CN114297901A - Building construction disc buckle type support frame monitoring method - Google Patents
Building construction disc buckle type support frame monitoring method Download PDFInfo
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Abstract
The invention discloses a monitoring method of a buckling type support frame of a building construction disc, a finite element model of a modified template support frame can better reflect the actual state of the template support frame, an obtained response surface model can better replace the finite element model for calculation, the calculation precision is better, and the result is reliable; compared with the requirements of 'technical Specification of temporary support structure for building construction' JGJ/T300-2013, the method can provide a monitoring method for the load; the early warning value and the alarm value used by the monitoring parameters can better reflect the characteristics of real-time monitoring.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a monitoring method for a building construction disc buckle type support frame.
Background
The formwork support frame is a common temporary structure in construction and generally has the characteristics of large span, high height, wide range, high risk and the like. Through years of research and practice, the construction measures and various management methods for the safety of the formwork support frame are greatly improved. However, the collapse accident of the formwork support frame still happens continuously, which causes the group death and group damage, and is one of the major hazard sources in the construction process. The template support frame safety accidents often occur in the processes of installation, dismantling and concrete pouring. In the concrete pouring process, the type of the load borne by the support frame is complex, the time-varying property is large, and the borne load comprises the weight of reinforcing steel bars, concrete, pouring equipment and constructors and the action of dynamic loads of concrete punching and smashing, vibrating equipment and the like.
The template support frame can be subjected to safety early warning through real-time monitoring of the template support frame. At present, the real-time monitoring of the formwork support frame mainly comprises the real-time monitoring of parameters such as horizontal displacement of key parts or weak parts of the formwork support frame, formwork settlement, vertical rod axial force, rod piece inclination angle and the like. The following two problems still exist:
(1) under the influence of factors such as material defects, erection quality and the like, certain deviation often exists between a calculation analysis result and an actual measurement result of the template support frame in a design stage, and monitoring data are deviated due to factors such as construction scheme change and an unsmooth safety supervision mechanism in a construction stage;
(2) the load of the template support frame is not monitored in real time, the real-time state of the support frame is difficult to evaluate, and safety prediction is performed early.
Aiming at the problems, the invention improves and optimizes the existing monitoring method and designs a monitoring method of the building construction disc buckle type support frame.
Disclosure of Invention
In view of the above, the invention provides a monitoring method for a buckling type support frame of a building construction disk, which reduces the error between the calculation frequency value and the measured value of a finite element model, and the corrected model parameters can reflect the actual situation; and the load identification of the template support frame can be realized.
In order to achieve the purpose, the invention provides the following technical scheme:
a building construction disc buckle type support frame monitoring method comprises the following steps:
step one, establishing a finite element model of the template support frame according to a design drawing of the template support frame;
calculating and analyzing monitoring parameters under load working conditions of different construction stages by adopting the limiting element model, and determining key parts and weak parts of the support frame;
step three, erecting a template supporting frame, and arranging measuring points on the template supporting frame;
performing Fourier analysis on the longitudinal acceleration signal monitoring data and the transverse acceleration signal monitoring data of the template supporting frame to obtain the natural vibration frequency of the structure, and correcting the finite element model established in the step one by using a response surface method to generate a corrected finite element model;
and fifthly, determining an early warning value and an alarm value of the load parameter of the template support frame, respectively obtaining the early warning value of the load parameter and a critical value of the monitoring parameter under the alarm value by adopting the corrected finite element model, comparing the critical value of the monitoring parameter with a theoretical early warning value and a theoretical alarm value of the monitoring parameter, and taking the minimum value as the early warning value and the alarm value which are actually used.
Preferably, the monitoring parameters in the first step and the fifth step include: horizontal displacement, template settlement, vertical rod axial force and rod piece inclination angle.
Preferably, the step two of arranging the measuring points on the template support frame includes: measuring points are densely arranged at key parts and weak parts of the template support frame, and measuring points are non-densely arranged at non-key parts and weak parts of the template support frame.
Preferably, the measuring points arranged in the second step are arranged by adopting a wireless pressure sensor, a wireless displacement sensor, a wireless tilt angle sensor, a wireless acceleration sensor and a wireless audible and visual alarm.
