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    • 专利摘要:
    Method for the determination of the modal parameters of a structure both in the construction and exploitation phase, which comprises the steps of: - install and configure a position measurement equipment in the structure; - obtain a set of observations with the positioning measurement equipment: 2n 1 positionings in a point of the structure and in at least one of the three spatial coordinates, n being an integer and greater or same as 7; - given the 2n 1 positionings, select the coordinate or coordinates on which you want to perform the analysis; - obtain the block of observations of positions; - from the block of observations of positions, obtain the block of displacement observations; - for each displacement value of the displacement observation block, apply the fourier transform; - extract the modal parameters of interest; - compare the results obtained with those calculated theoretically by the designer. (Machine-translation by Google Translate, not legally binding)
    公开号:ES2653651A1
    申请号:ES201700442
    申请日:2017-03-29
    公开日:2018-02-08
    发明作者:Julio Manuel DE LUIS RUIZ；Raúl PEREDA GARCIA；Felipe PIÑA GARCIA；Elena CASTILLO LÓPEZ；Rubén PÉREZ ÁLVAREZ；Raúl HUSILLOS RODRIGUEZ；Pedro Manuel SIERRA GARCIA；Alejandro Castillo Linares
    申请人:Universidad de Cantabria；
    IPC主号:
    专利说明:

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    METHOD FOR THE DETERMINATION OF REAL MODAL PARAMETERS OF A STRUCTURE
    FIELD OF THE INVENTION
    The present invention is included in the field of civil and geomatic engineering, and more specifically in the identification of modal parameters (modal forms, natural frequencies and damping) - parameters that are intrinsic to the structure itself - for obtaining of information on a structure, both in the construction and exploitation phase, beyond that provided by a simple static load test, based only on observations on it with equipment configured to measure positioning at reduced time intervals (equal or less than one second) and constants, performing the spectral analysis of these observations for the identification of modal parameters through the Discrete Fourier Transform (DFT) using the mathematical algorithm called Fourier Transform (FT) or Fast Fourier Transform ( FFT)
    BACKGROUND OF THE INVENTION
    At present, civil engineering is at the service of society through the development of infrastructures that generally have their mainstay in the structures themselves. In this sense, the viaducts are becoming longer, taller and more slender [1]. These structures are designed and constructed so that they are durable, immovable, non-deformable, resistant and also aesthetic, guaranteeing at all times the safety of the user and the useful life for which they are designed.
    Both in the construction and operation phase of a conventional structure, it is characterized by an elastic assembly that deforms against an external request (wind, ground thrust, etc.) or interior
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    (motivated by thermal actions, retraction phenomena, etc.), transmitting to the constructed model some stresses and stresses that must be able to resist within the pre-established safety limits [2]. Thus, given that tension and deformation are related, knowledge of the deformations through the measurement of displacements serves as a source of essential information to control the resistance of the whole, as well as for the decision-making process before previously unexpected behaviors [ 3]. Therefore, it can be said that the purpose of geometric controls is the knowledge of the hypothetical displacement that a series of solidarity points can undergo to the structure that is intended to be controlled, so that if the movements at those points are evaluated, it can be generalized that the structure has also suffered that movement. These displacements can be determined by various instruments and methods [4]: accelerometers, surveying stations, levels, Global Positioning Systems [5], etc.
    The geometric control of structures has different connotations depending on the nature of the loads to which the structure is subjected, the moment or moments at which the controls are carried out and the object thereof. In this way, the following situations can be distinguished:
    If the nature of the loads to which the structure is subjected is analyzed, the control can be static or dynamic. In the static case, the loads to which the structure is subjected are constant in space and time, while in the dynamic case the loads are variable in space and time.
    If the moment or moments in which the control is carried out is analyzed, two stages can be considered. During the construction phase, which in the case of an evolutionary structure, its structural characteristics will vary, or once the construction is finished, in which case it is considered that the structure is in the “exploitation” phase, and therefore not It has structural variations except severe external actions.
    If the object of a control is analyzed, it can pursue to determine
    simply displacements or also accelerations. The latter allow to establish modal forms from their corresponding spectral analysis.
    At present, geometric controls are carried out in evolutionary structures during the construction phase in which it is controlled that the geometry of the constructed structure coincides with that projected, by determining locations and displacements of notable points of the structure itself made with Topographic Stations and Global Positioning Systems.
    At the end of the construction and prior to the exploitation phase, it is mandatory to carry out a series of geometric controls, called Load Tests, which seek to guarantee the proper structural operation before putting the structure itself into service. If the structure has openings with lights less than 60 meters, the legal framework establishes that it is mandatory that the load test has to be at least in the Static Field (static loads and determination of displacements, usually determined with topographic level, station topographic, GPS) and if the lights are greater than 60 meters, it also has to be in the Dynamic Field (loads in motion and determination of vibrations usually with accelerometers), in order to establish the fundamental frequencies and vibration modes of the structure.
    From all of the above it follows that the modal analysis of a structure is currently only carried out once the structure is finished and before putting it into service, during what is usually called a dynamic load test, and that the instruments used are the accelerometer, with which the modal parameters of the structure are obtained from their observations. This instrument is of an excessively specific use, which motivates it not to be used conventionally during the construction or evolutionary phase, with the consequent loss of information about the structure throughout this important phase of it.
