CN107407616B - The storey stiffness recognition methods of building and its device - Google Patents
The storey stiffness recognition methods of building and its device Download PDFInfo
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- 239000010410 layer Substances 0.000 claims description 109
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Abstract
Method that is a kind of interior in short-term and accurately identifying building storey stiffness is provided.The quality that each layer quality m of building is saved in quality memory including computer equipment saves step；Each layer acceleration responsive of building is saved in the acceleration memory of computer equipmentAcceleration save step, the acceleration responsive is acceleration responsive in frequency domain；In 2nd calculation unit of computer equipment, n-th layer acceleration responsive is readWith quality mn, pass through rigidity spectra k between following formula (1) calculating n-th layernThe 1st algorithm steps,In formula, ω is angular frequency, and Re () is the real part in plural (), mjFor the quality of jth layer,For the acceleration responsive of n-th layer.
Description
Technical Field
The invention relates to a method for identifying rigidity between floors of a building and improvement of equipment thereof.
Background
The reduction in the rigidity of the building causes a reduction in its seismic performance. With a multi-story framework, the effects of an earthquake may be concentrated on a particular story. Therefore, it is necessary to monitor the rigidity between the layers of the multi-layer frame structure for a long time and to analyze the change of rigidity before and after the earthquake.
Since it is not possible to directly observe the change in stiffness of each floor, it is common practice to install an acceleration sensor in a building; and converting time domain information of the acceleration data into frequency domain information by utilizing Fourier transform, and reversely deducing the change of the rigidity through the migration of the acceleration reaction spectrum peak value of the acceleration data. Theoretically, a change in stiffness between certain floors will result in a change in the peak of the building acceleration response spectrum. However, due to the influence of measurement noise, non-structural components, or resolution setting, the peaks of the acceleration response spectrum may appear densely in a small interval. In this case it is difficult to distinguish which one is the natural frequency of the corresponding building; meanwhile, the change of the interlayer rigidity brings the change of the natural frequency, so that the change of the natural frequency of the building is difficult to determine, and the method for identifying the change of the interlayer rigidity is more difficult. It takes a lot of manual time (usually about one day) to identify the acceleration response spectrum peak of the building and thus to extrapolate the change in the rigidity between the floors.
Therefore, the prior art discloses a study of outputting real-time values of stiffness between layers by automatic processing of a computer with respect to acceleration data measured by acceleration sensors provided for each layer. For example, non-patent document 1 proposes a method of sequentially recognizing layers from the uppermost layer to the lower layer.
Non-patent document 2 proposes a method of obtaining an extremum value by using an approximation function.
Further, the following related documents 1 to 6 can be referred to.
Documents of the prior art
Patent documents:
patent document 1: japanese patent laid-open No. 2014-134436
Patent document 2: japanese patent laid-open publication No. 2011-247700
Patent document 3: japanese patent laid-open No. 2008-39534
Patent document 4: japanese patent laid-open No. 2014-211387
Patent document 5: japanese patent laid-open No. 2014-134436
Patent document 6: japanese patent laid-open No. 2007-57252
Non-patent documents:
non-patent document 1: structural Control and Health Monitoring 2013; 20(5), pp.804-820, Zhang et al.
Non-patent document 2: earth Engineering and Structural Dynamics 2000; 29(8), pp.1219-1238, Takewaki et al.
Disclosure of Invention
Problems to be solved by the invention
In the method of sequentially recognizing the layers from the uppermost layer to the lower layer, since the recognition result of the rigidity between the upper layers is applied to the calculation of the lower layer, the accumulated error becomes larger as the layer goes to the lower layer. Therefore, the interlayer rigidity recognition accuracy of the method is difficult to obtain with high reliability.
In the method using the extreme value of the approximation function, it is also difficult to obtain high reliability because of how to select the approximation function and its range.
The method for solving the problems comprises the following steps:
the invention aims to provide a high-precision method for identifying rigidity among layers of a building.