Preferably, the arranging the measuring points in the second step comprises:
the wireless pressure sensor is arranged between the U-shaped top support of the vertical rod and the template, and directly monitors the axial force of the vertical rod;
the wireless inclination angle sensor is arranged on the vertical rod and directly monitors the inclination deformation of the rod body;
the wireless displacement sensor is connected with the template through a drooping iron wire to directly measure the deformation of the template;
the two wireless acceleration sensors are arranged on a certain upright pole far away from the wall connecting piece and respectively acquire longitudinal and transverse acceleration signals of the formwork support frame;
the wireless audible and visual alarm can be installed anywhere in the field.
Preferably, the fourth step includes:
s300: determining a correction parameter and a value range;
s400: carrying out test design to generate sample data;
s500: selecting correction parameters which are remarkable in characteristic quantity, and fitting a response surface of sample data;
s600: checking whether the precision of the response surface model meets a preset value, if so, entering the step S500, and if not, entering the step S300;
s700: and substituting the frequency value of the no-load working condition into the response surface model, and optimizing and calculating the obtained correction value of the correction parameter.
Preferably, the S400 includes: and carrying out test design on the support frame by adopting a D-optimal design method to obtain a plurality of test data, substituting each group of test data into the finite element model to calculate the first 5-order frequency value as target output, and generating sample data.
Preferably, the S400 includes:
(a) calling S300 the selected correction parameters and parameter ranges;
(b) selecting a response feature, namely an objective function;
(c) carrying out experimental design by adopting a D-optimal design method;
(d) generating each group of test data;
(e) and substituting each group of test data into the finite element model of the support frame to obtain a sample value.
Preferably, the S500 includes:
(a) selecting a response surface form;
(b) and (3) testing the significance of the parameters: analyzing the significance of the selected parameters to the characteristic frequency by adopting an F test method, and calculating the significance level P value of the statistical characteristic quantity of each parameter, wherein when the P value is more than 0.05, the parameter is not significant, otherwise, the parameter is significant;
(c) and (3) response surface function fitting: and after the correction parameters which are obvious to the characteristic quantity are selected, response surface fitting is carried out on the sample data by applying a regression analysis technology.
Preferably, the step five comprises: and determining an early warning value and an alarm value of a load parameter of the formwork support frame by combining the technical safety standard of construction socket-and-spigot type disc-buckled steel pipe scaffold (JGJ/T231) 2021, respectively obtaining the early warning value of the load parameter and the horizontal displacement, the formwork settlement, the vertical rod axial force and the rod inclination angle under the alarm value by adopting a corrected finite element model of the formwork support frame, comparing the calculated result with the early warning value and the alarm value of the horizontal displacement, the formwork settlement, the vertical rod axial force and the rod inclination angle required by the technical standard of construction temporary support structure (JGJ/T300) 2013, and taking the minimum value as the early warning value and the alarm value which are actually used.
According to the technical scheme, the monitoring method for the building construction disc buckle type support frame has the following beneficial effects after the model is corrected:
(1) the corrected template support frame finite element model can better reflect the actual state of the template support frame, the obtained response surface model can better replace the finite element model for calculation, the calculation precision is better, and the result is reliable;
(2) providing a load monitoring method based on the corrected model;
(3) the early warning value and the alarm value used by the monitoring parameters can better reflect the characteristics of real-time monitoring.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
Fig. 1 is a flowchart of a monitoring method for a building construction disc buckle type support frame according to an embodiment of the present invention;
fig. 2 is a schematic structural diagram of a node of a disk buckle type support frame according to an embodiment of the present invention;
FIG. 3 is a flowchart illustrating a finite element model modification of a disc-fastening type supporting frame according to an embodiment of the present invention;
FIG. 4 is a design drawing of a test model of the disk buckle type supporting frame provided by the embodiment of the invention;
fig. 5 is a finite element model diagram of a disc-buckle type support frame according to an embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The embodiment of the invention provides a monitoring method of a building construction disc buckle type support frame, which comprises the following steps:
step one, establishing a finite element model of the template support frame according to a design drawing of the template support frame.
S100: and (5) simulating the joints of the steel pipe formwork support frame by the disc buckle type. As shown in fig. 2, when the disk buckle type node is simulated, the horizontal rod and the vertical rod are overlapped, only the vertical rotation of the node between the horizontal rod and the vertical rod is considered, the degrees of freedom in other directions are rigidly coupled, and the length of the spring simulating the semi-rigid characteristic of the node is zero.
