology has become the core technology of large-span bridge construction because of its advantages of operation in complex terrain and no need for landing support. It is indispensable when crossing valleys, rivers and other special landforms. At the same time, bridge cantilever pouring also has construction safety problems, so the building consulting service management system based on the Internet of Things emerges as the times require.

[0003] The existing building consulting service management system based on the Internet of Things cannot analyze the safety state of the zero block support in multiple dimensions when running, cannot accurately identify the overturning state of the hanging basket, and cannot accurately determine the state of the closure internal force structure, which may gradually accumulate small safety hazards, eventually causing support collapse and hanging basket overturning accidents, and causing cracks and deformation defects in the closure section, affecting the overall structural stability of the bridge and reducing the service life of the bridge.

[0004] In order to solve the above-mentioned defects, a technical scheme is provided. SUMMARY

[0005] In order to solve the technical problems proposed in the background art, the present application is proposed. The embodiments of the present application provide a building consulting service management system based on the Internet of Things.

[0006] The purpose of the present application can be achieved by the following technical scheme: a building consulting service management system based on the Internet of Things, comprising a strain module, a sensing module, a load module, a sound wave module, an analysis module, a display module and a register.

[0007] The strain module comprises strain gauges and pressure sensors, and strain gauge arrays are arranged at the zero block support welding joints and support intersections. Each measuring point is provided with a strain gauge to obtain three-dimensional stress components. Voltage change information is obtained through a Wheatstone bridge and a strain gauge and transmitted to the analysis module. Specifically, the strain gauges are pasted at the zero block support welding joints and support intersection parts. When the support is stressed, the strain gauges are deformed, and the Wheatstone bridge converts the resistance change into voltage change; the settlement module comprises a settlement instrument for obtaining settlement information of the zero block support foundation and transmitting it to the analysis module;

[0008] The sensing module comprises acceleration sensors, and three-axis speed sensors are arranged at the zero block support span and cantilever end to collect acceleration of the support in different directions to form vibration information. A pore water pressure sensor is embedded in the foundation of the zero block support to measure the static water pressure information of pore water in the soil body and transmit it to the analysis module;

[0009] The load module includes an electronic weigher, which obtains the self weight of the hanging basket, the concrete, and the equipment load, and transmits to the analysis module; the acoustic wave module includes an acceleration sensor, which obtains the propagation information of the stress wave inside the prestressed pipeline after the grouting, and transmits to the analysis module; the display module is used for displaying the safety of the cantilever pouring construction as a whole; the register is used for storing the corresponding values of the fatigue signals, the hanging basket overturning signals, the grout characteristic signals, and the closure internal force structure signals; the analysis module is used for combining the strain and vibration signals with a model to calculate the foundation counterforce, the dynamic stress, and the deflection to analyze the fatigue damage, calculating the static and dynamic overturning moments and the wind load, combining the structural dynamics equation to solve the natural vibration characteristics, processing the stress wave information, judging the grout characteristics, establishing a concrete beam closure model by using the finite element software, optimizing according to the minimum strain energy, comparing the stress flow and the topological form, and analyzing the closure internal force structure.

[0010] Further, the following steps are further included:

[0011] Step one: strain and vibration analysis, the analysis module obtains the strain and vibration signals of the strain module, combines a model to calculate the foundation counterforce, the dynamic stress, and the deflection to analyze the fatigue damage, and obtains the corresponding values of each fatigue signal;

[0012] Step two: hanging basket overturning analysis, the analysis module obtains the data such as the self weight of the hanging basket and the concrete load in the load module, calculates the static and dynamic overturning moments and the wind load, combines the structural dynamics equation to solve the natural vibration characteristics, calculates the static and dynamic overturning moments and the wind load, combines the structural dynamics equation to solve the natural vibration characteristics, and obtains the corresponding values of each hanging basket overturning signal;

[0013] Step three: closure internal force structure judgment, the analysis module processes the stress wave information of the acoustic wave module, establishes an amplitude-frequency curve, discriminates the grout characteristic signals, establishes a concrete beam closure model by using the finite element software, optimizes according to the minimum strain energy, compares the stress flow and the topological form, issues the closure internal force structure signals according to the path coincidence degree, stress and strain, and obtains the corresponding values of each grout characteristic signal and the closure internal force structure signal;

[0014] Step four: issuing a safety signal and displaying, the analysis module receives the corresponding values of the fatigue signals, the hanging basket overturning signals, the grout characteristic signals, and the closure internal force structure signals in the register, analyzes and issues the cantilever pouring construction safety signal, and the display module performs corresponding display and prompting.

[0015] Further, the analysis steps of the corresponding values of each fatigue signal are as follows:

[0016] Step 105: The total fatigue damage D of the zero-block support is compared with the set fatigue damage determination intervals PL1, PL2 and PL3, if the total fatigue damage D of the zero-block support is located in the fatigue damage determination interval PL1, a third-level fatigue signal is sent, if the total fatigue damage D of the zero-block support is located in the fatigue damage determination interval PL2, a second-level fatigue signal is sent, if the total fatigue damage D of the zero-block support is located in the fatigue damage determination interval PL3, a first-level fatigue signal is sent;

[0017] Step 106: The first-level fatigue signal, the second-level fatigue signal and the third-level fatigue signal are respectively corresponding to the values B1, B2 and B3, and are stored in the register for saving.