    There are currently many studies of vibration measurements carried out
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    with accelerometers [6] performed at the beginning of the operation phase of the structure (dynamic load test), and some, although very few with GPS [7], [8], carried out in the same phase but for static load tests in which vertical displacement is pursued exclusively and without performing its spectral analysis.
    During the construction phase, the structures generally have a monitoring in which GPS equipment is available, although only to perform routine and static geometric controls in which the technique is very consolidated [9]. These procedures to carry out geometric controls with GPS have had a great evolution due to the investigations that have been emerging in recent years, data processing with filters [10], low-cost GPS
    [11], determination of small-scale mean amplitude [12], Chebyshev filter [13], Kalman filter [14]. However, in this phase, the dynamic control of the structure is not carried out, since the current legal framework of the construction does not require it, being mandatory only in certain structures as specified and only once the construction of the construction is finished. the same and during its perceptual load test.
    The technique that allows establishing the state of a structure based on vibrometric data is called "Structural Health Monitoring" (SHM) [15]. This technique is based on the fact that a structure continuously vibrates according to known frequencies and modal forms, which can also be measured.
    The object of the vibrometry is the modal characterization of the structure, since in the case that the structure is affected in some way by structural damage, its modal parameters will be affected with respect to those initially planned. That is to say, this variability allows to identify, quantify and locate the possible damage from the vibrometric data taken over time in the structure under study. In addition, vibrometric analysis has the advantage on the one hand of being a method that allows the entire structure to be inspected globally and that of being a
    non destructive technique.
    Vibrometric methods can be divided into:
    - Experimental Modal Analysis (EMA): this technique is based on producing a known vibration through an impact (dynamic load test), to subsequently measure the response that, properly treated by algorithms either in the time domain or in the domain of the frequency, is characterized modally. This method has historically not been applied during the construction of bridges due to the difficulty of producing the described vibration so that all its modes can be activated.
    - Operational Modal Analysis (OMA): This technique is based on a structure that vibrates naturally, due to effects such as wind, traffic, etc. according to known and unique frequencies and modal forms [16]. These can be determined without having to artificially excite the structure, and is based solely on measurements at different points of the structure. By processing the data obtained through the appropriate algorithms, this information is converted into relevant indicators with information on foreseeable damage contexts, as well as their evolution and importance.
    Both techniques are characterized because they can be performed in the frequency domain or in the time domain [17]. Those that develop in the frequency domain, start from the data collection of the signal over time and transform it into the frequency domain. In this field two techniques can be distinguished mainly, the first Frequency Domain Decomposition (FDD) that is based on decomposing the singular values at the peaks of the frequency spectra, and the second Polyreference Least Squares Complex Frequency Domain Method (p-LSCF) It provides clearing stabilization diagrams. On the other hand, in the time domain, a distinction is made between the technique of iteration by stochastic subspaces conducted by the time series of the covariance of the records taken Covariance-driven Stochastic Subspace Identification (SSI-VOC) and the technique of iteration by stochastic subspaces conducted for the series
    Temporary data (SSI-DATA).
    Therefore, a structure, especially if it is very flexible, usually has a fundamental frequency, a frequency that differs greatly from the rest. This frequency, and therefore the period, basically depends on the inertia, that is, on the rigidity of the structure, and on the mass thereof. In this way, through frequency, checks can be made involving the mass and stiffness. Just as a static load test only checks the stiffness and in particular only the stiffness of the part of the structure that is influenced by that displacement (for example, if you have a structure with four spans, and the load is in the second span, what it contributes is only the stiffness of that span), when a vibrometric study is carried out, it integrates the entire structure.
    In the vibration of a structure it is very important to keep in mind that the period is intrinsic to it and that regardless of the amplitude, the period is always constant. The damping of the structure will reduce the amplitude, but the period will remain unchanged, hence the power to have data about the period of the structure.
    From the previous paragraphs, it can be concluded that in a structure each frequency has a modal form associated, with which a change in modal parameters
    is indicating a change in the response of the structure, as is function /
    they will have had to vary, or the stiffness or the mass or the boundary conditions, justifying the fact that by measuring in a few points of the structure, the overall behavior of the structure can be known and not of an element isolated from it.
    During the construction of an evolutionary structure, that is, a structure that is being built in phases, phases in which the flexibility is usually high, it is considered very interesting to calculate or check the period of vibration with respect to the theoretical, since it would have a history of all these phases and therefore it would have
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    characterized the goodness of the model and its correct execution, so that if at any time there is a difference between the period of theoretical and real vibration, it can be known in real time that there is an anomaly during construction, for example, a section with execution error, a poorly executed weld, an excess of concrete in the slab, etc., that is to say a high degree of control during execution.
    In the same way it occurs in the structure in its exploitation phase, the continuous observations on it lead to real-time knowledge of its modal parameters and therefore the comparison with theorists, so that any alteration in them leads to immediate knowledge. of any damage on the structure, for example, the breakage of a brace, the damage on a prestress, an accident on it, etc.
    REFERENCES
    [1] Yi et al. “Full-scale measurements of dynamic response of suspension bridge submitted to environmental loads using GPS technology” (2010) Science China Technological Sciences, 53 (2), pp. 469-479.
    [2] Qian et al, “Monitoring the bridge's health status by gps and surveying robot” (2011) Communications in Computer and Information Science, 86 CCIS, pp. 192-198.