In order to achieve the above object, the present invention provides the following in relation to aspect 1, and proposes the following method of identifying interlayer stiffness. Which comprises the following steps:
a quality storage step of storing the quality m of each floor of the building in a quality memory of the computer device;
the acceleration response memory of the computer device stores the acceleration response (frequency domain) of each floor of the buildingStored acceleration ofA response step;
the 1 st operation part in the computer device reads the acceleration response dataAnd mass mnCalculating the nth interlayer stiffness spectrum k by using the following formula (1)nStep 1 of calculation
[ mathematical formula 1]
Formula (1)
Where ω is the angular frequency, Re () is the real part of the complex (), mjIs the mass of the j layers,is the acceleration response (frequency domain).
Through the interlayer rigidity identification method of the 1 st aspect, the rigidity spectrum k of the nth layer can be obtainedn(frequency domain values: where not expressly specified in this specification, a spectrum refers to frequency domain values). The spectrum has flat regions. The value of the flat interval is the interlayer rigidity K of the n-th layern. Thus, the stiffness spectrum k is displayed or printednThe stiffness of the nth layer can then be determined visually (see aspect 4). The inventors considered to utilize the rigidity spectrum k obtained in the 1 st aspectnA method for automatically obtaining interlayer rigidity through computer processing. For this purpose, it is conceivable to use the transfer functions (frequency domain) of the individual layers as variables for the input to the computer device. Obtaining frequency component i corresponding to transmission function with larger value and rigidity k thereof by using weighted average methodni. Therefore, the invention according to claim 2 further comprises, in addition to the step of claim 1:
a 2 nd calculation step of calculating an average value of a transfer function (frequency domain) of an nth layer in a 2 nd calculation unit of the computer device;
the 3 rd calculation unit of the computer device uses the average value of the transfer function (frequency domain) as a weighting coefficient to match the stiffness spectrum knAnd 3. a step of weighted average. In particular, the formula of aspect 3 is used.
Accordingly, the 3 rd aspect of the present invention provides:
in the 2 nd calculation step, the average value H (ω) of the transfer function (frequency domain) is calculated by the following formula (2).
[ mathematical formula 2]
Formula (2)
N in the formula is the number of the uppermost layers, Hn(ω) is calculated by the formula (3).
[ mathematical formula 3]
Formula (3)
Wherein,for the ground acceleration input (frequency domain),the acceleration response (frequency domain) of the nth layer.
In the 3 rd calculation step, the 2 nd power H (omega) of the average value H (omega) of the transfer function (frequency domain) is used2＝ωiAs a weighting factor omegaiCalculating the interlayer stiffness of the n-th layer plus by the formula (4)A weighted average value. This approximation is compared to the actual interlayer stiffness KnIn close proximity.
[ mathematical formula 4]
Formula (4)
Transfer function H in equation (3)n(ω) is defined as the ratio of the ground acceleration (frequency domain) to the power of 2 to the nth layer acceleration response (frequency domain). But the transfer function Hn(ω) may also be defined by the power of the acceleration response. Or a transfer function Hn(ω) can also be defined as the ratio of the ground acceleration (frequency domain) to the nth layer acceleration response (frequency domain).
In the aspect 3, the weighting factor is set to be 2-power of the average value H (ω). According to the requirement of interlayer rigidity identification precision, the 2-power processing can be omitted or multi-power processing can be carried out.
By the interlayer rigidity identification method given in the 3 rd aspect, the rigidity of each layer can be correctly identified.
The above explains that the actual interlayer stiffness K of each layer n is approximately obtained by the weighted average of the formula (4)nAnd these values are compared with the stiffness spectrum k obtained by the formula (1)nApproximately uniform.
The inventor obtains the rigidity spectrum k of all layers by observing the frequency corresponding to the peak value of the average value H (omega) of the transfer functionnIn the frequency range corresponding to the flat portion of (a). The transfer function average H of the layers can thus be determinedn(ω) and nth layer stiffness spectra knDisplayed in superposition.
In addition, the stiffness spectrum k of each layer may be setnAnd acceleration response of layersThe other peaks are shown overlapping.
The invention of claim 5 is defined as follows.
The stiffness spectrum k of the output n-th layer defined in the 4 th aspectnIn the interlayer rigidity discrimination method of (1), the rigidity spectrum k isnAnd overlapped with the average value (frequency domain) of the transmission function of each layer to output.
