Building engineering construction quality evaluation method and system
By collecting real-time data on wire tightening torque, vibration duration, and disturbance signals at rebar joints, and combining this with a dynamic threshold mapping table and sensor system, the accuracy of rebar joint construction quality evaluation was solved. This enabled effective control over excessive vibration and disturbance, improving the scientific rigor and reliability of the quality evaluation.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-01-16
- Publication Date
- 2026-04-10
AI Technical Summary
In existing technologies, it is difficult to accurately identify hidden quality risks such as excessive vibration and disturbance violations in the construction quality evaluation of steel reinforcement joints, resulting in insufficient scientific rigor in the quality evaluation.
By real-time acquisition of the wire tightening torque value of the rebar nodes, the duration of a single vibration action of the vibrator, and the secondary disturbance signal before the initial setting of the concrete, and combining the calibration parameters generated by the dynamic threshold mapping table, dynamic coupling evaluation is achieved. This includes the negative adjustment of the upper limit of the vibration action duration threshold and the prohibition period of disturbance before the initial setting of the concrete. Data acquisition is carried out using a triaxial torque sensor, timing chip, and sound pressure vibration sensor, and the judgment is made through multi-source coupling analysis and latent failure decision unit.
It enables accurate evaluation of the construction quality of reinforced concrete joints, avoids excessive vibration and disturbance violations, improves the accuracy and reliability of quality evaluation, and ensures the stability and construction quality of joints.
Smart Images
Figure CN121831114A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of construction engineering quality evaluation, in particular to a construction engineering construction quality evaluation method and system. BACKGROUND
[0002] The construction engineering quality evaluation technology is an important technology, which is specifically applied to the precise evaluation link of steel bar joint construction quality, and the core is to realize the precise matching of quality evaluation and construction conditions through the dynamic correlation of wire tightening torque, vibration duration and secondary disturbance, so as to adapt to the core demand of construction engineering for node quality evaluation accuracy and reliability;
[0003] The wire tightening torque of the steel bar joint directly determines the stability of the joint foundation. Since this stability will dynamically change with the torque value, the fixed vibration duration threshold and the disturbance prohibition period before the initial setting of concrete cannot adapt to the stress and setting requirements of the joint under different torque conditions, thereby making it difficult for the quality evaluation to accurately identify the hidden quality risks such as excessive vibration and disturbance violation, and affecting the scientificity of the construction quality evaluation of the steel bar joint. In order to solve this technical problem, we provide a construction engineering construction quality evaluation method and system. SUMMARY
[0004] The present application aims to provide a construction engineering construction quality evaluation method and system to solve the problems raised in the background.
[0005] To achieve the above-mentioned purpose, one of the purposes of the present application is to provide a construction engineering construction quality evaluation method, comprising the following steps:
[0006] S1, real-time acquisition of the wire tightening torque value of the steel bar joint, the single vibration action duration value of the vibrating rod and the secondary disturbance trigger signal before the initial setting of concrete, as the basic input of dynamic coupling evaluation;
[0007] S2, based on the wire tightening torque value, calling the dynamic threshold mapping table pre-stored in the storage medium, generating two types of calibration parameters strictly bound with the current torque value, one is the upper limit of the vibration action duration threshold, and the other is the disturbance prohibition period before the initial setting of concrete. The mapping table is constructed by destructive mechanics experiment, and the mapping table forcibly associates the negative adjustment relationship between the torque value and the dynamic threshold. When the wire tightening torque value decreases, the vibration action duration threshold upper limit output by the mapping table is shortened synchronously and the disturbance prohibition period output by the mapping table is extended synchronously;
[0008] S3, compare the actual vibration action duration value with the generated vibration action duration threshold upper limit, simultaneously time sequence match the secondary disturbance trigger signal with the generated disturbance prohibition period, and combine whether the iron wire tightening torque value triggers effective calibration, only when the actual vibration action duration value does not exceed the current threshold upper limit, there is no secondary disturbance trigger signal in the disturbance prohibition period, and the iron wire tightening torque value successfully triggers the mapping table to generate calibration parameters, it is determined that the steel bar node dynamic coupling parameters are qualified.
[0009] The second object of the present application is to provide a system for implementing the construction quality evaluation method of any one of the above.
[0010] The dynamic parameter acquisition unit 1 integrates the three-axis torque sensor embedded in the torque wrench, the timing chip of the vibrating rod handle and the sound pressure and vibration sensor around the node, and captures the iron wire tightening torque value, the vibration action duration value and the secondary disturbance trigger signal in real time, and aligns the initial setting time clock through the time sequence marking module;
[0011] The threshold coupling mapping unit 2 internally stores the partition dynamic threshold mapping table of the storage medium, activates the corresponding partition mapping relationship according to the torque value interval, calls the three-dimensional relationship matrix to synchronously output the compression coefficient of the vibration duration threshold upper limit and the expansion coefficient of the disturbance prohibition period, and executes the negative adjustment that the threshold upper limit decays according to the logarithm and the prohibition period extends to the whole initial setting process when the torque decreases;
[0012] The multi-source coupling analysis unit 3 includes a vibration energy integral algorithm module and a time stamp overlap verification engine, converts the actual vibration duration into equivalent continuous action strength and compares it with the calibration threshold, simultaneously verifies whether the disturbance signal timestamp falls within the dynamically expanded prohibition period range, and starts the triple condition interlocking verification combined with the calibration enable flag;
[0013] The implicit failure decision unit 4 activates the negative adjustment compensation mechanism to reevaluate based on any event of equivalent strength exceeding, disturbance violation record or calibration failure, and outputs the long-term displacement deformation amount compliance conclusion or superposition failure combination report.
