JP2019086330A - Tower structure displacement measuring system - Google Patents

Abstract

To provide a tower structure displacement measuring system with which it is possible to easily measure the relative displacement and the angle of inclination of a tower structure such as a steel tower facility to a ground surface and its chronological changes with high accuracy.SOLUTION: A prism 4 for measurement is attached to near the corner of each of a plurality of cross sections BA, SE1, SE2, SE3 that are virtually cut along the vertical direction of a steel tower 6, with a foundation groundsel 7 used as a reference plane. Each of the center coordinates C0, C1, C2, C3 of the cross sections is calculated on the basis of the position of the prism 4 for measurement (measured value by a total station 1). Meanwhile, the base center coordinate C0 of a base cross section BA located lowermost among the plurality of cross sections is selected as a reference center coordinate, the relative amounts of displacement to an axis N and an axis E are calculated, respectively, and the angles of inclination to an arrow diagram linking the base center coordinate C0 and each center coordinate and the direction of an axis H are calculated, respectively. When calculating each center coordinate, the amount of offset of the prism 4 for measurement is taken into account.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a displacement measurement system for a tower structure, and more particularly, to a tower structure capable of simply and accurately measuring relative displacement, inclination angle and time-dependent change of a tower structure such as tower equipment with respect to a contact surface. The present invention relates to a displacement measurement system of an object.

  In recent years, mobile phone services have become extremely popular. The power of the signal wave (carrier wave) transmitted by the mobile phone is weak. Therefore, in order to deliver the signal wave to the receiver without attenuating the signal wave in the spatial distance from the sender to the receiver, a radio base station for relaying while amplifying the signal wave on the way is required. The radio base station is often installed on the roof of a building or a part of a telephone pole or the like in a city area where signal waves are not easily shielded.

  On the other hand, in mountainous areas, it is often installed in a steel tower that suspends a transmission line, or in a part of a steel tower that relays a carrier for radio or television. In particular, if the ground is soft in a tropical area with a large amount of precipitation, the steel tower may gradually tilt. Therefore, in these areas, it is necessary to control the tilt of the tower periodically for the tower where the radio base station is installed.

  By the way, the target mirror (prism for measurement) is attached to the structure of the object to be measured, the light wave is irradiated to the target mirror using the total station and the reflected light is received, and the shape change or time change of the structure It is performed to measure automatically or manually.

  For example, in order to control shape deformation such as deformation or distortion of the oil storage tank, two total stations (known points) are installed above the oil storage tank, and measurement is performed on the outer surface of the oil storage tank There is known a tank shape management automatic measurement system in which a target (measurement point) is installed (see, for example, Patent Document 1). This automatic measurement system measures the oblique distance (linear distance) and altitude angle (vertical angle) to each known point and measurement target, and measures the oblique distance and altitude angle and the horizontal distance between two known points. From this, the coordinate value of the measurement target (measurement point) is calculated.

  In addition, in order to control the time-dependent change of the sky displacement and crest settlement in the construction area of the tunnel construction, five measurement points (measurement point 1, measurement points 2 to 5) are installed on the cross section of the tunnel, and these measurement points The measurement system which measures each coordinate of each by a total station is known, for example (refer to paragraph number [0046]-[0054] of patent document 2). In this measurement system, the distance D1 between the measurement points 1 and 2 and the distance D2 between the measurement points 1 to 3 are respectively calculated as the distance fluctuation in the obliquely downward direction. Furthermore, the distance H1 between the measurement points 2-3 and the distance H2 between the measurement points 4-5 are calculated as the distance fluctuation in the horizontal direction. Then, with the calculated distances D1, D2, H1, and H2 as the internal displacement of the tunnel and the displacement of the measurement point 1 as the top end settlement, these temporal changes are monitored.

Japanese Patent Application Laid-Open No. 10-132564 Unexamined-Japanese-Patent No. 2004-234171

  As described above, in the measurement system using the above-mentioned conventional total station, a plurality of measurement points are installed on the inner peripheral surface of one point or one cross section on the outer surface of the object to be measured, and the measurer The measurement is performed via the total station, and the coordinates or the distance between two points calculated from the measurement result is used as an evaluation amount for evaluating the shape change of the object to be measured.