The present invention may also be expressed in terms of a device and defined by the 6 th to 8 th aspects.
The 6 th aspect is defined as follows.
The interlayer rigidity identification device comprises the following components:
a mass memory for recording the mass m of each floor of the building,
preserving individual layer acceleration responses(frequency domain) acceleration response memory,
reading nth layer acceleration responseAnd mass mnCalculating the stiffness spectrum k of the n-th layer by the formula (1)nThe 1 st operation section
[ math figure 5]
Formula (1)
In the formula, ω is angular frequency, Re () is the real part in (), mjIs the mass of the j-th layer,being the n-th layerAcceleration response (frequency domain).
The same effects as those of the first aspect can be obtained by the implementation of the above-defined aspect 6.
The 7 th aspect can provide the same effects as those of the 2 nd aspect, as defined below. The method of claim 7 comprises the steps of:
the interlayer stiffness discrimination device defined in claim 6, wherein the 3 rd operation unit calculates an average value of a transfer function (frequency domain) of the nth layer
The 4 th operation unit 8 for calculating the weighted average of the stiffness spectrum of the nth layer using the transfer function (frequency domain) average as the weighting function can obtain the same effects as those obtained in the 3 rd aspect by the following provisions. The method of claim 8 comprises the steps of:
in the interlayer stiffness recognition device according to claim 7, the 2 nd operation unit calculates an average value H (ω) of the transfer function (frequency domain) by the formula (2).
[ mathematical formula 6]
Formula (2)
Wherein N is the uppermost layer, Hn(ω) is represented by the following formula (3).
[ math figure 7]
Formula (3)
Wherein,is the ground acceleration (frequency domain),the acceleration response (frequency domain) of the nth layer.
The 3 rd calculation unit has the transfer function (frequency domain) average value H (ω power as the weighting coefficient H (ω)2wωiAnd calculated by substituting the following equation (4).
[ mathematical formula 8]
Formula (4)
The interlayer rigidity discrimination device according to claim 7 thus defined can obtain the same effects as those of claim 3.
The 9 th aspect of the present invention is defined as follows.
An output device for outputting a stiffness spectrum of the n-th layer is added to the apparatus according to claim 6.
The 9 th aspect defined in this way can achieve the same effects as the 4 th aspect.
The 10 th aspect is defined as follows.
The interlayer rigidity discrimination apparatus defined in claim 9, wherein a rigidity spectrum k is addednAnd an output device for displaying the transmission function (frequency domain) of each layer in a superimposed manner.
The present invention can be expressed by a computer program. The 11 th aspect of the present invention is defined as follows.
The interlayer stiffness recognition method defined in any one of claims 1 to 5 is executed in a computer device. The computer means is a readable and writable computer program.
Drawings
Fig. 1 is a conceptual diagram of a building calculation model for the identification method in the embodiment of the present invention.
Fig. 2 is a structural diagram of the interlayer rigidity recognition apparatus 1 of the present invention.
Fig. 3 is a flowchart illustrating the interlayer rigidity recognition apparatus 1.
Fig. 4 is a block diagram of the interlayer rigidity recognition apparatus 10 in another embodiment.
Fig. 5 is a flowchart illustrating the interlayer rigidity recognition apparatus 10.
Fig. 6 is a block diagram of the interlayer rigidity recognition apparatus 30 in the embodiment.
FIG. 7 is a seismic wave (time domain) used in performing the identification method in an embodiment.
Fig. 8 is an acceleration output (time domain) for each floor of the building shown in fig. 1.
Fig. 9 is a stiffness spectrum of the layers.
Fig. 10 is an overlay display of the inter-layer stiffness spectrum and the mean H (ω) of the transfer function (the ratio of the acceleration response to the power of 2).
Fig. 11 shows the peak value of the average H (ω) of the transfer function (the ratio of the acceleration response).
Fig. 12 is a graph of the overlap of the interlaminar stiffness spectra in fig. 9 with the peaks in fig. 11.
Fig. 13 is an overlay display of the damping coefficient response spectra of the layers with the average H (ω) of the transfer function (the ratio of the acceleration response to the power of 2).
Fig. 14 is a diagram showing the structure of a device for identifying the damping coefficient.