    [3] Ogundipe et al, “GPS monitoring of a Steel box girder viaduct” (2014) Structure and Infrastructure Engineering, 10 (1), pp. 25-40.
    [4] Wu and Casciati, “Local positioning systems versus structural monitoring: A review” (2014) Structural Control and Health Monitoring, 21 (9), pp. 1209-1221.
    [5] Roberts et al, “Deflection and frequency monitoring of the Forth Road Bridge, Scotland, by GPS” (2012) Proceedings of the Institution of Civil Engineers: Bridge Engineering, 165 (2), pp. 105-123.
    [6] Pereira et al, “Port Infrastructure Control (Madeira Island, Portugal) through a Hybrid Monitoring System (GNSS and Accelerometers)” (2015) Marine
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    Georesources and Geotechnology, 13 p. Article in Press
    [7] Yigit, C.O. “Experimental assessment of post-processed kinematic Precise Point Positioning method for structural health monitoring” (2016) Geomatics, Natural Hazards and Risk, 7 (1), pp. 360-383.
    [8] Lepadatu and Tiberius, 2014 “GPS for structural health monitoring - Case study on the Basarab overpass cable-stayed bridge” (2014) Journal of Applied Geodesy, 8 (1), pp. 65-85.
    [9] Miao et al, "Damage alarming of long-span suspension bridge based on GPS-RTK monitoring" (2015) Journal of Central South University, 22 (7), pp. 2800-2808.
    [10] Elnabwy et al, "Talkha Steel highway bridge monitoring and movement identification using RTK-GPS technique" (2013) Measurement: Journal of the International Measurement Confederation, 46 (10), pp. 4282-4292.
    [11] Jo et al, “Feasibility of displacement monitoring using low-cost GPS receivers” (2013) Structural Control and Health Monitoring, 20 (9), pp. 1240-1254.
    [12] Psimoulis and Stiros, “A supervised leaming computer-based algorithm to derive the amplitude of oscillations of structures using noisy GPS and Robotic Theodolites (RTS) records” (2012) Computers and Structures, 92-93, pp. 337-348.
    [13] Moschas and Stiros, “Measurement of the dynamic displacements and of the modal frequencies of a short-span pedestrian bridge using GPS and an accelerometer” (2011) Engineering Structures, 33 (1), pp. 10-17
    [14] Dai et all, “Integration of GPS and accelerometer for high building vibration monitoring” (2011) Zhendong yu Chongji / Joumal of Vibration and Shock, 30 (7), pp. 223-226 + 249.
    [15] Wang et al, “Full-scale measurements and system identification on Sutong cable-stayed bridge during typhoon Fung-Wong” (2014) Scientifíc World Journal, 2014, art. no. 936832.
    [16] Yi et al, “Recent research and applications of GPS-based monitoring technology for high-rise structures” (2013) Structural Control and Health Monitoring, 20 (5), pp. 649-670.
    [17] Moschas and Stiros, “Dynamic deflections of a stifffootbridge using 100-Hz GNSS and accelerometer data” (2015) Journal of Surveying
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    Engineering, 141 (4), art. no. 04015003.
    DESCRIPTION OF THE INVENTION
    The present invention tries to solve the aforementioned drawbacks by means of a method for the determination of the real modal parameters of a structure both in construction and exploitation phase, based on observations on it with equipment configured to measure positioning, comprising the stages of:
    - install in the structure at least one position measurement equipment in solidarity with the point of the structure that is intended to be controlled, said equipment being configured to measure positions in constant time intervals equal to or less than one second, such that each equipment Positioning measurement monitors a single point;
    - configure the positioning measurement equipment, with the aim of making observations with a constant recording interval;
    - obtain a set of observations with the positioning measurement equipment: 2n + l positions at one point of the structure and at least one of the three spatial coordinates X, Y, Z with a determined constant recording interval, where n is a integer and greater than or equal to 7;
    - Given the 2n + l positions for each at least one spatial coordinate of the set of observations, select the coordinate or coordinates on which you want to perform the analysis;
    - obtain the block of observations of positions, consisting of a homogeneous section of the set of observations, and which is formed by 2k + l positions for each component or selected components, where k is an integer, greater than or equal to 7 and less than or equal that n;
    - from the position observation block, obtain the movement observation block, resulting from calculating the difference between two consecutive positions of the position observation block, such block
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    of displacement observations consists of 2k values for each component or selected components;
    - for each displacement value of the displacement observation block, apply the Fourier Transform, obtaining for each displacement value a complex number, as well as its module and its amplitude;
    - extract the modal parameters of interest from the values of complex numbers, module and amplitude;
    - determined the main modal parameters of the structure, contrast the results obtained with those calculated theoretically by the designer, in order to know the real behavior of the structure against the theoretical one;
    such that depending on the type of test to which the structure is desired, it may be convenient to carry out new tests from the stage of obtaining a set of observations.
    In one possible embodiment, at least two GPS positioning measurement equipment is installed.
    In a possible embodiment, 2n + 1 positions are obtained in each of the three spatial coordinates X, Y, Z.