[0018] Further, the total fatigue damage analysis step of the zero-block support is as follows:

[0019] Step 104: In the dynamic stress fusion of the zero-block support, the correction process based on Kalman filtering is as follows: the dynamic stress is fused and calculated by using a preset Kalman filter to obtain a final dynamic stress state, and the formula is: σ final (t)=σ model (t|t-1)+K t (σ dyna t-H t σ model t|t-1),wherein σ final (t) is the final dynamic stress, σ model (t|t-1) is the current model stress predicted based on the result of the last time, K t is the Kalman gain, which dynamically adjusts the model stress and the measured stress weight, H t is an observation matrix, specifically a unit matrix, the final dynamic stress is subjected to fast Fourier transform to generate a stress amplitude spectrum, the vibration acceleration signal is subjected to power spectral density analysis to obtain a resonance frequency fres, the input dynamic load F(t) of the support system and the acceleration signal of the vibration measuring point are subjected to frequency domain analysis to obtain the vibration transfer function H(fres) at the resonance frequency fres, the stress amplitude spectrum is divided into groups according to the stress amplitude interval, the number of groups is marked as n, the vibration acceleration signal is subjected to power spectral density analysis to extract the number of resonance frequencies, which is marked as m, the number of load cycles ni in each stress level interval is counted, i is the serial number of the stress amplitude interval, and the total fatigue damage D of the zero-block support is obtained according to the Miner criterion , wherein σ men is the integral average value of the stress in the time window, σ am is the stress amplitude corresponding to the frequency in the stress amplitude spectrum, N i (σ men , σ am) is the total number of cycles to failure of the material at the i-th stress level, which is obtained by looking up the fatigue curve of the material of the zero block support in the database according to the values of σ men and σ am , χ is the square of the modulus of the vibration transfer function H(fres) at the resonance frequency, σ re，j is the j-th resonance stress value, and σ final (t) is the dynamic stress after fusion, and σ y is the yield strength of the material of the zero block support.

[0020] Further, the model dynamic stress analysis step is as follows:

[0021] Step 103: The analysis module obtains the real-time voltage signal V(t) of the strain module, and obtains the strain value ε(t) at time t by the formula ε(t) = (V(t)-V0) / Vexc×10 6 / K, where V0 is the voltage value when not under stress, and K is the strain gauge sensitivity coefficient. According to the formula F(t) = ε(t)×E×A / [(1+υ2) 1 / 2 -υ], the dynamic load F(t) is obtained, A is the cross-sectional area at the measurement point, the support is converted into a continuous beam, and the boundary between the foundation and the support is set as a spring support, the stiffness is represented by the foundation reaction coefficient q(t), and the differential balance equation EId 4 ω / dx 4 +q(t)ω = F(t) is established, where EI is the bending stiffness of the support, ω is the deflection, the equation is solved by the mode superposition method to obtain the deflection ω(t), and the model dynamic stress σ model (t) = -Ed 2 ω(t) / dx 2 ×y is obtained. model

[0022] Further, the foundation reaction coefficient analysis step is as follows:

[0023] Step 101: The analysis module obtains the three-dimensional stress components collected by the strain module and the vibration information collected by the sensing module, establishes a unified coordinate system using a laser tracker, maps and correlates the local coordinates (x', y') of the strain rosette and the global coordinates (X, Y, Z) of the vibration measurement point through a translation vector T and a rotation matrix R, reconstructs the strain rosette original data into a three-dimensional stress tensor, and similarly obtains other stress components;

[0024] Step 102: After obtaining each stress component, the resultant stress σ total ​The reconstructed stress tensor is filtered by moving average filtering, and the specific window length is 4 times the fundamental frequency period, to obtain the measured dynamic stress component σ dyna (t), σ total (t) represents the resultant stress at time t, and T is the time window length of moving average filtering, The integral of the resultant stress in the time window is obtained, the dynamic stress component is obtained by subtracting the average stress from the resultant stress, and the current foundation reaction coefficient q(t) is calculated by the Winkler model q(t) = k0 × [1-α × gp(t) / pa] × exp[-β × S(t) / Scr], wherein k0 is the initial foundation reaction coefficient, which is a reference value calibrated in the early test, α is a pore water pressure influence soil softening parameter, and the value is 0.15. β is a settlement amount influence softening parameter, and the specific value is 0.2, which is determined by the consolidation test, gp(t) is the pore water pressure at time t, pa is the reference pressure value, S(t) is the foundation settlement at time t, and Scr is the critical settlement.

[0025] Further, the values corresponding to each hanging basket overturning signal are analyzed as follows:

[0026] The analysis module obtains the self-weight G1 of the hanging basket in the load module and the sum G2 of the concrete and equipment load, and obtains the overturning moment M q =(G1+G2)×dz according to the formula M q , wherein dz is the horizontal distance from the center of gravity of the hanging basket to the overturning point, the yield strength fy of the main truss steel of the hanging basket is obtained, the plastic modulus Wp of the section is obtained, and the plastic limit anti-overturning moment Mplastic is obtained according to the formula Mplastic=fy×Wp / 1000, the first Q mode shape Φk and the natural frequency pωk are obtained by solving the eigenvalue of the structure dynamics equation according to the dynamics equation, k is the order number of the mode shape, which is a positive integer, and the maximum value is Q, and the dynamic overturning moment M is obtained according to the formula q dynam , a k is the acceleration amplification coefficient corresponding to the kth mode shape, the wind speed v of the hanging basket is obtained, and the suspension point height h ref is obtained, and the wind load M q wind is obtained according to the formula M 2 =ρ0×v ref ×Cs×Ad / h q wind , wherein ρ0 is the air density, Ad is the windward area of the hanging basket, and Cs is the wind load shape coefficient, and the total Ktotal is obtained according to the formula Ktotal=M q +M q dynam +M qwind ), the basket anti-overturning coefficient Ktotal is calculated;

[0027] If the basket anti-overturning coefficient is greater than the set threshold value, a three-level basket overturning signal is sent, if the basket anti-overturning coefficient is equal to the set threshold value, a two-level basket overturning signal is sent, and if the basket anti-overturning coefficient is less than the set threshold value, a one-level basket overturning signal is sent; the one-level basket overturning signal, the two-level basket overturning signal, and the three-level basket overturning signal correspond to values B1, B2, and B3 respectively and are stored in a register for preservation.