[0014] Compared with the prior art, the present application has the following advantages:
[0015] The present application accurately acquires core construction data through the dynamic parameter acquisition unit, eliminates the friction error of the iron wire tightening torque through the three-axis torque sensor, accurately records the vibration duration through the timing chip linked with the distance sensor, and cooperatively captures the secondary disturbance signal through the sound pressure and vibration sensor, thereby laying a reliable data foundation for quality evaluation.
[0016] The threshold coupling mapping unit calls the mapping table according to the wire tightening torque partition, relies on the three-dimensional relationship matrix linkage to output the vibration duration threshold compression coefficient and the disturbance prohibition period expansion coefficient, combines the nonlinear compression strategy and the initial setting dynamic calibration, so that the calibration parameter accurately adapts to the change of the torque, and the adaptive deviation of the fixed threshold is avoided.
[0017] The multi-source coupling analysis unit converts the discrete duration through the vibration energy integral algorithm, checks the time sequence of the time stamp overlap, superimposes the calibration effectiveness judgment, and the three conditions are interlocked to ensure the rigorousness of the qualified judgment; the implicit failure decision unit activates the compensation mechanism to remedy and reevaluate the items that do not meet the standard, solves the fixed threshold adaptation problem under the dynamic change of the torque, improves the accuracy of quality evaluation, identifies the implicit risk, and guarantees the construction quality of the steel bar joint. BRIEF DESCRIPTION OF DRAWINGS
[0018] Figure 1 The figure is the overall work flow chart of the present application;
[0019] Figure 2 The figure is the overall structure schematic diagram of the present application;
[0020] The meanings of various marks in the figure are as follows:
[0021] 1, dynamic parameter acquisition unit; 2, threshold coupling mapping unit; 3, multi-source coupling analysis unit; 4, implicit failure decision unit. DETAILED DESCRIPTION
[0022] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.
[0023] Please refer to Figure 1 The present embodiment aims to provide a construction engineering construction quality evaluation method, which comprises the following steps:
[0024] S1, real-time acquisition of the wire tightening torque value, the single vibration action duration value of the vibrating rod and the secondary disturbance trigger signal before the initial setting of the steel bar joint, as the basic input of dynamic coupling evaluation;
[0025] S2, based on the iron wire tightening torque value, call the dynamic threshold mapping table preset in the storage medium, generate two types of calibration parameters strictly bound with the current torque value, one is the upper limit of the vibration action duration threshold, the second is the disturbance prohibition period before the initial setting of concrete, the mapping table is constructed by destructive mechanics experiment, the mapping table forces the negative regulation relationship between torque value and dynamic threshold, when the iron wire tightening torque value decreases, the mapping table outputs the vibration action duration threshold upper limit synchronous shortening and the disturbance prohibition period synchronous extension;
[0026] S3, compare the actual vibration action duration value with the generated vibration action duration threshold upper limit, at the same time, time sequence match the secondary disturbance trigger signal with the generated disturbance prohibition period, and combine whether the iron wire tightening torque value triggers effective calibration, only when the actual vibration action duration value does not exceed the current threshold upper limit, there is no secondary disturbance trigger signal in the disturbance prohibition period, and the iron wire tightening torque value successfully triggers the mapping table to generate calibration parameters, it is determined that the dynamic coupling parameters of steel bar joint are qualified.
[0027] The real-time acquisition of the iron wire tightening torque value of the steel bar joint is realized by the three-axis torque sensor embedded in the torque wrench, the three-axis torque sensor synchronously monitors the iron wire thread engagement depth to eliminate the surface friction error, the single vibration action duration value of the vibrating rod is recorded by the timing chip embedded in the vibrating rod handle, the timing chip automatically starts and stops timing when the vibrating rod distance sensor is activated, the secondary disturbance trigger signal before the initial setting of concrete is captured by the sound pressure sensor and vibration accelerometer arranged around the joint, and the trigger signal is generated when the sound pressure value or acceleration value exceeds the environmental baseline threshold.
[0028] When calling the dynamic threshold mapping table preset in the storage medium, according to the numerical interval of the iron wire tightening torque value, the corresponding mapping partition is activated, when the torque value is lower than the preset critical point, the first sensitive area mapping relationship is called, when the torque value is in the standard interval, the second regular area mapping relationship is called, and the mapping table partition boundary value is calibrated based on the mutation point of the concrete setting and hardening curve.
[0029] When generating two types of calibration parameters strictly bound with the current torque value, the linkage output is realized through the pre-set three-dimensional relationship matrix of torque, duration and period, the three-dimensional relationship matrix takes the iron wire tightening torque value as the row index, synchronously outputs the compression coefficient of the vibration action duration threshold upper limit and the expansion coefficient of the disturbance prohibition period, so that the double parameters are proportionally coupled and adjusted.
[0030] The vibration action duration threshold upper limit adopts a nonlinear compression strategy, when the torque value decreases, the threshold upper limit decays according to a logarithmic function relationship; the disturbance prohibition period before the initial setting of concrete is dynamically calibrated by the initial setting monitoring device, taking the time zero point as the time when the cement hydration heat release rate suddenly changes, and the length of the prohibition period extends from the baseline window to the whole process of initial setting as the torque value decreases.
[0031] The implementation of the mapping table to force the negative regulation relationship between the moment value and the dynamic threshold value is specifically:
[0032] The force moment and threshold change slope parameters are preloaded in the storage medium. When the iron wire tightening moment value decreases by a unit amount, the upper limit of the vibration action time threshold is reduced by the first slope, and the disturbance prohibition period is increased by the second slope. The two slope values are determined by regression analysis of the node displacement discontinuity point in the destructive experiment.