S200: simplifying and assuming the establishment of a finite element model of the disc buckle type steel pipe template support frame.
When the finite element model of the disc buckle type template support frame is analyzed and researched, the model is assumed and simplified as follows:
(1) the vertical rod and the vertical rod are rigidly connected, and the vertical rod and the horizontal rod are intersected at one point;
(2) the influence of the initial defect of the component is not considered;
(3) the connection between the upright stanchion and the template structure is assumed to be hinged, and the upright stanchion and the foundation are hinged;
(4) non-linear characteristics of the semi-rigid nodes are not considered;
(5) the sub-ridge weight is equivalent to the form, regardless of the sub-ridge.
Description of the drawings: the secondary ridges are densely arranged and are more in number, and the force and deformation of the template are mainly transmitted to the main ridges. When the weight of the secondary ridge is equivalent to that of the template, the sum of the mass of the secondary ridge and the template is divided by the projected area of the support frame (the area of the template is not the area of the template because the template is generally extended). (m ridges + m templates)/projected area of the support.
And step two, calculating and analyzing horizontal displacement, formwork settlement, vertical rod axial force, rod piece inclination angle and the like under load working conditions of different construction stages by adopting the limiting element model, and determining key parts and weak parts of the support frame.
The method comprises the following steps of building a formwork support frame, densely arranging measuring points at key parts and weak parts, and densely arranging measuring points at non-key parts and weak parts by adopting a wireless pressure sensor, a wireless displacement sensor, a wireless inclination angle sensor, a wireless acceleration sensor and a wireless audible and visual alarm (the wireless pressure sensor is arranged between a U-shaped jacking of a vertical rod and a formwork and directly monitors the axial force of the vertical rod, the wireless inclination angle sensor is arranged on the vertical rod and directly monitors the inclined deformation of a rod body, the wireless displacement sensor is connected with the formwork through a drooping iron wire and directly measures the deformation of the formwork, the two wireless acceleration sensors are arranged on a certain vertical rod far away from a wall connecting piece and respectively collect longitudinal and transverse acceleration signals of the formwork support frame, and the wireless audible and visual alarm can be arranged at any place on site).
And step four, processing the longitudinal and transverse acceleration signal monitoring data of the template support frame by adopting Fourier analysis (FFT) to obtain the natural vibration frequency of the structure, and correcting the finite element model of the template support frame by adopting a response surface method to generate a corrected finite element model.
S300: selecting correction parameters through an empirical method and a sensitivity method (namely, determining parameter ranges according to some main parameters of the support frame timing and experience, and then performing sensitivity calculation and selection), wherein the sensitivity can be calculated according to the formula (1):
performing a calculation wherein: siFor sensitivity, λiIs a characteristic value, piAre parameters. For better comparison, the delta lambda takes into account the different ranges of the correction parametersiChange rate of value Delta lambda for available characteristic valuei/λiAlternative,. DELTA.piRate of change of available parameter Δ pi/piAnd (4) replacing.
For the disk buckle type support frame, the wall thickness t of the vertical rod1Modulus of elasticity E1Wall thickness t of horizontal bar2Modulus of elasticity E2Parameters such as node rigidity k and template equivalent density rho can be used as correction parameters. Through calculation, E with higher sensitivity is selected1、E2And rho is taken as a parameter to be corrected.
S400: and (4) experimental design. And carrying out test design on the support frame by adopting a D-optimal design method to obtain a plurality of test data, and substituting each group of test data into the finite element model to calculate the first 5-order frequency value as target output.
Description of the drawings:
(1) a design of experiment (DOE) method refers to a method of selecting an appropriate test point in a system parameter variable space, and generally adopts methods such as a central composite method, a D-optimum design method, a full-factor test design, an orthogonal design, a uniform design and the like.
(2) Design Expert is generally adopted to input Design parameters and target functions into a system, and then a data table can be generated.
(3) The method comprises the following steps: (a) selecting correction parameters, namely design parameters, and determining parameter ranges including minimum values, intermediate values and maximum values. The choice in this patent is the modulus of elasticity E of the uprights1Modulus of elasticity E of horizontal bar2Template equivalent density ρ;(b) the response characteristic, i.e., the objective function, is chosen, and the first 3 frequency values are chosen in this patent. (c) Adopting a proper test design method; (d) generating each set of test data, namely each set of the elastic modulus E of the upright rod1Modulus of elasticity E of horizontal bar2Dereferencing the equivalent density rho of the template; (e) and substituting each group of test data into the finite element model of the support frame to obtain a sample value.