FIG. 15 is a seismic wave (time domain) used in performing the identification method in an embodiment.
Figure 16 is a partial demolition of a reinforced concrete building. (A) Before dismantling, and after dismantling.
FIG. 17 is a graph of the respective floor stiffness spectra k of the partially dismantled building of FIG. 16n。
Fig. 18 is a transfer function average value H (ω). When the average value H (omega) is calculated, (A) the ratio of acceleration response, (B) the ratio of acceleration response to the power of 2, and (C) the ratio of acceleration response to the power of 4.
Fig. 19 is a graph in which the stiffness spectrum of fig. 17 overlaps with the peak of fig. 18 (C).
Fig. 20 is an example of a reinforced concrete lighthouse.
FIG. 21 is a graph showing both the stiffness spectrum and the mean value of the transfer function H (ω) of a reinforced concrete lighthouse; the upper two pictures of layer 1, 2 and the lower two pictures of layer 3, 4.
Description of the symbols
1. 10, 30: interlaminar rigidity recognition device
2: fourier transform unit
5: acceleration response memory
9: 1 st operation section
11: section 2 of calculation
12: section 3 of calculation
Detailed Description
Fig. 1 shows a computational model of a building. In fig. 1, 0, 1, 2, N are floor numbers of the building. That is, 0 represents the ground, and N represents the uppermost layer. m isnIs the mass of the n-th layer, unIs the displacement of the nth layer in the earthquake. In this example, the displacement in the right-left direction in the paper surface is shown. Although the displacement in the direction perpendicular to the paper surface and in the vertical direction within the paper surface is generated by the earthquake action, the displacement in the horizontal direction is described here for the sake of simplicity of illustration.
knIs the rigidity spectrum of each layer obtained in the formula (1).
cnIs made ofThe damping coefficient spectra of the layers illustrated in the examples.
Acceleration sensor A is arranged in horizontal direction of each floor0～N. Acceleration sensor A placed on the ground0Can also be used as a seismic sensor.
Fig. 2 is a block diagram of the apparatus 1 for recognizing interlayer rigidity in the present invention.
The fourier transform unit 2 performs fourier transform on the records of the acceleration sensors measured on the floors of the building on each floor, and stores the acceleration response of each floor in the acceleration response memory 5. The quality memory 3 stores the quality of each layer.
In the 1 st operation part 9, the mass m of the n-th layer is read from the mass memory 3nThe acceleration response of the nth layer is read from the acceleration response memory 5, and the data is substituted into the formula (1) to calculate the stiffness spectrum k of each layern. The nth layer rigidity spectrum k is obtained through calculationnOutput through the output device 7.
Fig. 3 shows a flow chart of the operation of the interlayer stiffness recognition apparatus 1 of fig. 2.
In step 1, judging whether the building is in an earthquake state, and if so, starting to record data. The criterion for judging whether the earthquake is present or not can be set arbitrarily. Acceleration sensor A0When the output value is higher than a specified value, the earthquake state is judged to be in; at this time, the acceleration sensor A is stored0And other sensors A1～NThe output data of (1). Acceleration sensor A0When the output value of (2) is lower than a predetermined value, the data storage is stopped and the process proceeds to step 5.
In addition, when the duration of the earthquake state is less than the predetermined time, the influence on the building is considered to be small, and the process does not proceed to step 5.
All output data of the acceleration sensor (time domain) or all data of the acceleration response (frequency domain) after fourier transform are temporarily stored. Subsequently, automatically or manually referring to the seismic data, seismic-related portions may be extracted from the saved data.
In step 5, the fourier transform unit 2 fourier-transforms the acceleration response (time domain) obtained in step 3 into the acceleration response (frequency domain) of each layer by a known algorithm, and stores the acceleration response in the acceleration response memory 5 (2 nd memory).
If the acceleration sensor provided in the building can output an acceleration response (frequency domain), the output data may be directly stored in the acceleration response memory 5.
In step 7, the following formula (1) is used for calculation.
[ mathematical formula 9]
Formula (1)
ω in the formula is the angular frequency, Re () is the real part within the complex (), mjIs the mass of the j-th layer,is the acceleration response (frequency domain) of the nth layer.