    In a possible embodiment, the set of observations of 2n + l positions taken with constant time intervals, is plotted in a Cartesian diagram dimension (m) - time (sec), obtaining the time series diagram, such that said diagram It is configured to analyze a priori and in a shallow way the geometry of the positioning and the analysis of its continuity for its correct division by homogeneous sections of analysis.
    Preferably, for each displacement value of the displacement observation block, the Fast Fourier Transform algorithm is applied.
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    In a possible embodiment, the amplitude-frequency data set is plotted in an amplitude-frequency diagram of the observed data.
    In a possible embodiment, the modal parameters of interest are the vibration frequencies, and from these, the fundamental frequencies of the structure are obtained, the fundamental frequency being the one with the greatest amplitude.
    BRIEF DESCRIPTION OF THE FIGURES
    In order to help a better understanding of the characteristics of the invention, in accordance with a preferred example of practical realization thereof, and to complement this description, a set of drawings is attached as an integral part thereof, whose character is Illustrative and not limiting. In these drawings:
    Figure 1 shows a flow chart of the general process for carrying out the methodology of the invention.
    Figure 2 shows the flowchart that schematizes the operations implicit in the data processing.
    Figure 3 shows the expected periodic or vibration movement of the proposed example.
    Figure 4 shows a frequency-amplitude diagram in which it can be seen how the fundamental vibration frequency is manifested above the rest of the vibration frequencies.
    DETAILED DESCRIPTION OF THE INVENTION
    In this text, the term "comprises" and its variants should not be understood in a sense exclude me, that is, these terms are not intended to exclude other technical characteristics, additives, components or steps.
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    In addition, the terms "approximately", "substantially", "around", "ones", etc. they should be understood as indicating values close to which these terms accompany, since due to calculation or measurement errors, it is impossible to achieve those values with total accuracy.
    In addition, it is understood by evolutionary structure, that structure that is constructed in phases, and therefore suffers variations in its structural characteristics until it has just been built.
    In addition, the structure in operation is understood as the structure whose construction has already been completed, and which therefore has a very similar structural behavior until the end of its useful life, unless it has structural damage.
    In addition, in the context of the present invention it is understood by test, to carry out at least steps 3, 4 and 5 of the method of the invention: the measurement of displacements in a structure, and the realization, from the same , of a spectral analysis that contrasts its modal parameters with the theoretical ones, regardless of the phase in which the structure, construction or exploitation is found.
    In addition, in the context of the present invention it is understood as a set of observations, to obtain, with a positioning measuring device, 2n + l positions at one point of the structure and at least one of the three coordinates, preferably in the three coordinates X, Y, Z, where n is an integer and greater than or equal to 7.
    In addition, in the context of the present invention, block of position observations is understood as a homogeneous section of the set of observations, and which is formed by 2k + l positions in at least one of the three coordinates, where k is an integer and greater than or equal to 7.
    Furthermore, in the context of the present invention, the block of displacement observations is understood as the block resulting from calculating the difference between two consecutive positions of the position observation block, such that a spectral analysis is performed on said block of displacement observations. and is 5 formed by 2k values in at least one of the three coordinates
    In addition, a load test is understood as a mandatory test to which a structure is submitted, which may consist of one or more tests, once the construction of the structure is completed and before commissioning. In particular, a static load test 10 is a load test in which the test set is carried out with loads
    static and whose main function is to determine the displacement of a series of notable points of the structure in each trial. In addition, and specifically, a dynamic load test is a load test in which the set of tests are carried out with dynamic loads and whose main function is to determine the modal parameters of the same. In dynamic load tests, accelerations are usually measured and at
    From these, the modal parameters of the structure are obtained, however, what is intended with this method is to obtain said modal parameters from the measurement of displacements, not accelerations.
    The characteristics of the method of the invention, as well as the advantages derived from the
    they may be better understood with the following description, made with reference to the drawings listed above.
    The following preferred embodiments are provided by way of illustration, and are not intended to be limiting of the present invention. In addition, the present invention
    It covers all possible combinations of particular and preferred embodiments indicated herein. For those skilled in the art, other objects, advantages and features of the invention will be derived partly from the description and partly from the practice of the invention.
    The method for determining the parameters is described below.
    real manners of a structure both in the construction and exploitation phase, based on observations on it with equipment configured to measure positions in reduced time intervals (equal to or less than one second) and constant, such as Global Positioning equipment , 5 through its spectral analysis through the Discrete Fourier Transform (DFT)
    using the mathematical algorithm called Fourier Transform (FT) or preferably using the mathematical algorithm called Fast Fourier Transform (FFT), as well as the conditions under which it has to be developed.
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    Figure 1 shows a flow chart of the general process for carrying out the methodology of the proposed invention, where the following steps of the method can be distinguished: 1) instrument installation, 2) instrument configuration,
    3) obtaining the set of observations, 4) data processing and 5) contrast 15 results.
    1) In the first place, the method of the invention proceeds to the installation in structure of at least one positioning measuring equipment, configured to measure positions in reduced time intervals (equal to or less than 20 seconds) and constant, such that each positioning measurement equipment
    monitor a single point.
    In a possible embodiment, a single Global Positioning equipment is installed, preferably a GPS. Although only positions are determined at the 2 5 point that the equipment is located, the subsequent determination of modal parameters
    It is extrapolated to the rest of the structure and this is another of the great potentials of the proposed invention: the fact that by measuring at one point the modal parameters of the whole structure can be established, such as vibration frequencies (for example Vibration of a structure is very important to keep in mind that the 30 period is intrinsic to it, regardless of the amplitude).