S500: and (5) response surface fitting. After parameter screening is carried out by an F test method, fitting each group of test data and targets by adopting a polynomial to obtain a response surface model;
description of the drawings:
(1) the response surface fitting needs to go through the following steps: (a) selecting a response surface form, the patent proposes selecting a third-order polynomial response surface model, such as:
in the formula (I), the compound is shown in the specification,
are respectively a design parameter xiUpper and lower boundaries of the value range, beta0、βi、βii、βiii、βij、βiij、βijkFor each coefficient to be determined.
The determination of which response surface model to use can be directly made in the software Design Expert.
(b) And (3) performing parameter significance test, namely analyzing the significance of the selected parameters to the characteristic frequency by adopting an F test method (ANOVA), and calculating the significance level P value of the statistical characteristic quantity of each parameter, wherein when the P value is more than 0.05, the parameter is not significant, otherwise, the parameter is significant. The calculation formula is as follows:
the hypothetical regression model includes m-1 independent variables x1，x2，x3，…，xm-1If a variable x is addedmTo this model, checkThe statistic F of (1) is:
in the formula (3), SSE (x)1,x1,…,xm-1) To include m-1 independent variables x1，x2，x3，…，xm-1Sum of squares of errors of the regression model of (2), SSE (x)1,x1,…,xm-1,xm) To include m independent variables x1，x2，x3，…，xm-1，xmAnd n is the total number of all independent variables of the regression model.
Given significance level
Get
For certain sample values, F is calculated from equation (3)jThe test rule is as follows:
if it is
That is, P is less than or equal to 0.05, the influence of the variable on the response is obvious; if it is
I.e. P>0.05, the effect of the variable on the response is not significant.
Generally, the calculation processes are automatically calculated after being set in software Design Expert.
(c) Response surface function fitting
And after the correction parameters which are obvious to the characteristic quantity are selected, response surface fitting is carried out on the sample data by applying a regression analysis technology.
S600: by the use of R2And (5) testing the precision of the response surface model by using a testing method. R2The closer to 1, the more accurately the response surface model can reflect the relation between the finite element model input parameters and the target output.
Description of the drawings: r2Inspection method
In the formula, yRS(j) Represents the calculated values of the primary response surface model, y (j) represents the corresponding finite element analysis results,
representing the average value of the finite element analysis results, and N representing the number of inspection points on the design space;
s700: and (5) carrying out comparative analysis. And inputting the measured frequency into a response surface model to perform optimization calculation to obtain correction parameters, comparing and analyzing the correction parameters with initial values of the correction parameters, and if the difference between the correction parameters and the initial values is reasonable, reflecting actual conditions to a certain extent and determining values.
And step five, determining an early warning value and an alarm value of the load parameter of the formwork support frame by combining the technical safety standard of construction socket type disc buckle type steel pipe scaffold JGJ/T231 and 2021, and respectively obtaining the horizontal displacement, the formwork settlement, the vertical rod axial force and the rod piece inclination angle of the early warning value and the alarm value of the load parameter by adopting a corrected finite element model of the formwork support frame. And comparing the calculated result with the early warning value and the warning value required by JGJ/T300-plus 2013 of temporary support structure technical Specification for building construction for horizontal displacement, template settlement, vertical rod axial force and rod inclination angle, and taking the minimum value as the early warning value and the warning value in actual use.
The realization case of finite element model correction of the disc buckle type template support frame is as follows:
1. frequency test of different working conditions of disk buckle type support frame
The test model of the disk buckle type support frame is built by using the components with turnover times exceeding 7 times, the main design sizes and the component sizes of the test model are shown in a table 1, and the design drawing is shown in a figure 4. During testing, a dynamic signal acquisition instrument and 2 acceleration sensors are adopted to record longitudinal and transverse acceleration signals of the vertical rod respectively, and the acceleration sensors are arranged in a graph 4.