[0028] Further, the corresponding value analysis steps of the each slurry characteristic signal and the closure internal force structure signal are as follows:

[0029] The analysis module establishes a three-dimensional model of the concrete beam closure through finite element software, accurately draws the geometric model of the beam body and the temporary support according to the design drawings, splits the components and retains the key features while ignoring the minor details, uses a plastic damage model for concrete and a bilinear kinematic hardening model for steel to define the material properties, refines the hexahedral dominant grid in the key areas of the temporary support removal and the closure section, and uses the tetrahedral grid for the rest, taking the minimum structural strain energy U as the optimization objective, U = 1 / 2 x ∫Ωσ:ε, where σ is the stress tensor, ε is the strain tensor, and Ω is the structure domain, introduces the element density variable ρe through the variable density method, and iteratively updates the element density α is the iteration step, and the initial density ρ e 0 = 0.5, and the iteration is repeated until the element density change is less than the threshold value, the stable element density variable is obtained, the stress flow direction is calculated through finite element, and the optimized topology form is compared. If the calculation path coincidence index if is greater than the set threshold value, a closure internal force structure normal signal is sent, and if the calculation path coincidence index if is less than the set threshold value, it is determined that the path difference is significant, the element stress and strain are extracted, the stress gradient G = Δσ / Δx is calculated, Δσ is the stress difference between adjacent elements, and Δx is the distance, the strain energy density u is combined, and compared with the set threshold value respectively. If all four are less than the set threshold value, a closure internal force structure normal signal is sent, if there are four greater than the set threshold value, a one-level closure internal force structure abnormal signal is sent, if there are three greater than the set threshold value, a two-level closure internal force structure abnormal signal is sent, and other cases send a three-level closure internal force structure abnormal signal;

[0030] If a one-level full signal or a two-level full signal is sent and a closure internal force structure normal signal is sent, the corresponding value is B3, if a two-level hollow signal is sent and a three-level closure internal force structure abnormal signal is sent, the corresponding value is B2, and in other cases, the corresponding value is B1, which are stored in a register for preservation.

[0031] Further, the full signal, hollow signal analysis steps are as follows:

[0032] The analysis module obtains the stress wave propagation information obtained by the sound wave module, extracts frequency, amplitude and phase characteristic parameters through Fourier transform signal processing, establishes a stress wave propagation amplitude-frequency variation curve with frequency as the horizontal axis and amplitude as the vertical axis, the peak frequency of the curve is lower than FT and the high-frequency amplitude attenuation rate is greater than AT, it is determined as a hollow slurry characteristic, the rest is determined as a full slurry characteristic, if it is a hollow slurry characteristic, the high-frequency component ratio is greater than the set value HT and the phase mutation point is greater than or equal to NT, then it corresponds to a first hollow signal, otherwise it corresponds to a second hollow signal, if it is a full slurry characteristic, the high-frequency component ratio is less than the set value LT and there is no phase mutation point, then it corresponds to a first full signal, otherwise it corresponds to a second full signal, and the hollow signal and the full signal are marked as slurry characteristic signals.

[0033] Further, the corresponding display and prompt analysis steps are as follows:

[0034] The analysis module receives the values corresponding to the fatigue signal, the hanging basket overturning signal, the slurry characteristic signal and the closure internal force structure signal in the register, and performs statistical summation, if the sum of the values is 3B1 or B1+2B2 or 2B1+B2, a first abnormal signal of cantilever pouring construction safety is issued, the display module displays a red high-light flashing lamp, and a slogan one is displayed; if the sum of the values is 3B3, a third abnormal signal of cantilever pouring construction safety is issued, the display module displays a blue prompt box, and a slogan two is displayed; otherwise, a second abnormal signal of cantilever pouring construction safety is issued, the display module displays a yellow high-light, and a slogan three is displayed.

[0035] Compared with the prior art, the beneficial effects of the present application are:

[0036] 1、The present application calculates the foundation reaction force, dynamic stress and deflection by the strain and vibration signal joint model to analyze fatigue damage, obtains the corresponding values of each fatigue signal, calculates the static and dynamic overturning moment and wind load by the data such as the hanging basket self-weight and concrete load in the load module, solves the natural vibration characteristics by the structure dynamics equation, calculates the static and dynamic overturning moment and wind load, solves the natural vibration characteristics by the structure dynamics equation, obtains the corresponding values of each hanging basket overturning signal, can analyze the safety state of the zero block support in multiple dimensions, and can also accurately identify the hanging basket overturning state.

[0037] 2. This invention processes stress wave information to establish amplitude-frequency curves, identifies slurry characteristic signals, and uses finite element software to build a concrete beam closure model. It optimizes for minimum strain energy, compares stress flow with topological form, and issues closure internal force structure signals based on path overlap, stress, strain, and other indicators. It analyzes the corresponding values ​​of each slurry characteristic signal and the closure internal force structure signal, and issues cantilever casting construction safety signals. The display module provides corresponding displays and prompts, accurately determining the state of the closure internal force structure, eliminating safety hazards, greatly reducing the possibility of support collapse and suspended platform overturning accidents, improving the overall structural stability of the bridge, and extending the bridge's service life. Attached Figure Description

[0038] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. The following drawings are not drawn to scale according to the actual size, but are intended to show the main idea of ​​the present invention.

[0039] Figure 1 This is a system block diagram of the present invention;

[0040] Figure 2 This is a flowchart of the method of the present invention;

[0041] Figure 3 A flowchart for analyzing construction safety displays and prompts. Detailed Implementation

[0042] The technical solutions in 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 also within the scope of protection of the present invention.

[0043] like Figure 1 As shown, an Internet of Things-based building consulting service management system includes a strain module, a sensing module, a load module, an acoustic module, an analysis module, a display module, and a register.

[0044] The strain module includes strain gauges and pressure sensors. A 45°-60°-120° strain rosette array is arranged at the welded joint and support intersection of the zero-block support. Each measuring point is equipped with 18-channel strain gauges to obtain three-dimensional stress components. Voltage change information is obtained through a Wheatstone bridge and strain gauges and transmitted to the analysis module. The specific strain gauges are attached to the welded joint and support intersection of the zero-block support. When the support is under stress, the strain gauges deform, and the Wheatstone bridge converts this resistance change into a voltage change. The settlement module includes a settlement meter to obtain the settlement information of the zero-block support foundation and transmit it to the analysis module.