The rigidity spectrum k of the n-th layer obtained by calculationnThe result of (c) can be output via the output means 7.
Stiffness spectrum k of n-th layernIn which there is a flat portion having a value approximately equal to the actual stiffness K of the nth layern。
Fig. 4 is a block diagram of the interlayer rigidity recognition apparatus 10 according to another embodiment. Fig. 5 is a flowchart thereof. In fig. 4 and 5, the same elements as those in fig. 2 and 3 are denoted by the same reference numerals, and the description thereof will be omitted.
In the 2 nd arithmetic unit 11 of fig. 4, the transfer function average H (ω) of each layer n is calculated (step 9 of fig. 5).
[ mathematical formula 10]
Formula (2)
N in the formula is the uppermost layer. Here Hn(ω) is calculated by the following formula (3).
[ mathematical formula 11]
Formula (3)
In the formula, the first step is that,for the acceleration response of the ground (frequency domain),the acceleration response (frequency domain) of the nth layer.
The 3 rd arithmetic unit 12 applies the transfer function average obtained as described above to the interlayer stiffness spectrum k as a weighting coefficientnPerforming weighted average operation (step 11 of FIG. 5), and outputting the obtained weighted averageStiffness K as the n-th layern。
For example, a weighted averageThe following can be calculated.
The power of 2H (omega) of the average value H (omega) of the transfer function (frequency domain) is set to omegaiAs weighting coefficients, and by the following formulaCalculation of equation (4)
[ mathematical formula 12]
Formula (4)
The obtained weighted averageStiffness K as the n-th layern。
Examples
The following are examples of the present invention.
Fig. 6 is a structural diagram of the interlayer rigidity recognition apparatus 30 of the embodiment. In addition, elements that perform the same function as those in fig. 6 are denoted by the same reference numerals, and detailed description thereof is omitted here.
The interlayer rigidity identifying device 30 is formed by connecting a computing device 40, a memory device 50, an input device 61, an output device 63, and an external data input/output interface 70 together by a central computing device 33.
The arithmetic unit 40 is composed of a general arithmetic circuit, and operates the fourier transform section 2 and the 1 st to 3 rd arithmetic sections 9, 11, 12 by a program stored in the main memory 51.
The memory device 50 is composed of a readable and writable mass storage device (hard disk, etc.); the interval is mainly divided into a main memory 51, a variable memory 52, a mass memory 3, an acceleration response memory 5 and a rigidity spectrum knMemory 55 and cache memory 56.
The main memory 51 stores a control program for controlling the interlayer rigidity recognition apparatus 30 and a program for executing the operation apparatus 40.
The variable memory 52 stores variables (for example, angular frequency ω) required for the operation of the arithmetic unit 40.
Stiffness spectrum knThe memory 55 stores the interlayer stiffness spectrum data of all layers calculated by the 1 st operation unit 9.
The buffer memory 56 stores temporary data necessary for the operation of the arithmetic unit 40 for calculating the transfer function and the average value thereof.
The input section 63 is composed of a keyboard, a pointing device, and the like which are well-known input devices. The necessary instructions and input variable values are issued to the interlayer rigidity recognition means 30.
The output unit 7 is composed of a display and a printer, and outputs various calculation results of the arithmetic operation device 40.
The external data input/output interface 70 is an acceleration sensor A0-NAnd a data transmission interface between the seismograph 80 and the interlayer rigidity recognition apparatus 30. The interactive interface with the telephone line and the internet line is also simultaneously combined.
The interlayer rigidity recognition apparatus 30 will be described below using experimental examples.
The north-south components recorded in the El Centro earthquake of fig. 7 (the same-direction waveforms will be analyzed in the following specification) are used as input seismic waves. The model of the building is shown in fig. 1, and N is taken to be 4. Further, the mass of each floor of the building model is m1＝m2＝m3＝22.0×103kg，m4＝18.0×103And (kg). These values are stored in the quality memory 3.
Actual interlayer stiffness K of the layersnThe definition is as follows:
K1＝38.0×106N/m
K2＝32.0×106N/m
K3＝24.0×106N/m
K4＝20.0×106N/m
from the above values, the natural angular frequency ωnThe calculation is as follows.