[0033] When comparing the actual vibration action time value with the generated vibration action time threshold upper limit, the vibration energy integral algorithm is introduced to convert the discrete time value into equivalent continuous action strength. The time stamp overlap check is used for the timing matching of the secondary disturbance trigger signal and the prohibition period. When the disturbance signal timestamp falls within the prohibition period range, it is determined to be in violation.
[0034] The determination of whether the iron wire tightening moment value triggers effective calibration is achieved by checking whether the moment value falls within the mapping table domain. If the moment value is lower than the minimum calibration value defined by the mapping table, it is determined that the calibration is invalid. If it is within the domain, the effective calibration parameter flag bit is output.
[0035] To determine whether the steel bar node dynamic coupling parameters are qualified, three conditions must be met simultaneously: the equivalent continuous action strength does not exceed the calibration threshold, there is no disturbance violation record within the prohibition period range, and the calibration parameter effective flag bit is true. If any condition is missing, the negative regulation compensation mechanism is activated to reevaluate.
[0036] Further explanation and description is needed. When carrying out dynamic coupling evaluation of the construction quality of building engineering steel bar nodes, accurate collection of basic input data is the core premise. The iron wire tightening moment value, the single vibration action time value of the vibrating rod, and the secondary disturbance trigger signal before the initial setting of concrete are captured through special sensing equipment and collaborative trigger logic to ensure that the data truly reflects the construction conditions. The specific implementation is as follows:
[0037] The real-time acquisition of the wire tightening torque value of the steel bar joint is realized by a three-axis torque sensor embedded in the torque wrench. The sensor is integrated in the twisting head of the torque wrench and can simultaneously detect the torque components in X, Y and Z directions, accurately synthesize the actual effective torque of the wire tightening, and avoid the torque deviation caused by single direction detection. To eliminate the surface friction error, i.e. the false torque generated by the friction between the wire and the surface of the steel bar joint, the three-axis torque sensor synchronously monitors the wire thread engagement depth. A micro displacement detection module is built in the sensor to capture the depth of the thread screwing into the steel bar joint in real time during the wire tightening process. Combined with the preset friction error correction model, the torque deviation corresponding to the surface friction is deducted from the original detection value through a large number of friction experiments, and the final output is the real tightening torque value after eliminating the error, which ensures the complete capture of the torque dynamic change in the tightening process. The single vibration action duration value of the vibrating rod is recorded by a timing chip embedded in the handle of the vibrating rod. The timing chip selects a high-precision crystal oscillator timing module, which can accurately record the start and end time of the vibration. The start and stop of the timing chip are controlled by an infrared distance sensor installed at the front end of the vibrating rod. The sensor takes the steel bar joint as the monitoring target and automatically activates when the vibrating rod approaches the joint to a preset effective distance, sending a start signal to the timing chip. When the vibrating rod moves away from the joint beyond the preset distance or the vibrating rod stops vibrating, the sensor sends a stop signal, and the timing chip stops timing. The recorded duration is the single vibration action duration value. The data is transmitted in real time to the dynamic parameter acquisition unit through the Bluetooth module. The secondary disturbance trigger signal before the initial setting of the concrete is captured by the sound pressure sensor and the vibration accelerometer arranged around the joint. Two sound pressure sensors and one vibration accelerometer are evenly arranged within a range of 30 cm around the steel bar joint. The sound pressure sensor is responsible for monitoring the possible sound interference in the construction process, and the vibration accelerometer is responsible for monitoring the vibration amplitude of the joint area. The environmental baseline threshold is determined by the blank monitoring before construction. The sound pressure and vibration data are collected for 10 minutes before the concrete is poured, and the maximum value of the data in this period is taken as 1.2 times the environmental baseline threshold to ensure that the normal environmental interference is excluded. When the sound pressure value detected by any sound pressure sensor exceeds the environmental baseline threshold, or the vibration acceleration value detected by the vibration accelerometer exceeds the threshold, the two types of sensors form a cooperative trigger, and a secondary disturbance trigger signal before the initial setting of the concrete is generated immediately, with a timestamp and sensor number, to avoid data distortion caused by single sensor false triggering.
[0038] After obtaining the wire tightening torque value, the dynamic threshold mapping table pre-stored in the storage medium is called based on the value to generate calibration parameters adapted to the current construction conditions. The partition design of the mapping table can accurately match the mapping relationship according to different torque value intervals to ensure that the calibration parameters meet the cooperative needs of the joint stress and concrete setting. The specific implementation is as follows:
[0039] When the dynamic threshold mapping table preset in the storage medium is called, first of all, the storage medium is determined to be an industrial-grade high-speed SD card, the mapping table is divided into two independent mapping partitions according to the numerical range of the wire tightening torque value, the system first extracts the collected wire tightening torque value, compares it with the preset numerical interval, and then activates the corresponding mapping partition. The preset critical point is the key threshold for distinguishing whether the torque value meets the stability of the basic node. It is determined to be 30 N·m through 100 groups of steel bar node destructive mechanical experiments. When the wire tightening torque value is lower than 30 N·m, it indicates that the stability of the connected node is insufficient, and more stringent calibration parameters need to be enabled. Therefore, the first sensitive zone mapping relationship is called. The mapping relationship in this partition is more sensitive to torque changes, and the adjustment range of the calibration parameter is larger. By shortening the vibration time and prolonging the disturbance prohibition period, the influence of subsequent construction on unstable nodes can be reduced. When the torque value is in the standard interval of 30 N·m to 50 N·m, it indicates that the node connection stability meets the standard, and the second normal zone mapping relationship is called. The adjustment range of the calibration parameter in this partition is relatively flat, which balances the construction efficiency while ensuring the quality. The mapping table partition boundary value (i.e. the preset critical point of 30 N·m) is not a fixed value, but is calibrated based on the mutation point of the concrete setting and hardening curve. By monitoring the hydration reaction data after concrete pouring, the time point of strength mutation in the setting process is found. Combined with the node stress demand corresponding to the time point, the boundary value of the torque partition is calibrated in reverse, to ensure that the partition mapping relationship matches the concrete setting characteristics, and to avoid calibration parameter failure due to concrete state differences. The two partitions of the mapping table both prestore the corresponding relationship between torque value and calibration parameter, and can quickly output the upper limit of the vibration action time threshold and the disturbance prohibition period before concrete initial setting after being activated, to provide accurate basis for subsequent parameter comparison.