Table 1 main design dimensions and component dimensions of the support frame test model
Table 1 main design dimensions and component dimensions of disk lock steel tubular scaffold test model
The sand bags are adopted for stacking, the uniform loading of the template surface is ensured by stacking every time, and the influence of unbalance loading is avoided. And standing for 10min after stacking, then pulling the upright rods at the upper parts of the support frames laterally by using long ropes to enable the support frames to vibrate longitudinally and transversely, and recording acceleration signals after stopping pulling. The total weight of the heaped load under each working condition and the test result of the first 5-order frequency under each working condition are shown in table 2, wherein fiThe measured values of the first 5 th order frequencies are respectively. As can be seen from Table 2, as the total weight of the stack increases, the frequencies of the stages of the supporting frames gradually decrease.
TABLE 2 Total stacking weight and front 5-order frequency of the supporting frame
Table 2 measured values and first five frequencies of disk lock steel tubular scaffold under various working conditions
2. Test model design and finite element model
The elastic modulus of the steel pipe components of the support frame is 2.06 multiplied by 105N/mm2Poisson's ratio of 0.3 and density of 7.85 kg-m-3. The density of the square wood is 114.92 kg.m-3The Poisson's ratio is 0.3; the density of the template is 556.73 kg.m-3The Poisson's ratio was 0.3. The value of the spring stiffness refers to JGJ231-2010 of construction socket type disc buckle type steel pipe support safety technical regulation[8]Taking 8.6X 107N.mm/rad. A finite element model diagram of the support frame is established and shown in figure 5. Obtaining the front 5-order frequency f of the support frame under different total stacking weight working conditions through modal analysis and calculation1'、f2'、f3'、f4'、f5' and measurementError e between valuesiSee table 3.
TABLE 3 finite element calculation result of front 5 th order frequency of disc-type supporting frame and error between the calculated result and measured value
Table 3 finite element calculation results of the first five order frequency and the error between them and the measured values
Comparing table 2 and table 3, it can be known that there is a certain error between the finite element model calculation frequency value and the measured value, the error between the no-load condition finite element model frequency calculation value and the measured value is larger, and the error of the pile loading condition is smaller than that of the no-load condition. The error between the calculated value and the measured value of the frequency of the finite element model is caused by the factors of the assumption and simplification of the finite element model, the error of the material size and the material attribute, the actual setting quality and the like. When the stacking load is carried, the error is reduced, which shows that the influence of the stacking load total weight on the frequency of the support frame is increased, and the finite element model is more accurate in load simulation.
3. Determination of correction parameters
For the disk buckle type support frame, the wall thickness t of the vertical rod1Modulus of elasticity E1Wall thickness t of horizontal bar2Modulus of elasticity E2Parameters such as node rigidity k and template equivalent density rho can be used as correction parameters. The parameters are increased by 10%, and the change rate of the first 5-order frequency value calculated by inputting the finite element model of the support frame is shown in table 4. The sensitivity was calculated by substituting the formula (1) with the previous 5 th order frequency change rate as the characteristic value and the change rate of each correction parameter as the parameter. Since the change rate of each correction parameter is 10%, the sensitivity is 10 times the frequency change rate in value, and therefore the magnitude of the frequency change rate can be directly used in comparison with the magnitude of the sensitivity.
TABLE 4 first 5-order frequency change rate of the cradle when each correction parameter change rate is 10%
Table 4 the first five order frequency change rate of the disk lock steel tubular scaffold when the change rate of each correction parameter is 10％
As can be seen from Table 4, when the correction parameter change rates are all 10%, the highest frequency change rate of each order is E1、E2And rho. And t is1、t2And k, are not suitable as correction parameters in the case where the frequency change rate is small. Thus, E with higher sensitivity is selected1、E2Rho is taken as a correction parameter, and the value range of the correction parameter is shown in table 5.
The intermediate value of the correction parameter can refer to the engineering design value of the parameter. The correction parameter value range directly influences the precision of the response surface. Too small a range may not contain the actual value of the parameter; the range is too large, and the test point determined in the test design is easily far away from the actual value. When the value range of the correction parameter is determined, a more reasonable parameter range can be determined by combining with the actual engineering experience and carrying out trial calculation for many times.