ω1＝13.6689rad/sec
ω2＝35.6420rad/sec
ω3＝52.9320rad/sec
ω4＝67.6712rad/sec
And, a damping coefficient CnThe definition is as follows.
C1＝3.0×104N/m/s
C2＝3.5×104N/m/s
C3＝4.0×104N/m/s
C4＝4.5×104N/m/s
The above building analysis model was subjected to time-course analysis (numerical simulation) under the action of seismic waves of fig. 7.
Obtained acceleration sensor A of each layer1～A4The output of (acceleration response (time domain)) is shown in fig. 8.
Acceleration sensor A0～A4Temporarily stored in the cache memory 56; the acceleration response (frequency domain) obtained by the fourier transform performed by the fourier transform unit 2 is stored in the acceleration response memory 5. The acceleration response in the acceleration response memory 5 and the mass in the mass memory 3 thus obtained are read to the 1 st arithmetic unit 9; the calculation of formula (1) can obtain the stiffness spectrum k of each layer as shown in FIG. 9n. The horizontal line in the figure represents a given interlaminar stiffness Kn. As can be seen from FIG. 9, the stiffness spectrum knFlat portion and interlayer stiffness KnThe basic anastomosis is performed. Thus, by outputting the stiffness spectrum knThe operator can roughly know the interlayer stiffness of each layer by visual inspection.
Using acceleration of the layers stored in the acceleration-responsive memory 5In the degree response, the 2 nd arithmetic section 11 calculates the transfer function H of each layer n by running the formula (3)n(ω) and temporarily stored in the cache memory 56. Then, in the 2 nd arithmetic section 11, the average value H (ω) of the transfer function is calculated by the formula (2).
The average value H (ω) is shown in the interlaminar stiffness spectrum k of FIG. 9nThe upper overlap representation is fig. 10. From the results of fig. 10, it can be seen that the average value H (ω) of the transfer function is frequency-dependent, and the maximum value of the average value H (ω) is frequency-dependent on the stiffness spectrum k of each layer nnThe frequencies of the flat portions of (a) are uniform.
The weighted average value is calculated by the formula (4) in the 3 rd calculation unit using the average value H (ω) of the transfer function as a weighting coefficient
The results of the calculations are listed in table 1.
[ Table 1]
The values of the interlaminar stiffness given, K, are given in Table 1nAnd a weighted average obtained by arithmetic operation and an identification error thereof.
As can be seen from Table 1, the weighted averageWith a given value of interlayer stiffness KnSubstantially identical.
In FIG. 11, the transfer function H is shownn(ω) is defined asI.e. the average H (ω) of the ratio of the ground acceleration response (frequency domain) to the acceleration response (frequency domain) of the nth layer.
Fig. 12 shows fig. 11 and 9 superimposed according to frequency.
As can be seen from fig. 10 and 12, the frequency corresponding to the peak of the average H (ω) of the input function coincides with the flat portion of the stiffness spectrum and can be easily determined by visual observation.
Damping coefficient spectrum c of each layernThe (frequency domain) can also be obtained by equation (5) similar to equation (1).
[ mathematical formula 13]
Formula (5)
ω in the formula is the angular frequency, Im () is the imaginary part within the complex () and mjIs the mass of the j-th layer,the acceleration response (frequency domain) of the nth layer.
Damping coefficient spectrum c of the building calculation model in the embodimentnAs shown in fig. 13.
And interlaminar stiffness spectrum knIn contrast, damping coefficient spectrum cnThe corresponding damping coefficient does not exhibit a flat portion.
The weighted average processing is carried out in the same way as the interlayer rigidity spectrum.
Fig. 14 is a structural diagram of the damping coefficient recognition apparatus 100. The same elements as those in fig. 4 are denoted by the same reference numerals and their description is omitted here.
The damping coefficient identification device 100 of fig. 14 includes the output of the 3 rd operation unit 12 of the 4 th operation unit 109 for executing the above formula (5), that is, the spectral weighted average of the damping coefficient obtained by using the transfer function average as the weighting coefficient, as shown in table 2.