[0045] The sensing module includes an accelerometer and a triaxial velocity sensor deployed at the mid-span and cantilever end of the zero block support to collect the acceleration of the support in different directions and generate vibration information. A pore water pressure sensor is embedded in the foundation of the zero block support to measure the hydrostatic pressure of pore water in the soil and transmit it to the analysis module.

[0046] The load module includes an electronic weighbridge, which acquires the self-weight of the suspended platform, concrete, and equipment loads, and transmits them to the analysis module; the acoustic module includes an acceleration sensor, which acquires information on the propagation of stress waves inside the prestressed duct after grouting, and transmits it to the analysis module; the display module is used to display the overall safety of the cantilever casting construction; and the register is used to store the values ​​corresponding to fatigue signals, suspended platform overturning signals, grout characteristic signals, and closure internal force structure signals.

[0047] The analysis module is used to combine strain and vibration signals with the model to calculate foundation reaction force, dynamic stress and deflection analysis fatigue damage, calculate static and dynamic overturning moments and wind loads, solve natural vibration characteristics by combining structural dynamic equations, process stress wave information, determine slurry characteristics, establish a concrete beam closure model using finite element software, optimize with minimum strain energy, compare stress flow and topological form, and analyze the internal force structure of the closure.

[0048] It also includes specific steps:

[0049] like Figure 2 As shown, step one: strain vibration analysis. The analysis module obtains the strain and vibration signals from the strain module, combines them with the model to calculate the foundation reaction force, dynamic stress and deflection, and analyzes fatigue damage to obtain the corresponding values ​​of each fatigue signal.

[0050] Step 2: Overturning analysis of the suspended platform. The analysis module obtains data such as the self-weight of the suspended platform and the concrete load from the load module, calculates the static and dynamic overturning moments and wind loads, and solves the natural vibration characteristics by combining the structural dynamics equations to obtain the corresponding values ​​of the overturning signals of each suspended platform.

[0051] Step 3: Determine the internal force structure of the closure. The analysis module processes the stress wave information from the acoustic module, establishes an amplitude-frequency curve, identifies the grout characteristic signals, establishes a concrete beam closure model using finite element software, optimizes for minimum strain energy, compares stress flow with topology, and issues closure internal force structure signals based on path overlap, stress-strain, and other indicators, and compares the corresponding values ​​of each grout characteristic signal with the closure internal force structure signal.

[0052] Step 4: Issue and display safety signals. The analysis module receives the values ​​corresponding to the fatigue signal, scaffold overturning signal, slurry characteristic signal, and closure internal force structure signal in the register, analyzes and issues the cantilever casting construction safety signal, and the display module displays and prompts accordingly.

[0053] The analysis steps of the strain vibration analysis are as follows:

[0054] Step 101: The analysis module acquires the three-dimensional stress components collected by the strain module and the vibration information collected by the sensing module, establishes a unified coordinate system by using a laser tracker, maps and correlates the local coordinates (x', y') of the strain rosette and the global coordinates (X, Y, Z) of the vibration measuring point through a translation vector T and a rotation matrix R, and reconstructs the strain rosette original data into a three-dimensional stress tensor, where G is the shear modulus, E is the elastic modulus, υ is the Poisson's ratio, εx, εy are the linear strains, τxy is the shear strain, σx, σy are the directional stresses, τxy is the shear stress, and other stress components σx, τxy, τxy can be obtained in the same way. y x y xy z yz zx .

[0055] Step 102: After obtaining each stress component, the resultant stress σ(t) is obtained by vector composition, total The reconstructed stress tensor is subjected to moving average filtering, and the specific window length is 4 times the fundamental frequency period, to obtain the measured dynamic stress component σdyna(t), σ total (t) is the resultant stress at time t, T is the time window length of moving average filtering, The integral of the resultant stress in the time window is obtained, the dynamic stress component is obtained by subtracting the average stress from the resultant stress, the current foundation reaction coefficient q(t) is calculated by the Winkler model q(t) = k0 × [1-α × gp(t) / pa] × exp[-β × S(t) / Scr], where k0 is the initial foundation reaction coefficient, which is the reference value calibrated in the early test, α is the pore water pressure influence soil softening parameter, which is 0.15, β is the settlement amount influence softening parameter, which is 0.2, gp(t) is the pore water pressure at time t, pa is the reference pressure value, S(t) is the foundation settlement amount at time t, and Scr is the critical settlement amount, which is 0.5% of the pile diameter.

[0056] Step 103: The analysis module acquires the real-time voltage signal V(t) of the strain module, and obtains the strain value ε(t) at time t from the formula ε(t) = (V(t)-V0) / Vexc × 10 6 / K, where V0 is the voltage value when not stressed, Vexc is the bridge voltage, which is 2.5V, and K is the strain gauge sensitivity coefficient, which is determined according to the formula F(t) = ε(t) × E × A / [(1+υ 2 1 / 2 ​​​​​​​-υ], get the dynamic load F(t), A is the cross-sectional area at the measuring point, the support is converted into a continuous beam, the foundation and support contact boundary is set as a spring support, the stiffness is represented by q(t), the foundation spring support stiffness q(t) and the dynamic load F(t) are established, the differential balance equation EId 4 ω / dx 4 +q(t)ω=F(t), EI is the bending stiffness of the support, ω is the deflection, the equation is solved by the mode superposition method to obtain the deflection ω(t), and the formula σ model (t)=-Ed 2 ω(t) / dx 2 ×y, the model dynamic stress σ model (t) is obtained.