TABLE 5 correction parameter value Range
Table 5 range of correction parameters
4. Response surface model and model modification
And carrying out model correction on the finite element model of the support frame aiming at the no-load working condition. The test design is carried out by adopting a D-optimal design method to obtain 30 groups of test data, and the test parameters are normalized to obtain the following table:
substituting the frequency value of the first 5 th order into a finite element model to calculate the frequency value. And (3) checking the parameter significance by adopting an F check method, and fitting the support frame frequency response surface model by adopting a quadratic polynomial to obtain response surface models shown in formulas (5) to (9).
R obtained by performing precision test on the response surface models of the formulas (5) to (9) and calculating2The values are shown in Table 6.
TABLE 6 first 5 order frequency regression coefficient of determination R2
Table 6 first five order frequency regression coefficient R2
As can be seen from Table 6, R for each frequency2The value approaches to 1, which shows that the response surface model can well reflect the relationship between the correction parameter and the frequency. The frequency values of the air load working condition G0 in the table 2 are respectively substitutedThe values of the correction parameters obtained by the optimization calculation are shown in table 7. Inputting the corrected parameters into a finite element model to calculate the frequency value of the support frame, comparing the frequency value with the frequency value calculated by the model before correction, and obtaining the comparison result shown in the table 8.
TABLE 7 comparison of values of correction parameters before and after correction
Table 7 Comparison of design parameters before and after correction
TABLE 8 comparison of before and after correction frequency values
Table 8 Comparison of frequency values before and after correction
As can be seen from tables 7 and 8, the frequencies calculated by the finite element model after the correction are close to the measured values. Corrected elastic modulus E of vertical rod and horizontal rod1、E2The initial defects of the actually erected support frame, repeated turnover damage of the components, erection quality, node rigidity nonlinearity and other factors are reflected, and the actual situation of the overall rigidity of the support frame is reduced to a certain extent; the corrected template equivalent density is greater than the initial value mainly because the adjustable bracket is simplified when the finite element model is established, the weight of the adjustable bracket is not considered, and the corrected equivalent density rho comprises the partial weight of the adjustable bracket. It is stated that the modified parameters have certain physical significance.
5 comparative data analysis
Calculating the first 5 th order frequency values of the corrected finite element model under different total stacking weights, and comparing the calculated values with the actual measurement result to obtain error values shown in table 9, wherein fi"represents a corrected finite element model calculation value, e'iThe error between the calculated and measured values of the finite elements after correction is shown.
TABLE 9 error between the first 5 th order frequency value of the finite element model after each condition correction and the measured value
Table 9 error between the first five order frequency values of the finite element model and the measured values after correction under various working conditions
Comparing the data in table 2, table 8 and table 9, it can be seen that the frequency calculation values of the finite element model after model modification are all reduced compared with the error of the actually measured frequency value before modification, and the error value is smaller, thus demonstrating the reliability of the modification method.
The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other.
The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. The utility model provides a building construction dish knot formula support frame monitoring method which characterized in that includes:
step one, establishing a finite element model of the template support frame according to a design drawing of the template support frame;
calculating and analyzing monitoring parameters under load working conditions of different construction stages by adopting the limiting element model, and determining key parts and weak parts of the support frame;
step three, erecting a template supporting frame, and arranging measuring points on the template supporting frame;
performing Fourier analysis on the longitudinal acceleration signal monitoring data and the transverse acceleration signal monitoring data of the template supporting frame to obtain the natural vibration frequency of the structure, and correcting the finite element model established in the step one by using a response surface method to generate a corrected finite element model;
and fifthly, determining an early warning value and an alarm value of the load parameter of the template support frame, respectively obtaining the early warning value of the load parameter and a critical value of the monitoring parameter under the alarm value by adopting the corrected finite element model, comparing the critical value of the monitoring parameter with a theoretical early warning value and a theoretical alarm value of the monitoring parameter, and taking the minimum value as the early warning value and the alarm value which are actually used.
2. The building construction disc button type support frame monitoring method according to claim 1, wherein the monitoring parameters in the first step and the fifth step comprise: horizontal displacement, template settlement, vertical rod axial force and rod piece inclination angle.
3. The building construction disc buckle type support frame monitoring method according to claim 1, wherein the step two of arranging the measuring points on the formwork support frame comprises the following steps: measuring points are densely arranged at key parts and weak parts of the template support frame, and measuring points are non-densely arranged at non-key parts and weak parts of the template support frame.