[ Table 2]
As is clear from tables 1 and 2, with respect to the characteristics of each floor of the building expressed by the acceleration response (frequency domain), the weighted average value obtained by using the average value H (ω) of the transfer function (frequency domain) of each floor as the weighting coefficient has a highly accurate correspondence relationship with the actual characteristics of each floor.
In addition, the rigidity is more important than the damping coefficient in the damage recognition of the building.
The acceleration response in the example incorporates a random measurement error of plus or minus 3%, and the errors of the interlayer stiffness and damping coefficient corresponding to 100 operations are listed in table 3.
[ Table 3]
In addition, the seismic waves shown in fig. 15 were used for numerical simulation, and errors of the interlayer stiffness and damping coefficient obtained by 100 operations with a random measurement error of plus or minus 3% are listed in table 4.
[ Table 4]
As is clear from the results of tables 3 and 4, the characteristics of each layer can be accurately identified using the identification device in the embodiment of the present invention.
In this example, 2048 frequencies in the frequency domain (horizontal axis) were selected. The computer device uses a commercially available personal computer. The time required for the weighted average calculation of all layers was 1.2 seconds.
Increasing the frequency interval can improve the operation accuracy, and decreasing the frequency interval can improve the operation accuracy. The number of frequencies is preferably between about 1024 and 8192.
The present description will be explained below with reference to an example of partial demolition of a reinforced concrete building.
Fig. 16(a) shows the structure of the steel-concrete building before its partial removal and (B) shows the structure after its partial removal and reinforcement.
The weight of each layer n before and after partial removal is listed in table 5.
[ Table 5]
| Before partial dismantling A [ kN ]] | After partial dismantling B [ kN ]] | A/B | |
| 5F | 17727.4 | - | - |
| 4F | 42535.6 | 6254.3 | 14.70％ |
| 3F | 64625.2 | 25655 | 39.70％ |
| 2F | 87130.9 | 49626.1 | 57.00％ |
| 1F | 110495.9 | 74253.1 | 67.20％ |
An acceleration sensor is installed at a column base of 1 floor of the building, and the acceleration sensor is installed on a column head or a beam side surface of 2 nd to 5 th floors. The rigidity spectrum obtained by the same procedure as in the example is shown in fig. 17. In addition, the results were based on data recorded at 19 points 23 on 3 days 12/2014 when an earthquake occurred. The earthquake focus is located in western department of Aizhi county, the building is located in a famous and ancient city mountain area, and the earthquake magnitude is 2.
Fig. 18 is an average value H (ω) of the transfer functions of the layers. In the same figure (A) is the ground acceleration response (frequency domain) And nth layer acceleration response (frequency domain)The ratio of (A) to (B); (B) is composed ofAndthe 2 nd power of the ratio; (C) is composed ofAnd the ratio is 4 th power (see formulas (2) and (3)).
As can be seen from FIG. 18, in this example, the acceleration response (frequency domain)The larger the power of (c), the more obvious the peak value reflecting the interlayer rigidity.
Fig. 19 is a graph obtained by superimposing fig. 18(C) on fig. 17 showing the rigidity spectrum between layers.
In fig. 17, the flat portion in the stiffness spectrum of the 5 th layer is not obvious, but the flat portion can be found by the superposition of the stiffness spectrum and the transfer function, and the stiffness of the 5 th layer is calculated therefrom.
The application of the present invention is described below with respect to a steel-concrete beacon (Lu island city, arrowcity, prefecture).
This example is calculated based on data recorded in a 6.6-degree earthquake at 6 o' clock 12 on day 13 of 5/2015. In addition, the earthquake magnitude of the area where the lighthouse is located is 2.
Fig. 20 is the acceleration response (time domain) of the nth layer of the steel-concrete lighthouse.
FIG. 21 is the n-th interlayer stiffness spectrum k obtained by Fourier transforming the acceleration response in FIG. 20 and using the formula (1)nAnd the average value H (ω) of the transfer function superimposed thereon. In addition, the quality of the layers was estimated from the design drawing of the lighthouse. Also, in this example, the ground acceleration response (frequency domain) is usedAnd nth layer acceleration response (frequency domain) The ratio to the power of 4.