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    Preferably, it is recommended to use at least two Global Positioning equipment, to be able to verify the results that have been obtained, because, although they are located in different points of the structure, the same results must be obtained.
    The installation of said equipment must be carried out in solidarity with the point of the structure that is intended to be controlled, so that the positioning measurement equipment suffers the same displacements as the structure. This is generally done by any of the forced centering mechanisms that are usually used in topography. Although the measurement point within the structure can be any, it is recommended that it be a notable point as far as movement is concerned, that is to say a vain center, the launching point of a beam, etc.
    2) Next, the method of the invention requires configuring the positioning measurement equipment, in order to make observations with a constant recording interval. Said recording interval depends fundamentally on the expected modal parameters (for example, the vibration frequency) and these are usually known a priori, since the structure designer usually calculates it when designing the structure and / or the test. Therefore, the instruments must be configured with the appropriate recording interval to the expected modal parameters, with an order of magnitude appropriate for the recording interval a second or less. In a possible embodiment, the recording interval is 0.05 seconds, which allows to determine frequencies below 10 Hz.
    3) Next, 2n + 1 positions at one point of the structure and at least one of the three spatial coordinates X, Y, Z (preferably in the three coordinates) must be obtained with the position measuring equipment a certain constant recording interval, where n is an integer and greater than or equal to 7 (set of observations).
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    That is, for each at least one coordinate one must obtain at least 128 + 1 positions, and more preferably 512 + 1 positions or a higher multiple. In the latter case (512 + 1 positions), with a recording interval of 0.05 seconds, each block of observations should last at least 26 seconds ((512 + 1) x 0.05), although it is recommended to observe 30 consecutive seconds of so that later observations can be discarded at the beginning or end of it, since the observations must be consecutive.
    It should be noted that a local Reference System is usually established in which the X axis is usually made to coincide with the planimetric and longitudinal direction of the structure, the axis of the Y coordinate with the planimetric and transverse direction and the axis of the Z coordinate with the altimetric or heights direction. Each positioning preferably generates a spatial position X, Y, Z, so that the modal analysis can be done in any of the three components, one or the other predominant depending on the structural typology.
    4) Once the observations have been made, the processing of the observables is required, which can be done in real time if the work has the appropriate monitoring mechanisms to be able to carry out the automatic data dump of the equipment (generally installed in large works). If such equipment is not available, the data processing must be done in a cabinet, where having the data dump elements is much simpler (generally in smaller works). In any case, a person skilled in the art will understand that the dump of the data is outside the present invention.
    The objective of data processing is to obtain the modal parameters of the structure, which is carried out identically for any test. The processing is carried out through a spectral analysis of the discrete records obtained, and consists of:
    - Given the 2n + l positions of the set of observations for each
    spatial coordinate, the component or components on which
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    it is desired to perform the analysis X, Y, Z (it is recommended that the three components be matched with the transverse, longitudinal and altimetric direction of the structure). Preferably, the set of observations of 2n + l positions taken with constant intervals of time, is plotted in a Cartesian diagram dimension (m) - time (sec), obtaining the time series diagram. This diagram, although not essential for processing, allows a priori and shallow analysis of the geometry of the positions and the analysis of the continuity of the same for its correct division by homogeneous sections of analysis (block of observations of positions). That is, the position observation block is then obtained, consisting of a homogeneous section of the set of observations, and which consists of 2k + l positions for each component or selected components, where k is an integer, greater than or equal to 7 and less than or equal to n.
    - From the block of observations of positions, the block of observations of displacements is obtained, resulting from calculating the difference between two consecutive positions of the block of observations of positions, such said block of observations of displacements is formed by 2k values for each component or selected components.
    - Next, for each displacement value of the displacement observation block, the Fourier Transform (FT) algorithm or, more preferably, the Fast Fourier Transform (FFT) algorithm is applied, obtaining for each value of displacement a complex number (considering each value and the set of the previous values) that allows to determine both its amplitude and its module. By passing the data from the time domain to the frequency domain, an amplitude-frequency data set is obtained. Preferably, this set of data is plotted in a diagram equivalent to the one described above, amplitude - frequency of the observed data.
    - Next, the modal parameters of interest are extracted from the analysis of these data (or graphic, if applicable). For example, in a particular case, from
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    The vibration frequencies are extracted from each module and amplitude value, and from these, the fundamental frequencies of the structure, the fundamental frequency being the one with the greatest amplitude. The flowchart that schematizes the operations implicit in the data processing can be seen in Figure 2.
    5) Once the main modal parameters (such as vibration frequencies) of the structure have been determined, the last stage of the method involves comparing the results obtained with ios calculated theoretically by the designer. This contrast allows to know the real behavior of the structure against the theoretical one, calculated generally by means of a finite element model. This work is usually the responsibility of the load test planner or of the structure and determines whether the structure responds appropriately or not. As indicative data it can be said that the maximum acceptable value between the real and the theoretical frequency must not exceed 10%.