[0057] Step 104: In the dynamic stress fusion of the zero block support, the correction process based on Kalman filtering is as follows: the dynamic stress is fused and calculated by using a preset Kalman filter to obtain the final dynamic stress state, and the formula is: σ final (t)=σ model (t|t-1)+K t (σ dyna (t)-H t σ model (t|t-1)), wherein σ final (t) is the final dynamic stress, σ model (t|t-1) is the current model stress predicted based on the results of the last time, K t is the Kalman gain, which dynamically adjusts the weight of the model stress and the measured stress, H t is the observation matrix, which is specifically a unit matrix, the final dynamic stress is subjected to fast Fourier transform to generate a stress amplitude spectrum, the vibration acceleration signal is analyzed by power spectral density to obtain a resonance frequency fres, the input dynamic load F(t) of the support system and the acceleration signal of the vibration measuring point are analyzed in the frequency domain to obtain the vibration transfer function H(fres) at the resonance frequency fres, the stress amplitude spectrum, the vibration acceleration signal is analyzed by power spectral density to extract the number of resonance frequencies, which is marked as m, the number of cycles ni of the load in each stress level interval is counted, i is the serial number of the stress amplitude interval, and the total fatigue damage D of the zero block support is obtained according to the Miner criterion , wherein σ men is the integral average value of the combined stress in the time window, σ am is the stress amplitude of the corresponding frequency in the stress amplitude spectrum, N i (σ men , σ am ) is the total cycle number of material fatigue failure under the i-th stress level, and is specifically according to σ men and σam the fatigue curve of the zero block support material in the database, χ is the square of the modulus of the vibration transfer function H(fres) at the resonance frequency, σ re，j is the jth resonance stress value, and σ final is the stress amplitude corresponding to the resonance frequency determined by the power spectral density analysis of the fused dynamic stress σ y is the yield strength of the zero block support material.

[0058] Step 105: The total fatigue damage D of the zero block support is compared with the set fatigue damage determination interval PL1, PL2 and PL3. If the total fatigue damage D of the zero block support is located in the fatigue damage determination interval PL1, a third-level fatigue signal is sent. If the total fatigue damage D of the zero block support is located in the fatigue damage determination interval PL2, a second-level fatigue signal is sent. If the total fatigue damage D of the zero block support is located in the fatigue damage determination interval PL3, a first-level fatigue signal is sent.

[0059] Specifically, the laser tracker unified coordinate system is used to combine the Kalman filter dynamic correction model stress and the measured stress, so that the stress reconstruction accuracy is significantly improved. Based on the Winkler foundation model, the reaction force coefficient is updated in real time, the differential equation is solved by combining the mode superposition method, the fatigue damage quantification is ensured to be more in line with the engineering practice, the resonance effect is quantified by introducing the vibration transfer function, and the bridge structure health monitoring is provided with a forward-looking technical solution by combining the digital twin model iterative optimization.

[0060] Step 106: The first-level fatigue signal, the second-level fatigue signal and the third-level fatigue signal are respectively corresponding to the values B1, B2 and B3, and are stored in the register for saving.

[0061] The analysis steps of the hanging basket overturning analysis are as follows:

[0062] The analysis module obtains the sum value G2 of the self-weight G1 of the hanging basket and the concrete and equipment load in the load module, and obtains the overturning moment M q =(G1+G2)×dz according to the formula M q , where dz is the horizontal distance from the center of gravity of the hanging basket to the overturning point, the yield strength fy of the main truss steel of the hanging basket is obtained, the plastic modulus Wp is obtained, and the plastic limit overturning moment Mplastic is obtained according to the formula Mplastic=fy×Wp / 1000. According to the dynamics equation where is the inertia force, For damping force, [K] {mu} is elastic restoring force, and {F(t)} is time-varying dynamic load. The first Q order vibration modes Φk and the natural frequency pωk are obtained by solving the eigenvalue of the structure dynamics equation, k is the order number of the vibration mode, is a positive integer, and the maximum value is Q. According to the formula The dynamic overturning moment M is obtained q dynam , ak is the acceleration amplification coefficient corresponding to the kth order mode, the wind speed v of the hanging basket is obtained, and the suspension point height h ref , the wind load M is obtained by the formula M q wind =ρ0×v 2 ×Cs×Ad / h ref q wind , where ρ0 is the air density, and the value is 1.225 kg / m 3 , Ad is the windward area of the hanging basket, and Cs is the wind load shape coefficient. According to the formula Ktotal=Mplastic / (M q +M q dynam +M q wind , the anti-overturning coefficient Ktotal of the hanging basket is obtained by calculation;

[0063] If the anti-overturning coefficient of the hanging basket is greater than the set threshold value, a three-level hanging basket overturning signal is sent, if the anti-overturning coefficient of the hanging basket is equal to the set threshold value, a two-level hanging basket overturning signal is sent, and if the anti-overturning coefficient of the hanging basket is less than the set threshold value, a one-level hanging basket overturning signal is sent.

[0064] The one-level hanging basket overturning signal, the two-level hanging basket overturning signal and the three-level hanging basket overturning signal correspond to the values B1, B2 and B3 respectively, and are stored in the register.

[0065] Wherein, the analysis steps of the closure internal force structure determination are as follows:

[0066] The stress wave propagation information obtained by the sound wave module is obtained by the analysis module, the frequency, amplitude and phase characteristic parameters are extracted by Fourier transform signal processing, the stress wave propagation amplitude-frequency variation curve is established with frequency as horizontal axis and amplitude as vertical axis, the peak frequency of the curve is lower than FT and the high frequency band amplitude attenuation rate is greater than AT, it is determined that it is a characteristic of the cavity-containing slurry, the high frequency component ratio is greater than the set value HT and the phase mutation point is greater than or equal to NT, which corresponds to a first cavity signal, otherwise a two-level cavity signal is sent, if it is a full slurry characteristic, the high frequency component ratio is less than the set value LT and there is no phase mutation point, which corresponds to a first full signal, otherwise a two-level full signal is sent, and the cavity signal and the full signal are marked as slurry characteristic signals.​