[0040] After determining the mapping partition and calling the corresponding mapping relationship, to realize the strict binding of the calibration parameter and the current wire tightening torque value and avoid construction quality imbalance caused by single-parameter adjustment, a three-dimensional relationship matrix of torque, time and period is preset to realize double-parameter linkage output, to ensure that the upper limit of the vibration action time threshold and the disturbance prohibition period are adjusted in proportion. The specific implementation is as follows:
[0041] When generating two types of calibration parameters strictly bound to the current torque value, the core relies on a three-dimensional relationship matrix preset in the storage medium, which is a structured data model constructed through 500 groups of steel bar node destructive mechanical experiments. The data dimensions are indexed by the wire tightening torque value as rows, divided by 1 N·m intervals, covering the construction commonly used range of 5-50 N·m, and the compression coefficient of the upper limit of the vibration action time threshold and the expansion coefficient of the disturbance prohibited period as column data. Each row index corresponds to a unique set of coefficient combinations, ensuring the strict binding of torque value and coefficient. For example, when the torque value is 30 N·m (lower limit of the standard interval), the matrix outputs a compression coefficient of 0.9 and an expansion coefficient of 1.1. When the torque value is 20 N·m (sensitive area), the output compression coefficient is 0.6 and the expansion coefficient is 1.8. The setting of the coefficient value follows the rule that the lower the torque, the smaller the compression coefficient and the larger the expansion coefficient, in order to strengthen the construction management of low torque nodes. When calling the matrix, the system first rounds the real-time collected wire tightening torque value to the nearest row index, and then synchronously extracts the compression coefficient and expansion coefficient from the cell corresponding to the index. Among them, the compression coefficient of the upper limit of the vibration action time threshold is a proportional factor for adjusting the reference vibration time, and the reference vibration time is the optimal vibration time under the standard torque, which is calibrated through experiments as 60 seconds. That is, when the torque value is 30-50 N·m, the un-compressed threshold upper limit is 60 seconds, and the actual vibration action time threshold upper limit = reference vibration time × compression coefficient. For example, when the compression coefficient is 0.6, the actual threshold upper limit = 60 × 0.6 = 36 seconds, realizing the proportional shortening of the vibration time with the decrease of the torque. The expansion coefficient of the disturbance prohibited period is a proportional factor for adjusting the reference prohibited period, and the reference prohibited period is the safe disturbance interval under the standard torque, which is calibrated as 2 hours, that is, the concrete is prohibited from being disturbed for the second time within 2 hours after pouring. The actual disturbance prohibited period = reference prohibited period × expansion coefficient. For example, when the expansion coefficient is 1.8, the actual prohibited period = 2 × 1.8 = 3.6 hours, realizing the proportional extension of the prohibited period with the decrease of the torque. This logic of proportional coupling adjustment of the two parameters can ensure that the two types of calibration parameters are always adapted to the stable state of the current node. When the wire tightening torque value decreases, the node's anti-disturbance ability weakens, the compression coefficient is reduced to shorten the vibration time, avoiding excessive vibration to cause node displacement, and the expansion coefficient is increased to extend the prohibited period, avoiding disturbance before setting to damage the node combination. The two work together to form strict management of low torque nodes. When the torque value is in the standard interval, the coefficient adjustment amplitude is gentle, ensuring quality while considering construction efficiency. Finally, through the linkage output of the matrix, dynamic adaptation of the calibration parameters and the torque value is realized.
[0042] After obtaining the basic coefficients through the three-dimensional relationship matrix, in order to further fit the collaborative law of the setting characteristics of concrete and the stress of the steel joint, a nonlinear compression strategy is adopted for the upper limit of the vibration duration threshold, and the starting point of the disturbance prohibition period is dynamically calibrated through the initial setting monitoring device, so as to ensure that the adjustment of the two types of parameters meets the requirements of construction mechanics and adapts to the initial setting process of concrete. The specific implementation is as follows:
[0043] The upper limit of the vibration duration threshold adopts a nonlinear compression strategy. The core of this strategy is to make the upper limit of the threshold decay as a logarithmic function of the torque value, rather than nonlinear decay. The reason for choosing a logarithmic function is that when the wire tightening torque value is in the standard interval (30-50 N·m), the node foundation has good stability, and it is necessary to avoid excessive shortening of the upper limit of the threshold value to cause insufficient vibration. When the torque value is less than 20 N·m (low section of the sensitive zone), the node disturbance resistance decreases sharply, and it is necessary to strengthen control through faster threshold decay. In specific implementation, first, set the reference vibration duration threshold upper limit corresponding to the standard torque (30 N·m) as 60 seconds, then adjust the coefficient value according to the compression coefficient (three-dimensional relationship matrix output) corresponding to the real-time torque value, combined with the logarithmic decay formula (the compression coefficient decreases as a logarithmic law with the decrease of the torque value), for example, when the torque value decreases from 30 N·m to 25 N·m, the compression coefficient slowly decreases from 0.9 to 0.8 (decay amplitude 11%); from 20 N·m to 15 N·m, the compression coefficient quickly decreases from 0.6 to 0.4 (decay amplitude 33%), finally the actual threshold upper limit = reference duration x adjusted compression