    The number of tests (repetition of stages 3, 4 and 5) to be performed depends on the type of test to which the structure is to be subjected. As described above, there are basically two possibilities:
    - If it is desired to carry out an AOM (especially indicated for evolutionary structures under construction and therefore very flexible), given that there is no pre-established standard, the sets of observations to be made (for example, 30 seconds long) they are carried out from time to time, and always in each phase of differentiated construction and with the stabilized structure, that is to say without external elements that alter the modal forms corresponding to phase i at the time of measurement, for example the entry of a truck or a crane, the movement of heavy elements, concretes ..., which alter in that period of time the structure's own frequency. That is, it is advisable to make sets of observations every time a severe constructive operation is carried out or there is a notable incident in the structure itself and, in any case, provided that the structure is stabilized after the action. It should be noted that of each
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    set of observations can subsequently obtain modal parameters (such as fundamental frequencies), which, in turn, will allow monitoring or control of the construction process of the structure, as well as its history of frequencies.
    - If you want to carry out an EMA (especially indicated for structures that are not very flexible in operation, as well as in the so-called load tests), the tests to be carried out are carried out following the prescriptions described by the calculator for each of the tests that include the load test. In this case it is recommended to make a set of observations that entails a period of not less than 30 seconds of observation before introducing the moving load, another during the movement of the load and one last once the load has been removed from the structure and has stabilized.
    In short, the method of the invention carries out dynamic geometric controls in structures, with positioning measurement equipment capable of measuring positions in reduced time intervals (equal to or less than one second) and constant, for example GPS, by monitoring Continuous and its subsequent obtaining the modal parameters of the same, in order to contrast the goodness of the model as well as the real-time detection of any problem that may arise during the construction or operation phase of the structure (e.g. Behavior or detection of possible damages in the same before natural disasters, accidents on the same, ...), with the possibility of knowing the state of the structure and being able to act in real time before these possible alterations. In addition, it allows for a history of the structure itself in terms of its actual structural behavior. All this, and preferably, with the additional advantage of performing it with an instrument that is usually used in ordinary geometric control, such as GPS equipment, which therefore does not make the process more expensive, constituting an operation that is currently not performed: dynamic checks on a structure both in the construction phase and in the exploitation phase, carried out systematically with GPS instruments and therefore to
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    twenty
    25
    30
    from the real vibrometric data, providing complete information on the dynamic behavior of the structure, identifying its modal parameters (modal forms, natural frequencies and damping).
    The proposed methodology involves using positioning measurement equipment and not other topographic instruments because its precision and ability to record with constant time intervals, allows to perform a spectral analysis of these discrete records obtained [time-component spatial binomial (X, Y or Z)] through the Discrete Fourier Transform (DFT) preferably using the mathematical algorithm called Fast Fourier Transform (FFT).
    The method of the invention has the following strengths:
    This type of controls can be carried out during construction because the great flexibility of the structure, related to low frequencies (high periods), makes it possible to measure displacements where speeds and accelerations have almost always been measured. Thus, having these observables in the construction phase allows the sections to be checked in extreme situations. They also provide a greater guarantee of safety and structural quality, at no additional cost, since the instruments used can be incorporated into the topographic activities to be developed during the construction of the structure itself.
    The proposed method opens a new field in operational modal analyzes, because the analysis of the entire structure can be carried out without specific instruments such as accelerometers and others. In this type of work, accelerations have traditionally been measured at known points of the structure over a known time. This new development proposes to measure displacements compared to traditional accelerations. In addition, the proposed method is not considered destructive and therefore is totally harmless to the structure. When taking advantage of the environmental loads (wind ...) you should not incorporate
    no external exciter element, which would increase the cost of the operation and could overload the structure.
    Obtaining dynamic data in the time domain, that is, starting from the 5 obtaining displacement data, has advantages over the form
    traditional to do it, by measuring accelerations. A priori, the necessary double integration from the accelerations is avoided, achieving more precision, avoiding work with accelerometers. In addition, monitoring is carried out continuously and the information can be processed in real time.
    10
    The proposed methodology makes it possible to check each of the segments or phases of the structure as it is executed and therefore the degree of goodness of them is known. Being able to know and verify, as an evolutionary structure, in each of the phases the period of vibration with respect to the theoretical one, you have a history of all the construction phases and
    therefore, the goodness of the model and the correct execution of all these constructive phases is characterized, so that if at any time there is a difference between the period of theoretical and real vibration, it is known in real time that there is some anomaly during construction, for example, a section with an execution error, a poorly executed weld, an excess of concrete
    in the slab, etc., that is to say, there is a high degree of control during execution.
    The measurements made with environmental loads (OMA), do not need to introduce forced vibrations. Therefore, it is essential to know that in this way 25 can be measured at any time and not be conditioned to the execution of the
    external action, which occasionally could even cause some kind of damage to it.
    The results shown fully validate the method of the invention, which is equivalent to performing a dynamic test of each of the segments or phases of the invention.
    structure, without more data or more cost than those derived from the use of equipment
    5
    10
    fifteen
    twenty
    25
    30
    Positioning measurement. Also allowing simultaneous determination of the geometric and static control of the structure without having to resort to a Topographic Station and Accelerometer, but obtaining the additional information necessary to carry out the OMA (or the EMA where appropriate). This could also avoid the costs of having to carry out the dynamic load tests at the end of the work, since it is done during the construction phase, with the same instruments with which the geometric control is carried out.