As is clear from the results of fig. 21, the present invention can be applied to a low-level part of a building such as a lighthouse, which is mainly affected by bending deformation.
In the high-layer portion in which the influence of bending deformation is large, there is almost no flat portion in the stiffness spectrum, but the stiffness thereof can be estimated from the frequency corresponding to the peak of the transfer function average value H (ω). Furthermore, the flexural rigidity can be replaced by the shear rigidity by a general method (for example, D-value method of Wuteng: see Wuteng, antidetonation calculation method, Wang) and the nominal shear rigidity can be calculated.
The invention is not limited to the embodiments described above. Various implementations are also included in the invention that do not depart from the scope of the invention as claimed and that can be readily imagined.
The following are publications.
A method for evaluating the characteristics of a building, comprising the steps of; the method comprises a step of estimating the characteristics of each floor of the building by using the acceleration response (frequency domain), and a step of taking the average value H (omega) of the transfer functions (frequency domain) of each floor as a weighting coefficient to obtain a weighted average value of the characteristics of each floor.
Claims (8)
1. An interlayer rigidity identification method for identifying interlayer rigidity of a building comprises the following steps:
a quality storage step of storing the quality m of each floor of the building in a quality memory of the computer device;
storing building floor acceleration responses in acceleration memory of computer deviceThe acceleration response is an acceleration response in the frequency domain；
The 1 st operation part of the computer device reads the acceleration response of the n-th layerAnd mass mnCalculating the n-th interlayer stiffness spectrum k by the following formula (1)nThe step of the 1 st operation of (1),
formula (1)
In the formula, ω is angular frequency, Re () is the real part in the complex () and mjIs the mass of the j-th layer,is the acceleration response of the nth layer, N represents the uppermost layer,is the acceleration response of the j-th layer.
2. The interlayer stiffness identification method of claim 1, further comprising the steps of:
a 2 nd calculation step of calculating a transfer function average value of the nth layer in a 2 nd calculation section of the computer device;
a 3 rd calculation step of using the stiffness spectrum k as a weighting coefficient for the transfer function average in the 3 rd calculation unit of the computer devicenThe weighted average is calculated and calculated,
the transfer function is a transfer function in the frequency domain.
3. The interlayer stiffness identification method of claim 1, further comprising outputting the nth interlayer stiffness spectrum knAnd (4) an output step.
4. The interlayer rigidity recognition method according to claim 3, whereinStiffness spectrum knAnd (4) overlapping and outputting the average value of the transfer function of each layer, wherein the transfer function is a transfer function in a frequency domain.
5. An interlayer rigidity recognition device for recognizing interlayer rigidity of a building,
the method comprises the following steps: a mass memory, an acceleration memory, and a 1 st arithmetic section,
the mass memory stores the mass m of each layer of the building;
the acceleration memory stores acceleration responses of various floors of the buildingThe acceleration response is a frequency domain acceleration response;
the 1 st operation section reads the nth layer acceleration responseAnd mass mnCalculating the n-th interlayer stiffness spectrum k by the following formula (1)n，
Formula (1)
In the formula, ω is angular frequency, Re () is the real part in the complex () and mjIs the mass of the j-th layer,is the acceleration response of the nth layer, N represents the uppermost layer,is the acceleration response of the j-th layer.
6. The interlayer rigidity identification apparatus according to claim 5,
further comprising: a 2 nd operation section and a 3 rd operation section,
the 2 nd arithmetic section calculates an average value of the transfer function of the nth layer;
the 3 rd operation unit calculates a weighted average of the stiffness spectrum using the transfer function average as a weighting coefficient,
the transfer function is a transfer function in the frequency domain.
7. The interlayer stiffness identifying device of claim 5, further comprising outputting an nth interlayer stiffness spectrum knThe output device of (1).
8. The interlayer stiffness identifying device of claim 7, further comprising a stiffness spectrum knAnd 2 nd output means for outputting the average value of the transfer functions of the respective layers, the transfer functions being transfer functions in the frequency domain.
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| JP2014134436A (en) * | 2013-01-09 | 2014-07-24 | Ntt Facilities Inc | Building safety verification system and building safety verification method |
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