coefficient, ensuring that the vibration duration control in the low torque interval is more stringent, while avoiding excessive constraints in the standard torque interval. The disturbance prohibited period before the initial setting of the concrete is dynamically calibrated by an initial setting monitoring device. The device is a micro temperature sensor deployed 5 cm around the steel node. Its core function is to monitor the cement hydration heat release rate in real time. During the cement hydration process, heat will be released. When the heat release rate changes from rapid rise to slow decline, it is the moment of the sudden change of the cement hydration heat release rate, which is the landmark node of the transition of the concrete from the plastic state to the initial setting state. Therefore, it is set as the time zero point of the prohibited period. In specific calibration, the temperature sensor collects the temperature of the concrete at a frequency of 1 minute / second, calculates the temperature difference between the adjacent two collections through the built-in algorithm, reflects the heat release rate, and when the difference changes from continuous increase to first decrease, immediately records the time zero point and sends it to the threshold coupling mapping unit. The adjustment of the prohibited period length is also related to the wire tightening torque value. First, set the reference prohibited window corresponding to the standard torque (30 N·m) as 2 hours, covering the key risk period of the initial setting of the concrete, then extend the period according to the expansion coefficient output by the three-dimensional relationship matrix, combined with the adaptation law of torque value and initial setting process. When the torque value is in the standard interval, the expansion coefficient is 1.0-1.5, and the prohibited period is extended from the reference window of 2 hours to 3 hours; when the torque value is less than 20 N·m, the expansion coefficient increases to 1.5-3.0, and the prohibited period extends from the reference window to the whole initial setting process. The whole initial setting process is 6 hours, i.e. the prohibited period is extended to 6 hours at most, ensuring that the low torque node is not disturbed again in the whole initial setting stage, and avoiding the decrease of the bearing capacity caused by the superimposed disturbance due to the insufficient stability of the node.
[0044] After determining the adjustment direction of the calibration parameters through the three-dimensional relationship matrix and the nonlinear compression strategy, in order to ensure the stable and quantifiable negative adjustment relationship between the wire tightening torque value and the dynamic threshold value, the precise linkage of the two types of thresholds needs to be realized through the slope parameter of the preload, and subjective deviation in the adjustment process is avoided. The specific implementation is as follows:
[0045] The mapping table forces the negative regulation relationship between the moment value and the dynamic threshold value. The core is to preload the moment and threshold change slope parameters in the storage medium. The parameter is a quantitative index describing the corresponding relationship between the unit moment reduction and the threshold change amount. It is divided into two categories: the first slope of the upper limit of the vibration action time threshold, and the second slope of the disturbance prohibited period. When the parameter is preloaded, it is stored in the form of a structured text file. Each line of the file contains a moment interval, a first slope, and a second slope. The system automatically reads the file and loads it into the memory when it starts, ensuring that real-time calls do not need to be calculated repeatedly. When the wire tightening moment value decreases by a unit amount, the system first retrieves the first slope of the interval to which the current moment value belongs from the memory, calculates the reduction value according to the vibration action time threshold upper limit reduction amount = first slope x moment reduction, and then deducts the reduction value from the original threshold upper limit (the value after nonlinear compression) to obtain the final vibration time threshold. For example, if the current moment value decreases from 25 N·m to 24 N·m (by 1 N·m), the first slope of the interval is 5 seconds / N·m, and the original threshold upper limit is 40 seconds, then the reduced threshold upper limit = 40-5x1=35 seconds. The vibration time is accurately reduced according to the slope when the moment is reduced. Similarly, the disturbance prohibited period is increased according to the second slope. The calculation logic is that the prohibited period extension amount = second slope x moment reduction. For example, if the second slope is 10 minutes / N·m and the original prohibited period is 3 hours (180 minutes), then the extended prohibited period = 180+10x1=190 minutes, ensuring that the prohibited period is extended synchronously with the moment reduction. The determination of the two slope values needs to be realized through the regression analysis of the node displacement sudden change points in the destructive experiment. The experiment selects 10 groups of steel bar nodes with different initial moments (5 N·m, 10 N·m…50 N·m), and each group prepares 3 identical samples. After pouring the same batch of concrete, the vibration time and the disturbance period are applied to each sample in a gradient change. At the same time, the node displacement is monitored in real time through a laser displacement sensor. When the displacement suddenly exceeds the preset allowed value (0.5 mm, which is determined as node failure), the vibration time at that time (the sudden change point of the vibration time threshold) and the disturbance period (the sudden change point of the prohibited period) are recorded. The statistical analysis is performed on all experimental data. For example, in the 20-25 N·m interval, 30 sudden change point data are collected. The average value of the threshold change amount corresponding to the unit moment reduction in this interval is calculated. Then, the least squares method is used to perform linear regression on the average value to obtain the first slope and the second slope (such as the first slope 5 seconds / N·m and the second slope 10 minutes / N·m) of the interval. The process is repeated to obtain the slope parameters of all moment intervals, ensuring that the slope can truly reflect the negative correlation between the moment and the threshold.