[0067] The analysis module establishes a three-dimensional model of the concrete beam closure by finite element software, accurately draws the geometric model of the beam body and temporary support according to the design drawings, splits the components and retains key features, and ignores minor details. The concrete adopts a plastic damage model, and the steel material uses a bilinear kinematic hardening model to define the material properties. The temporary support removal and key areas of the closure section are refined with a hexahedral dominant grid, and the rest is refined with a tetrahedral grid. The minimum structural strain energy U is used as the optimization objective, U = 1 / 2 x ∫Ωσ:ε, where σ is the stress tensor, ε is the strain tensor, and Ω is the structure domain. The variable density method is used to introduce the element density variable ρe, and the element density is updated by iteration α is the iteration step, and the initial density ρ e 0 = 0.5, and the iteration is repeated until the element density change is less than the threshold value, and the stable element density variable is obtained. The stress flow direction is calculated by finite element, and compared with the optimized topology form. If the calculation path coincidence index is greater than the set threshold value, a normal signal of the closure internal force structure is sent out. If the calculation path coincidence index is less than the set threshold value, it is determined that the path difference is significant, and the element stress and strain are extracted, the stress gradient G = Δσ / Δx is calculated, Δσ is the stress difference of adjacent elements, and Δx is the distance. Combined with the strain energy density u, and compared with the set threshold value respectively, if all four are less than the set threshold value, a normal signal of the closure internal force structure is sent out. If there are four greater than the set threshold value, a first-level abnormal signal of the closure internal force structure is sent out. If there are three greater than the set threshold value, a second-level abnormal signal of the closure internal force structure is sent out. Other cases send out a third-level abnormal signal of the closure internal force structure.

[0068] If a first-level full signal or a second-level full signal is sent out, and a normal signal of the closure internal force structure is sent out, the corresponding value is B3. If a second-level empty signal is sent out, and a third-level abnormal signal of the closure internal force structure is sent out, the corresponding value is B2. Other cases correspond to the value B1, and are stored in the register.

[0069] The analysis steps of sending out a safety signal and displaying are as follows:

[0070] As Figure 3As shown, the analysis module receives the values corresponding to the fatigue signal, the hanging basket overturning signal, the slurry characteristic signal and the closure internal force structure signal in the register, and carries out statistical summation, if the sum of the values is 3B1 or B1+2B2 or 2B1+B2, a cantilever pouring construction safety first-level abnormal signal is sent, the display module displays a red high-light flashing lamp, and the wake-up prompt "first-level safety abnormality: immediately stop and check" is displayed; if the sum of the values is 3B3, a cantilever pouring construction safety third-level abnormal signal is sent, the display module displays a blue prompt box, and the mark "third-level safety abnormality, pay attention to state monitoring" is displayed; and other conditions send a cantilever pouring construction safety second-level abnormal signal, the display module displays a yellow high-light, and the prompt "second-level safety abnormality, need to pay attention to risk trend" is displayed.

[0071] The above is a description of the present application and should not be considered as limiting. Although several exemplary embodiments of the present application are described, those skilled in the art will readily understand that many modifications can be made to the exemplary embodiments without departing from the novel teachings and advantages of the present application. Accordingly, all such modifications are intended to be included within the scope of the present application as defined in the claims. It is understood that the above is a description of the present application and should not be considered as limiting to the particular embodiments disclosed, and that modifications to the disclosed embodiments and other embodiments are intended to be included within the scope of the appended claims. The present application is defined by the claims and their equivalents.

Claims

1. A building consultancy service management system based on Internet of Things comprising a strain module, a sensing module, a load module, an acoustic wave module, an analysis module, a display module and a register, characterized in that, The strain module includes strain gauges and pressure sensors, and the strain gauges are arranged in an array at the welding joint of the zero block support and the support intersection to obtain three-dimensional stress components and voltage change information, which are transmitted to the analysis module; the settlement module includes a settlement instrument for obtaining settlement information of the foundation of the zero block support and transmitting the information to the analysis module; The sensing module includes acceleration sensors for collecting acceleration to form vibration information and measuring static water pressure information of pore water in the soil body, which are transmitted to the analysis module; The load module includes an electronic weighbridge for obtaining the self weight of the hanging basket, concrete and equipment load, which are transmitted to the analysis module; the acoustic wave module includes acceleration sensors for obtaining stress wave propagation information inside the prestressed pipe and transmitting the information to the analysis module; the display module is used for displaying the overall safety of the cantilever pouring construction; the register is used for storing the corresponding values of the fatigue signals, hanging basket overturning signals, paste characteristic signals and closure internal force structure signals; the analysis module is used for combining the strain and vibration signals with a model to calculate the foundation reaction force, dynamic stress and deflection to analyze fatigue damage, calculating the static and dynamic overturning moment and wind load, solving the natural vibration characteristics in combination with the structural dynamics equation, processing the stress wave information, determining the paste characteristics, establishing a concrete beam closure model by using finite element software, optimizing according to the minimum strain energy, comparing the stress flow and topological form, and analyzing the closure internal force structure; The method further includes the following steps: Step one: strain and vibration analysis, the analysis module obtains strain and vibration signals of the strain module, combines a model to calculate the foundation reaction force, dynamic stress and deflection to analyze fatigue damage, and obtains corresponding values of each fatigue signal; Step two: hanging basket overturning analysis, the analysis module obtains data such as the self weight of the hanging basket and concrete load in the load module, calculates the static and dynamic overturning moment and wind load, solves the natural vibration characteristics in combination with the structural dynamics equation, calculates the static and dynamic overturning moment and wind load, solves the natural vibration characteristics in combination with the structural dynamics equation, and obtains corresponding values of each hanging basket overturning signal; Step three: closure internal force structure determination, the analysis module processes the stress wave information of the acoustic wave module, establishes an amplitude-frequency curve, discriminates paste characteristic signals, establishes a concrete beam closure model by using finite element software, optimizes according to the minimum strain energy, compares the stress flow and topological form, and according to the path coincidence degree, stress and strain and other indexes, issues closure internal force structure signals, and obtains corresponding values of each paste characteristic signal and closure internal force structure signal; Step four: issuing and displaying safety signals, the analysis module receives the corresponding values of the fatigue signals, hanging basket overturning signals, paste characteristic signals and closure internal force structure signals in the register, analyzes and issues cantilever pouring construction safety signals, and the display module displays and prompts accordingly.