    In summary, the importance of real-time knowledge of the modal parameters of a structure either in its construction phase or in the exploitation phase gives an important and fundamental added value to the overall construction quality of the structure, as well as its real state during its useful life, acquiring this aspect more interest and relevance if it can be done exclusively from observation of positions with global positioning systems such as GPS.
    EXAMPLE
    An example of the invention is presented below as a practical case for the determination of the fundamental frequency in a viaduct whose construction process is carried out by the technique known as cantilever advance by means of segments, and in which an OMA has been carried out. Although it is a particular case of the proposed invention, the method does not lose generality with the foregoing, even with the peculiarities of the proposed example. It should be noted that the expected periodic movement or vibration is the one that can be seen in Figure 3.
    1) First of all, the method of the invention proceeds to the installation in the structure of a GPS receiver in the carriage of advance of the dovela, as can be seen in Figure 3. Said GPS receiver is placed on a system of forced centering and solidarity with the beam, and therefore with the structure.
    2) Next, the method of the invention requires configuring the GPS receiver, in order to make observations with a constant recording interval. Said recording interval depends fundamentally on the expected vibration frequency, and in view of the expected frequencies the GPS receiver is configured to record positions every second. In this sense, a recording interval close to the established limit is selected in this example, in order to justify said limit and remembering that current equipment allows data to be recorded even at 0.05 seconds.
    3) Next, 1024 + 1 positions are obtained for each of the three spatial coordinates X, Y, Z with the GPS receiver during the launch process.
    4) Once the observations have been made, the processing of the observables is required:
    - Given the 1024 + 1 positions of the set of observations for each spatial coordinate, the component on which the analysis is to be selected is selected, in this example the Z dimension measured by the GPS at each instant of the hoist's lifting in the launch tip. These 1024 + 1 positions of the Z coordinate are plotted in a Cartesian diagram dimension (m) - time (sec), obtaining the time series diagram.
    The sampling frequency is given by the formula:
    D
    fs = - = 1 data I second
    Where:
    D: number of total data observed (1024 + 1) t: time in seconds of reading (seconds)
    The block of position observations is then obtained, consisting of a homogeneous section (most representative fragment) of the
    set of observations of the Z coordinate, and consisting of 128 + 1 positions
    - From the block of observations of positions, the block of observations of displacements is obtained, resulting from calculating the difference between
    5 two consecutive positions of the position observation block, such
    said block of displacement observations consists of 128 values of the Z component.
    - Next, for each offset value of the block of
    10 observations of displacements, the Transform algorithm is applied
    Fast Fourier (FFT), obtaining for each offset value a complex number associated with each dimension of the board obtained in the observation. Table 1 shows the values resulting from applying the FFT to 6 offset values included in the total set of 128 values.
    fifteen
    Offset | ______________ Fourier Transformed
     -0.005554688  0.687211698542176 + 0.17633980507959Í
     0.018445312  0.306628690746075 + 0.341121800460852Í
     0,020445312  -2,02073773401911E-002-0,872274072107332Í
     0,020445312  -1,06700640474259 + 0.783382596109652Í
     0,012445312  -2,64916838739672E-003 + 0,170833987202914i
     -0.001554688  0.906345124207238 + 0.52648328668780 li
     -0.012554688  -0,305849618439517-1,87803717621681i
    Table 1
    From this complex number, its amplitude and its module are determined. Table 2 shows the module values of the complex numbers obtained from the data in table 1.
    twenty
    Module
    0.002771389
    0.00179171
    0.003408235
    0.005170717
    0.0006674
    0.004094388 "
    0.00743273
    Table 2
    5 Then, from the analysis of these data, the frequencies of
    vibration, and from these, the fundamental frequencies of the structure, the fundamental frequency being the one with the greatest amplitude. The vibration frequency is given by the formula:
    10 n * fs / sa
    Where n represents the time, that is, the number of positions until it reaches the one that gives rise to the vibration mode being studied and corresponding to the previous n values, and sa is the number of data, in this case being 15 equal to 128. Table 3 shows the vibration frequency values.
    obtained from the data in tables 1 and 2.
    Frequency
    0.01171875
    0.013671875
    0.015625
    0.017578125
    0,01953125
    0.021484375
    0.0234375
    Table 3
    twenty
    The following table shows the results obtained for the first 25 values, of the 128 considered, given that the rest of the results do not provide more information since the fundamental frequency of vibration is included in this first group.