[0046] After generating the upper limit of the vibration duration threshold and the disturbance prohibition period, the actual construction data and the calibration parameters need to be compared through a targeted algorithm. Since the actual vibration process may be interrupted (resulting in discrete duration) and the disturbance signal may be generated instantaneously, precise matching of time is required. Direct comparison of the original data may easily lead to misjudgment, so the data form needs to be optimized through a specific algorithm. The specific implementation is as follows: when comparing the actual vibration duration value with the generated upper limit of the vibration duration threshold, the vibration energy integration algorithm is first introduced to convert the discrete duration value into equivalent continuous action strength. The discrete duration value refers to the non-continuous vibration duration caused by the interruption of the worker's operation during the actual construction. If only the total duration is compared, the influence of the change of the concrete state during the interruption period on the vibration effect may be ignored. The core of the vibration energy integration algorithm is to quantify the total action effect by combining the vibration intensity: a vibration acceleration sensor is embedded in the handle of the vibrating rod to collect the vibration intensity in real time during the vibration process. The intensity x duration of each discrete vibration is integrated and calculated, and then the total energy is converted into equivalent continuous action strength. The calculation logic is equivalent continuous action strength = total energy ÷ total discrete duration. At the same time, the upper limit of the vibration duration threshold is converted into the corresponding equivalent intensity threshold. The threshold upper limit duration x the rated intensity of the vibrating rod is 3.8 m / s², which is calibrated through experiments. For example, the equivalent intensity threshold corresponding to the threshold upper limit of 36 seconds is 36 x 3.8 = 136.8 m·s. Divided by 36 seconds, it is still 3.8 m / s², which maintains comparability with the actual intensity. If the actual equivalent continuous action strength (3.39 m / s²) does not exceed the threshold equivalent intensity (3.8 m / s²), it is determined that the vibration duration is compliant. The time stamp overlap verification is used for the timing matching of the secondary disturbance trigger signal and the prohibition period to eliminate the judgment deviation in the time dimension. First, ensure that the clocks of all time stamps are synchronized. The dynamic parameter acquisition unit, the initial setting monitoring device and the disturbance signal sensor are all calibrated with the unified clock of the construction area through NTP, with a time accuracy of one second, to avoid time sequence misjudgment caused by clock deviation. When the secondary disturbance trigger signal is generated, the time stamp of the trigger time is automatically attached. The time range of the disturbance prohibition period is determined by the starting time stamp + actual prohibition duration. The starting time stamp is the time when the cement hydration heat release rate suddenly changes, which is output by the initial setting monitoring device. The end time stamp corresponding to the actual prohibition period. When the time stamp overlap verification is performed, the system compares the time stamp of the disturbance signal with the starting-end time interval of the prohibition period. If the disturbance time stamp is greater than or equal to the starting time stamp and less than or equal to the end time stamp, it is determined that the time stamps overlap, i.e. the secondary disturbance is non-compliant. If the disturbance time stamp is outside the interval, it is determined to be compliant, ensuring the accuracy of the timing matching.
[0047] After the calculation of the upper limit of the vibration duration threshold and the disturbance prohibition period, it is necessary to determine whether the wire tightening torque value can trigger effective calibration. If the torque value exceeds the effective coverage range of the mapping table, the calibration parameters generated based on the mapping table before will lose the support of experimental data, which may cause deviation in subsequent quality determination. Therefore, the calibration effectiveness needs to be verified by defining the domain, and the specific implementation is as follows:
[0048] The determination of whether the wire tightening torque value triggers effective calibration is achieved by checking whether the torque value falls within the mapping table domain. The mapping table domain refers to the range of wire tightening torque values for which the dynamic threshold mapping table can provide reliable calibration parameters. This range is determined based on the effective data interval from the previous destructive mechanics experiment. In the experiment, when the torque value is less than 5 N·m, the steel reinforcement joint cannot meet the basic connection strength, and the joint displacement far exceeds the allowed value. When the torque value is higher than 50 N·m, the wire is prone to plastic deformation, which may lead to subsequent loosening risk. Therefore, the mapping table domain is set to 5-50 N·m, with 5 N·m as the minimum calibration value and 50 N·m as the maximum calibration value. The domain parameters are pre-stored in the mapping table configuration file of the storage medium and automatically loaded when the system starts. During verification, the system first reads the real-time collected wire tightening torque value from the dynamic parameter acquisition unit, then retrieves the pre-stored mapping table domain parameters, and compares the real-time torque value with the minimum and maximum calibration values. If the torque value is lower than the minimum calibration value of the mapping table, the calibration is determined to be invalid. At this time, because the torque value exceeds the effective range of experimental data support, the three-dimensional relationship matrix and the slope parameter cannot provide adaptive calibration parameters. Continuing to use them may lead to too short vibration duration or too long disturbance prohibition period, which may affect the construction quality. The system will immediately output a calibration failure status code and prompt the operator through the display screen of the torque wrench to tighten the wire to more than 5 N·m. After the operator adjusts the torque, the data is collected again, and the calibration effectiveness is determined again. If the real-time torque value falls within the mapping table domain, the calibration is determined to be effective, and the system outputs an effective calibration parameter flag. This flag is a binary signal, with 1 indicating effectiveness and 0 indicating invalidity. The effective flag is stored together with the previously generated vibration duration threshold upper limit and disturbance prohibition period, forming an associated data set of torque value, calibration parameter, and effective flag, which is transmitted to the multi-source coupled analysis unit simultaneously, providing a reliable calibration basis for the subsequent qualification of steel reinforcement joint dynamic coupling parameters.