2. The building consulting service management system based on the Internet of Things according to claim 1, characterized in that, The analysis steps of the corresponding values of each fatigue signal are as follows: Step 105: the total fatigue damage amount D of the zero block support is compared with the set fatigue damage amount determination interval PL1, PL2 and PL3, if the total fatigue damage amount D of the zero block support is located in the fatigue damage amount determination interval PL1, the corresponding three-level fatigue signal is sent out, if the total fatigue damage amount D of the zero block support is located in the fatigue damage amount determination interval PL2, the corresponding two-level fatigue signal is sent out, if the total fatigue damage amount D of the zero block support is located in the fatigue damage amount determination interval PL3, the corresponding one-level fatigue signal is sent out; Step 106: the one-level fatigue signal, the two-level fatigue signal and the three-level fatigue signal are respectively corresponding to the values B1, B2 and B3, and are stored in the register for saving.

3. The building consulting service management system based on the Internet of Things according to claim 2, characterized in that, The total fatigue damage amount analysis step of the zero block support is as follows: Step 104: In the dynamic stress fusion of the zero block support, the correction process based on Kalman filtering is as follows: the dynamic stress is fused and calculated by using a preset Kalman filter to obtain the final dynamic stress state, and the formula is: σ final (t)=σ model (t|t-1)+K t (σ dyna (t)-H t σ model (t|t-1)), where σ final (t) is the final dynamic stress, σ model (t|t-1) is the current model stress predicted based on the result of the previous moment, K t is the Kalman gain, which dynamically adjusts the model stress and the measured stress weight, H t is the observation matrix, specifically the unit matrix, the final dynamic stress is subjected to fast Fourier transform to generate the stress amplitude spectrum, the vibration acceleration signal is subjected to power spectral density analysis to obtain the resonance frequency fres, the input dynamic load F(t) of the support system and the acceleration signal of the vibration measuring point are subjected to frequency domain analysis to obtain the vibration transfer function H(fres) at the resonance frequency fres, the stress amplitude spectrum is divided into groups according to the stress amplitude interval, the number of groups is marked as n, the vibration acceleration signal is subjected to power spectral density analysis to extract the number of resonance frequencies, which is marked as m, the number of load cycles ni in each stress level interval is counted, i is the serial number of the stress amplitude interval, and the total fatigue damage amount D of the zero block support is obtained according to the Miner criterion , wherein is the integral average value of the combined stress in the time window, is the stress amplitude corresponding to the frequency obtained in the stress amplitude spectrum, is the total number of cycles to failure of the material at the i-th stress level, which is specifically obtained by querying the fatigue curve of the zero block support material in the database according to the values of and , is the square of the modulus of the vibration transfer function H(fres) at the resonance frequency, is the j-th resonance stress value, the dynamic stress σ final (t) after fusion is analyzed to extract the stress amplitude corresponding to the resonance frequency determined by the power spectral density, is the yield strength of the zero block support material.

4. The building consulting service management system based on the Internet of Things according to claim 3, characterized in that, The model dynamic stress analysis step is as follows: Step 103: the analysis module acquires the real-time voltage signal V(t) of the strain module, obtains the strain value ε(t) at time t by the formula ε(t) = (V(t)-V0) / Vexc×10 6 / K, wherein V0 is the voltage value when not under force, Vexc is the bridge voltage, K is the strain gauge sensitivity coefficient, and F(t) = ε(t)×E×A / [ (1+ 2 ) 1 / 2 - ], obtains the dynamic load F(t), E is the elastic modulus, A is the cross-sectional area at the measurement point, the support is converted into a continuous beam, the contact boundary between the foundation and the support is set as a spring support, the stiffness is represented by the foundation reaction coefficient q(t), the foundation spring support stiffness q(t) and the dynamic load F(t) are established, the differential balance equation EId 4 ω / dx 4 +q(t)ω=F(t) is established, EI is the bending stiffness of the support, ω is the deflection, the equation is solved by the mode superposition method to obtain the deflection ω(t), and the model dynamic stress σ model (t)=-Ed 2 ω(t) / dx 2 ×y is obtained, wherein y is the vertical distance from the neutral axis, and x is the position coordinate along the length direction of the beam. model (t), wherein y is the vertical distance from the neutral axis, and x is the position coordinate along the length direction of the beam.

5. The building consultancy service management system based on the Internet of Things according to claim 4, characterized in that, The foundation counterforce coefficient analysis step is as follows: Step 101: the analysis module acquires the three-dimensional stress components collected by the strain module and the vibration information collected by the sensing module, uses a laser tracker to establish a unified coordinate system, maps and correlates the strain flower local coordinates (x', y') and the vibration measuring point global coordinates (X, Y, Z) through a translation vector T and a rotation matrix R, reconstructs the strain flower original data into a three-dimensional stress tensor, and the other stress components are obtained in the same way; Step 102: After obtaining each stress component, the resultant stress is obtained by vector synthesis The reconstructed stress tensor is filtered by moving average, and the specific window length is 4 times the fundamental frequency period, to obtain the measured dynamic stress component σ dyna (t), , The resultant stress at time t is shown, T is the time window length of moving average filtering, The integral of the resultant stress in the time window is obtained, the dynamic stress component is obtained by subtracting the average stress from the resultant stress, the current foundation reaction coefficient q(t) is calculated by the Winkler model q(t)=k0×[1-α×gp(t) / pa]×exp[-β×S(t) / Scr], wherein k0 is the initial foundation reaction coefficient, which is the reference value calibrated in the early test, α is the pore water pressure influence soil softening parameter, β is the settlement amount influence softening parameter, which is determined by the consolidation test, gp(t) is the pore water pressure at time t, pa is the reference pressure value, S(t) is the foundation settlement at time t, and Scr is the critical settlement amount.