4. The building construction disc buckle type support frame monitoring method according to claim 1, wherein the arrangement measuring points in the second step are arranged by adopting a wireless pressure sensor, a wireless displacement sensor, a wireless tilt angle sensor, a wireless acceleration sensor and a wireless audible and visual alarm.
5. The building construction disc buckle type support frame monitoring method according to claim 4, wherein the measuring point arrangement in the second step comprises the following steps:
the wireless pressure sensor is arranged between the U-shaped top support of the vertical rod and the template, and directly monitors the axial force of the vertical rod;
the wireless inclination angle sensor is arranged on the vertical rod and directly monitors the inclination deformation of the rod body;
the wireless displacement sensor is connected with the template through a drooping iron wire to directly measure the deformation of the template;
the two wireless acceleration sensors are arranged on a certain upright pole far away from the wall connecting piece and respectively acquire longitudinal and transverse acceleration signals of the formwork support frame;
the wireless audible and visual alarm can be installed anywhere in the field.
6. The building construction disc buckle type support frame monitoring method according to claim 1, wherein the fourth step comprises:
s300: determining a correction parameter and a value range;
s400: carrying out test design to generate sample data;
s500: selecting correction parameters which are remarkable in characteristic quantity, and fitting a response surface of sample data;
s600: checking whether the precision of the response surface model meets a preset value, if so, entering the step S500, and if not, entering the step S300;
s700: and substituting the frequency value of the no-load working condition into the response surface model, and optimizing and calculating the obtained correction value of the correction parameter.
7. The building construction disc buckle type support frame monitoring method according to claim 1, wherein the S400 comprises: and carrying out test design on the support frame by adopting a D-optimal design method to obtain a plurality of test data, substituting each group of test data into the finite element model to calculate the first 5-order frequency value as target output, and generating sample data.
8. The building construction disc buckle type support frame monitoring method according to claim 1, wherein the S400 comprises:
(a) calling S300 the selected correction parameters and parameter ranges;
(b) selecting a response feature, namely an objective function;
(c) carrying out experimental design by adopting a D-optimal design method;
(d) generating each group of test data;
(e) and substituting each group of test data into the finite element model of the support frame to obtain a sample value.
9. The building construction disc buckle type support frame monitoring method according to claim 1, wherein the S500 comprises:
(a) selecting a response surface form;
(b) and (3) testing the significance of the parameters: analyzing the significance of the selected parameters to the characteristic frequency by adopting an F test method, and calculating the significance level P value of the statistical characteristic quantity of each parameter, wherein when the P value is more than 0.05, the parameter is not significant, otherwise, the parameter is significant;
(c) and (3) response surface function fitting: and after the correction parameters which are obvious to the characteristic quantity are selected, response surface fitting is carried out on the sample data by applying a regression analysis technology.
10. The building construction disc buckle type support frame monitoring method according to claim 1, wherein the fifth step comprises: and determining an early warning value and an alarm value of a load parameter of the formwork support frame by combining the technical safety standard of construction socket-and-spigot type disc-buckled steel pipe scaffold (JGJ/T231) 2021, respectively obtaining the early warning value of the load parameter and the horizontal displacement, the formwork settlement, the vertical rod axial force and the rod inclination angle under the alarm value by adopting a corrected finite element model of the formwork support frame, comparing the calculated result with the early warning value and the alarm value of the horizontal displacement, the formwork settlement, the vertical rod axial force and the rod inclination angle required by the technical standard of construction temporary support structure (JGJ/T300) 2013, and taking the minimum value as the early warning value and the alarm value which are actually used.
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| CN114737756A (en) * | 2022-04-28 | 2022-07-12 | 中建八局第三建设有限公司 | Construction method of disc buckle early-dismantling support real-time monitoring system |
| CN115828675A (en) * | 2022-11-17 | 2023-03-21 | 中交建筑集团有限公司 | Leaning tower stress control method based on back support system |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114737756A (en) * | 2022-04-28 | 2022-07-12 | 中建八局第三建设有限公司 | Construction method of disc buckle early-dismantling support real-time monitoring system |
| CN115828675A (en) * | 2022-11-17 | 2023-03-21 | 中交建筑集团有限公司 | Leaning tower stress control method based on back support system |
| CN115828675B (en) * | 2022-11-17 | 2023-06-20 | 中交建筑集团有限公司 | Inclined tower stress control method based on back support system |
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