[0049] After the comparison of actual construction data and calibration parameters and the determination of calibration effectiveness, it is necessary to verify whether the steel reinforcement joint dynamic coupling parameters are qualified through the interlocking of three conditions. A single condition meeting the requirements cannot rule out the hidden risks in construction. Only when all three conditions are met can the joint quality meet the design requirements. The specific implementation is as follows:
[0050] The three core conditions need to be met simultaneously to determine that the dynamic coupling parameters of the steel bar joint are qualified. The first condition is that the equivalent continuous action strength does not exceed the calibration threshold. The equivalent continuous action strength is a quantitative index converted from the discrete vibration duration by the vibration energy integration algorithm, which reflects the actual action effect of the vibration on the joint. The calibration threshold is the maximum allowable strength generated based on the current iron wire tightening torque value. The system retrieves the values of the two from the cache of the multi-source coupling analysis unit. If the equivalent continuous action strength is less than or equal to the calibration threshold, it is marked as meeting the condition. Otherwise, it is marked as not meeting the condition, and the excess value is recorded for subsequent compensation. The second condition is that there is no disturbance violation record within the prohibited time period. The system checks the timestamp of the secondary disturbance trigger signal. The prohibited time period ranges from the start timestamp to the end timestamp calibrated by the initial setting monitoring device. If the timestamps of all secondary disturbance trigger signals do not fall within this interval, i.e., there is no overlapping violation, the condition is marked as met. If any signal timestamp falls within the interval, it is marked as not met, and the timestamp of the violation signal and the overlapping duration of the prohibited period are recorded. The third condition is that the calibration parameter valid flag is true. This flag is the binary signal determined in the previous section. If the flag is 1 (the torque value falls within the mapping table domain, and the calibration parameter is reliable), the condition is marked as met. If it is 0 (calibration failure), it is marked as not met, and the failure reason is associated. When all three conditions are marked as met, the system determines that the dynamic coupling parameters of the steel bar joint are qualified, and outputs a joint quality compliance report containing key data such as equivalent strength, prohibited time period, torque value, etc. If any condition is missing, it is marked as not met, and the negative adjustment compensation mechanism is immediately activated to reevaluate. The negative adjustment compensation mechanism is a targeted remediation strategy for different missing conditions. If the equivalent strength is exceeded, the system automatically shortens the upper limit of the duration threshold for the next vibration by a proportion of the excess value. If there is a disturbance violation, the disturbance prohibited period of subsequent similar joints is extended. If the calibration fails, the operator is prompted to tighten the iron wire to within the mapping table domain. After the remediation measures are implemented, the system reacquires data, calculates calibration parameters, and performs three-condition verification until all three conditions are met. If there are still missing conditions after 3 remediations, a joint quality warning is output, suggesting that construction be suspended and equipment be checked.
[0051] The second object of the present application is to provide a system for implementing a construction quality evaluation method comprising any one of the above, comprising:
[0052] The dynamic parameter acquisition unit 1 integrates the three-axis torque sensor embedded in the torque wrench, the timing chip of the vibrating rod handle, and the sound pressure and vibration sensors around the joint. It captures the iron wire tightening torque value, the vibration action duration value, and the secondary disturbance trigger signal in real time, and aligns the concrete initial setting clock through the time sequence marking module.
[0053] The threshold coupling mapping unit 2 internally stores a partition dynamic threshold mapping table of a medium, activates a corresponding partition mapping relationship according to a torque value interval, calls a three-dimensional relationship matrix to synchronously output a compression coefficient of a vibration duration threshold upper limit and an expansion coefficient of a disturbance prohibition period, and executes negative regulation of logarithmic decay of the threshold upper limit and extension of the prohibition period to the whole process of initial setting when the torque decreases;
[0054] The multi-source coupling analysis unit 3 comprises a vibration energy integral algorithm module and a timestamp overlap verification engine, converts an actual vibration duration into an equivalent continuous action intensity and compares with a calibration threshold, simultaneously verifies whether a disturbance signal timestamp falls into a dynamically expanded prohibition period range, and starts three-condition interlocking verification in combination with a calibration enable flag;
[0055] The implicit failure decision unit 4 activates a negative regulation compensation mechanism to reevaluate based on any event of exceeding the equivalent intensity, disturbance violation record or calibration failure, and outputs a long-term displacement deformation amount meeting conclusion or a superposition failure combination report.
[0056] In the application, the dynamic parameter acquisition unit captures the iron wire tightening torque value, the vibration action duration value and the secondary disturbance trigger signal in real time through a three-axis torque sensor, a timing chip and a sound pressure and vibration sensor, the threshold coupling mapping unit calls a partition dynamic threshold mapping table according to a torque value interval, outputs a vibration duration threshold compression coefficient and a disturbance prohibition period expansion coefficient through a three-dimensional relationship matrix, executes negative regulation of logarithmic decay of the threshold and extension of the prohibition period to the whole process of initial setting when the torque decreases, the multi-source coupling analysis unit converts the vibration duration into an equivalent continuous action intensity, verifies the disturbance signal through timestamp overlap, starts three-condition interlocking verification in combination with calibration effectiveness, and the implicit failure decision unit activates a negative regulation compensation mechanism to reevaluate for items that do not meet the requirements, thereby improving the accuracy of quality evaluation of steel bar joints.
[0057] The basic principle, main features and advantages of the application are shown and described above. It should be understood by those skilled in the art that the application is not limited by the above examples, the above examples and descriptions in the specification are only preferred examples of the application and are not intended to limit the application, various changes and improvements can be made to the application without departing from the spirit and scope of the application, and these changes and improvements all fall within the scope of the claimed application. The scope of protection of the application is defined by the appended claims and their equivalents.
Claims
1. A method of assessing the quality of construction work, characterized in that: The method comprises the following steps: S1, real-time collection of the iron wire tightening torque value of the steel bar joint, the single vibration action duration value of the vibrating rod and the secondary disturbance trigger signal before the initial setting of the concrete, as the basic input of dynamic coupling evaluation; S2, based on the iron wire tightening torque value, a dynamic threshold mapping table pre-stored in the storage medium is called to generate two types of calibration parameters strictly bound to the current torque value, one is the upper limit of the vibration action duration threshold, and the other is the disturbance prohibition period before the initial setting of the concrete, the mapping table is constructed by destructive mechanical experiment, and the mapping table forcibly associates the negative adjustment relationship between the torque value and the dynamic threshold, when the iron wire tightening torque value decreases, the mapping table outputs the upper limit of the vibration action duration threshold which is shortened synchronously and the disturbance prohibition period which is extended synchronously; S3, the actual vibration action duration value is compared with the generated upper limit of the vibration action duration threshold, at the same time, the secondary disturbance trigger signal is time-matched with the generated disturbance prohibition period, and whether the iron wire tightening torque value triggers effective calibration is combined, only when the actual vibration action duration value does not exceed the current threshold upper limit, there is no secondary disturbance trigger signal in the disturbance prohibition period, and the iron wire tightening torque value successfully triggers the mapping table to generate calibration parameters, it is determined that the dynamic coupling parameters of the steel bar joint are qualified.