6. The building consulting service management system based on the Internet of Things according to claim 1, characterized in that, The corresponding value analysis step of each hanging basket overturning signal is as follows: The analysis module obtains the self-weight G1 of the suspended platform and the sum of the concrete and equipment loads G2 from the load module, based on formula M. q = (G1+G2)×dz, thus obtaining the overturning moment M. q dz is the horizontal distance from the center of gravity of the suspended platform to the overturning point. The yield strength f of the main truss steel of the suspended platform is obtained. y Section plastic modulus W p According to formula M plastic =f y ×W p / 1000, yielding the plastic limit overturning moment M. plastic Based on the dynamic equations, the first Q-order mode shape Φ is obtained by solving the eigenvalues ​​of the structural dynamic equations. k and natural frequency pω k k is the mode shape order number, taking a positive integer value, with a maximum value of Q, according to the formula. The dynamic overturning moment M is obtained. q dynam , where Φ k For the k-th mode shape in the first Q order, a k Given the acceleration amplification factor corresponding to the k-th mode shape, obtain the wind speed v of the suspended basket and the suspension point height h. ref From formula M q wind =ρ0×v 2 ×Cs×Ad / h ref The wind load M is obtained. q wind Where ρ0 is the air density, h ref Where is the suspension point height, Ad is the windward area of ​​the suspended platform, and Cs is the wind load shape coefficient, according to the formula Ktotal=M plastic / (M) q +M q dynam +M q wind The overturning resistance coefficient Ktotal of the suspended platform is obtained by calculation. If the hanging basket anti-overturning coefficient is greater than the set threshold value, the three-level hanging basket overturning signal is sent out, if the hanging basket anti-overturning coefficient is equal to the set threshold value, the two-level hanging basket overturning signal is sent out, and if the hanging basket anti-overturning coefficient is less than the set threshold value, the one-level hanging basket overturning signal is sent out; the one-level hanging basket overturning signal, the two-level hanging basket overturning signal and the three-level hanging basket overturning signal are respectively corresponding to the values B1, B2 and B3, and are stored in the register for saving.

7. The building consulting service management system based on the Internet of Things according to claim 1, characterized in that, The corresponding value analysis step of each slurry characteristic signal and closure internal force structure signal is as follows: The analysis module establishes a three-dimensional model of the concrete beam closure by finite element software, accurately draws the geometric model of the beam body and temporary support according to the design drawings, splits the components and retains the key features, ignores the secondary details, uses the plastic damage model for concrete, and defines the material properties of steel by the bilinear kinematic hardening model, refines the hexahedral main grid in the key areas of the temporary support removal and closure section, and uses the tetrahedral grid for the rest, takes the minimization of the structural strain energy U as the optimization objective, U = 1 / 2 x ∫ Ω σ: ε, wherein σ is the stress tensor, ε is the strain tensor, and Ω is the structure domain, introduces the element density variable ρ by the variable density method e , updates the element density by iteration , α is the iteration step length, and the initial density is given , repeats the iteration until the element density change is less than the threshold value, obtains the stable element density variable, calculates the stress flow direction by the finite element method, compares with the optimized topology form, if the calculation path coincidence degree index is greater than the set threshold value, a closure internal force structure normal signal is sent out, if the calculation path coincidence degree index is less than the set threshold value, it is judged that the path difference is significant, and the element stress, strain, stress gradient G = Δσ / Δx, Δσ is the stress difference of adjacent elements, and Δx is the distance, are extracted, the strain energy density u is combined, and compared with the set threshold value respectively, if all four are less than the set threshold value, a closure internal force structure normal signal is sent out, if there are four greater than the set threshold value, a first-level closure internal force structure abnormal signal is sent out, if there are three greater than the set threshold value, a second-level closure internal force structure abnormal signal is sent out, and other conditions send out a third-level closure internal force structure abnormal signal; If the one-level fullness signal or the two-level fullness signal is sent out, and the closure internal force structure normal signal is sent out, the corresponding value is B3, if the two-level hollow signal is sent out, and the three-level closure internal force structure abnormal signal is sent out, the corresponding value is B2, and other conditions, the corresponding value is B1, and is stored in the register for saving.

8. The building consulting service management system based on the Internet of Things according to claim 7, characterized in that, The fullness signal and hollow signal analysis step is as follows: The analysis module acquires the stress wave propagation information obtained by the sound wave module, processes the signal through Fourier transform, extracts frequency, amplitude and phase characteristic parameters, establishes a stress wave propagation amplitude-frequency variation curve with frequency as the horizontal axis and amplitude as the vertical axis, the peak frequency of the curve is lower than FT, and the high-frequency amplitude attenuation rate is greater than AT, it is determined that the slurry contains hollow, the high-frequency component ratio is greater than the set value HT, and the phase mutation point is greater than or equal to NT, which corresponds to the one-level hollow signal, and the rest is corresponding to the two-level hollow signal, if it is a full slurry, the high-frequency component ratio is less than the set value LT, and there is no phase mutation point, which corresponds to the one-level fullness signal, and the rest is corresponding to the two-level fullness signal, and the hollow signal and the fullness signal are marked as slurry characteristic signals.

9. The building consulting service management system based on the Internet of Things according to claim 1, characterized in that, The corresponding display and prompt analysis steps are as follows: The analysis module receives the corresponding values of the fatigue signal, the hanging basket overturning signal, the slurry characteristic signal and the closure internal force structure signal in the register, and performs statistical summation. If the sum of the values is 3B1 or B1+2B2 or 2B1+B2, a cantilever pouring construction safety first-level abnormal signal is sent out, the display module displays a red high-light flashing lamp, and the slogan one is displayed. If the sum of the values is 3B3, a cantilever pouring construction safety third-level abnormal signal is sent out, the display module displays a blue prompt box, and the slogan two is displayed. In other cases, a cantilever pouring construction safety second-level abnormal signal is sent out, the display module displays a yellow high-light, and the slogan three is displayed.

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