    FOURIER ANALYSIS FOR DISCRETE DATA SERIES
    Series data number: 128
    Arithmetic mean of the series: 84,139
    Date: 9/27/14
     Weather  Period Series Offset Transformed Fourier Frequency Module Period
     0  10:48:41 84,1341 -0,004 0 0.000 0.000 
     one  10:48:42 84.1531 0.015 0.121277+ 1.056599Í 0.008 1,064 128,000
     2  10:48:42 84.1531 0.015 0.415996 + 0.375282Í 0.016 0.560 64,000
     3  10:48:44 84,1891 0.051 -0.235241 + 0.29589I 0.023 0.373 42.667
     4  10:48:45 84,1901 0.052 0.640416 + 0.256976Í 0.031 0.690 32,000
     5  10:48:46 84.1831 0.045 0.005160-0.023886Í 0.039 0.024 25.600
     6  10:48:47 84,1691 0.031 0.559155-0.050044Í 0.047 0.561 21.333
     7  10:48:48 84,1451 0.007 0.483878-0.326074Í 0.055 0.583 18.286
     8  10:48:49 84,1161 -0,022 0,080813-0,205169Í 0,063 0,221 16,000
     9  10:48:50 84,0651 -0,073 0.463435-0.2720831 0.070 0.537 14.222
     10  10:48:52 84,0501 -0,088 0.008664-0.0565521 0.078 0.057 12,800
     eleven  10:48:53 84.0521 -0.086 -2.194549-0.644718i 0.086 2.287 11.636
     12  10:48:54 84.0661 -0.072 -0.298321 + 0.13722I 0.094 0.329 10.667
     13  10:48:55 84.0841 -0.054 -0.090027-0.0099401 0.102 0.091 9.846
     14  10:48:56 84,1101 -0,028 -0,032487-0,0294531 0.109 0.044 9.143
     fifteen  10:48:57 84,1361 -0,002 -0,155647 + 0,06855 li 0,117 0,170 8,533
     16  10:48:58 84,1561 0.018 -0.039355 + 0.056213i 0.125 0.069 8,000
     17  10:48:59 84,1651 0.027 0.003404-0.063435Í 0.133 0.064 7.529
     18  10:49:00 84.1691 0.031 -0.013620 + 0.018186I 0.141 0.023 7.111
     19  10:49:02 84.1431 0.005 0.019736 + 0.018305I 0.148 0.027 6.737
     twenty  10:49:03 84,1241 -0,014 0,011388-0,008699Í 0,156 0,014 6,400
     twenty-one  10:49:04 84,1061 -0.032 0.029137-0.030033Í 0.164 0.042 6.095
     22  10:49:05 84.0951 -0.043 0.010556 + 0.038030Í 0.172 0.039 5.818
     2. 3  10:49:06 84.0911 -0.047 -0.001346-0.031340Í 0.188 0.031 5.565
     24  10:49:07 84.0961 -0.042 -0.020625-0.148023Í 0.188 0.149 5.333
     25  10:49:08 84,1111 -0,027 -0,071046 + 0,014557Í 0,195 0,073 5,120
     Frequency:  0.086 Hz
     Period:  11.6 sec
    Initial time: 10:48:41
    Final time: 10:51:02
    5
    Table 4
    10 Graphically representing table 4 (figure 4), you can see how there is a
    fundamental frequency of vibration that manifests above the rest, and that corresponds to the amplitude of 2.287, being therefore the period of 11.6 seconds and therefore 0.086 Hz of frequency.
    15 5) This obtained value is contrasted with the fundamental vibration frequency
    calculated by the designer, which in this case corresponds to a period of 12.3 seconds. That is, a frequency of 0.081 Hz.
    Given that the difference of both is less than 10%, it can be ensured that the construction process has followed the projected, with the consequent gain in security, a process that is not carried out today.
    权利要求:
    Claims (4)
    [1]
    1. Method for determining the real modal parameters of a structure, in which said modal parameters are theoretically known, for defining the real behavior of said structure by contrast between both parameters, said method being characterized in that it comprises the following sequence of performance:
    - solidarity linkage to a point in the structure of at least one positioning measurement equipment, said equipment being configured for positioning measurements at constant time intervals equal to or less than one second and at least one of the three spatial coordinates;
    - configuration of the positioning measurement equipment for the realization of positioning observations of the structure point with a constant recording interval;
    - obtaining a set of observations of positioning of the point of the structure 2n + l for at least one of the three spatial coordinates, in which n is an integer greater than or equal to 7;
    - selection of the coordinate or coordinates to be analyzed;
    - obtaining a block of position observations, said block of position observations consisting of a homogeneous segment of the set of observations, and being formed by 2k + l positions for the selected coordinate or coordinates, in which k is an integer , greater than or equal to 7 and less than or equal to n;
    - obtaining a block of observations of displacements, said block of observations being the result of the difference between two consecutive positions of the block of observations of positions, in which the block of observations of displacements is formed by 2k values for each component or selected components ;
    - application of the Fourier Transform for each displacement value of the displacement observation block, to obtain a complex number, a module and an amplitude;
    5
    10
    fifteen
    twenty
    - extraction of real modal parameters from the values of complex numbers, module and amplitude; Y
    - contrast of real modal parameters with theoretical modal parameters to determine the behavior of the structure.
    [2]
    2. Method for determining the actual modal parameters according to claim 1, characterized in that the positioning measurement equipment is a GPS device of the type capable of storing measurements with a period equal to or less than 1 second.
    [3]
    3. Method for determining the actual modal parameters according to any of the preceding claims characterized in that the algorithm of the Fast Fourier Transform is applied to each displacement value of the displacement observation block.
    [4]
    4. Method for determining the actual modal parameters according to any of the preceding claims, wherein the modal parameters are the vibration frequencies, the fundamental frequency being the one with the greatest amplitude.
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    引用文献:
    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    DE202009006690U1|2009-05-05|2009-09-24|Meyer, Axel, Dipl.-Ing.|Device for testing the stability of a mast|
    US20150233786A1|2014-02-14|2015-08-20|Caterpillar Inc.|Ultrasonic measurement device|IT201800007173A1|2018-07-13|2020-01-13|System of identification and active control of vibrations in a structure, and related method|
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