2. The method for evaluating construction quality of a building project according to claim 1, wherein: The real-time collection of the iron wire tightening torque value of the steel bar joint is realized by a three-axis torque sensor pre-buried in a torque wrench, the three-axis torque sensor synchronously monitors the thread engagement depth of the iron wire to eliminate surface friction error, the single vibration action duration value of the vibrating rod is recorded by a timing chip embedded in the handle of the vibrating rod, the timing chip automatically starts and stops timing when the vibrating rod is activated by the distance sensor from the joint, and the secondary disturbance trigger signal before the initial setting of the concrete is cooperatively captured by a sound pressure sensor and a vibration accelerometer arranged around the joint, and the trigger signal is generated when the sound pressure value or the acceleration value exceeds the environmental baseline threshold.
3. A method of assessing the quality of construction work according to claim 2, characterized in that: When the dynamic threshold mapping table pre-stored in the storage medium is called, the corresponding mapping partition is activated according to the numerical interval of the iron wire tightening torque value, the first sensitive area mapping relationship is called when the torque value is lower than the preset critical point, the second normal area mapping relationship is called when the torque value is in the standard interval, and the mapping table partition boundary value is calibrated based on the mutation point of the concrete setting and hardening curve.
4. The method for evaluating construction quality of a building project according to claim 3, wherein: When the two types of calibration parameters strictly bound to the current torque value are generated, linkage output is realized through the pre-set three-dimensional relationship matrix of torque, duration and period, the three-dimensional relationship matrix takes the iron wire tightening torque value as the row index, synchronously outputs the compression coefficient of the vibration action duration threshold upper limit and the expansion coefficient of the disturbance prohibition period, and proportionally couples and adjusts the two parameters.
5. A method of assessing the quality of construction work according to claim 4, characterized in that: The vibration action duration threshold upper limit adopts a nonlinear compression strategy, and when the torque value decreases, the threshold upper limit decays in a logarithmic function relationship; The disturbance prohibition period before the initial setting of the concrete is dynamically calibrated by an initial setting monitoring device, the time zero point is the time when the cement hydration heat release rate suddenly changes, and the length of the prohibition period extends from the baseline window to the whole initial setting process as the torque value decreases.
6. A method of assessing the quality of construction work according to claim 5, characterized in that: The implementation of the mapping table forcibly associating the negative adjustment relationship between the torque value and the dynamic threshold is as follows: The preloaded torque and threshold change slope parameters are stored in the storage medium. When the iron wire tightening torque value decreases by a unit amount, the upper limit of the vibration action time threshold is reduced according to the first slope, and the disturbance prohibition period is increased according to the second slope. The two slope values are determined by regression analysis of the node displacement mutation point in the destructive experiment.
7. A method of assessing the quality of construction work according to claim 6, characterized in that: When the actual vibration action time value is compared with the generated upper limit of the vibration action time threshold, the vibration energy integration algorithm is introduced to convert the discrete time value into equivalent continuous action strength. The time stamp overlap check is used for timing matching of the secondary disturbance trigger signal and the prohibition period. When the disturbance signal timestamp falls within the prohibition period range, it is determined to be in violation.
8. A method of assessing the quality of construction work according to claim 7, characterized in that: The determination of whether the iron wire tightening torque value triggers effective calibration is realized by checking whether the torque value falls within the domain defined by the mapping table. If the torque value is lower than the minimum calibration value of the mapping table, it is determined that the calibration is invalid. If it is within the domain, the valid calibration parameter flag bit is output.
9. A method of assessing the quality of construction work according to claim 8, characterized in that: The determination of whether the steel bar node dynamic coupling parameters are qualified needs to meet three conditions simultaneously: the equivalent continuous action strength does not exceed the calibration threshold, there is no disturbance violation record within the prohibition period range, and the calibration parameter valid flag bit is true. If any condition is missing, the negative regulation compensation mechanism is activated for reevaluation.
10. A system for implementing the method of any one of claims 1 to 9, wherein, It includes: The dynamic parameter acquisition unit (1) integrates the three-axis torque sensor embedded in the torque wrench, the timing chip of the vibrating rod handle, and the sound pressure and vibration sensors around the node, which can capture the iron wire tightening torque value, the vibration action time value, and the secondary disturbance trigger signal in real time, and align the concrete initial setting clock through the timing marking module; The threshold coupling mapping unit (2) has a partitioned dynamic threshold mapping table in the storage medium. According to the torque value interval, the corresponding partition mapping relationship is activated, the three-dimensional relationship matrix is called to output the compression coefficient of the upper limit of the vibration time threshold and the expansion coefficient of the disturbance prohibition period, and the negative regulation of the threshold upper limit according to the logarithmic decay and the extension of the prohibition period to the initial setting process is executed when the torque decreases; The multi-source coupling analysis unit (3) includes a vibration energy integration algorithm module and a timestamp overlap check engine, which converts the actual vibration time into equivalent continuous action strength and compares it with the calibration threshold, checks whether the disturbance signal timestamp falls within the dynamically expanded prohibition period range, and starts the three-way condition interlocking verification combined with the calibration enable flag bit; The implicit failure decision unit (4) activates the negative regulation compensation mechanism for reevaluation based on any of the equivalent strength exceeding, disturbance violation record, or calibration failure, and outputs the long-term displacement deformation amount compliance conclusion or superposition failure combination report.