  Therefore, the target mirror is installed at one or more points on the outer surface of the tower, and the coordinates or 2 calculated from the result of measuring these target mirrors at the total station, also for the tilt management of the tower where the radio base station was laid It is easily conceivable to evaluate the slope change of the steel tower based on the point-to-point distance.

  However, it is not possible to evaluate the change over time of the tilt of a tower structure such as a steel tower depending only on the coordinates of measurement points attached to one point on the outer surface of the object to be measured or only on the distance between selected two points. It is considered difficult.

  Therefore, the present invention has been made in view of the above-mentioned problems of the prior art, and its object is simply to accurately measure the relative displacement, inclination angle and time-dependent change of the tower structure such as tower equipment with respect to the ground plane. An object of the present invention is to provide a displacement measurement system of a tower structure that can be measured well.

  The displacement measurement system for a tower structure according to the present invention for achieving the above object measures a plurality of measurement targets (4) as measurement points of a tower structure (6) and the measurement target (4) An optical position measuring device (1) for measuring a position of the measurement target (4) with respect to a measurement center point (IP) by projecting light and receiving the measurement light reflected from the measurement target (4); A displacement measurement system (100) for a tower structure, comprising: a control device (2) for controlling the optical position measurement device (1), the plurality of measurement targets (4) comprising the tower structure ( 6) is attached near the outer periphery of the plurality of cross sections (BA, SE1, SE2, SE3) virtually cut along the vertical direction, and the control device (2) is provided with the plurality of measurement targets ( Center coordinates (C0, C1, C2, C3) of the plurality of cross sections are respectively calculated based on the position information of each of the), relative displacement amount (.DELTA.N, .DELTA.E) between the center coordinates and an arrow diagram (FIG. It is characterized in that L1, L2, L3, L2 ', L3') are obtained.

  A second feature of the present invention is based on the center coordinates (C0) of the lowermost cross section (BA) located at the lowermost portion of the plurality of cross sections (BA, SE1, SE2, SE3) of the plurality of cross sections (BA, SE). The central coordinate is used to calculate the relative displacement (.DELTA.N, .DELTA.E) of each central coordinate with respect to the reference central coordinate and the inclination angle of the arrow diagram (L1, L2, L3) with respect to the vertical direction.

  According to a third feature of the present invention, in the control device (2), a central point (CP) of the measurement target (4) is a corner portion (A3) of the outer periphery of each cross section (BA, SE1, SE2, SE3). , A4) to calculate center coordinates (C0, C1, C2, C3) of the plurality of cross sections in consideration of offset amounts (.DELTA.V, .DELTA.H, t, u) required to match them with A4). .

  According to a fourth feature of the present invention, in the optical position measuring device (1) or the control device (2), the relative displacements between the central coordinates (C0, C1, C2, C3) and the central coordinates are obtained. (ΔN, ΔE), vertical lines of the arrow diagram (L1, L2, L3, L2 ′, L3 ′) connecting the central coordinates, and the arrow diagram (L1, L2, L3, L2 ′, L3 ′) One or more selected from the inclination angles with respect to the direction is displayed.

  According to a fifth feature of the present invention, a foundation target (5) for measuring the height difference of a foundation (7) on which the tower structure (6) is installed is provided on the foundation (7) It is that you are.

  A sixth feature of the present invention is that the control device (2) controls the optical position measurement device (1) through wireless communication.

  According to the displacement measurement system of the tower structure of the present invention, the relative displacement amount in the horizontal direction with respect to the ground contact surface of the so-called tower structure such as tower equipment and the inclination angle with respect to the vertical direction You will be able to get it.

It is a block diagram which shows the steel tower displacement monitoring system which concerns on one Embodiment of this invention. It is explanatory drawing which shows the reference coordinate system of a steel tower displacement monitoring system. It is explanatory drawing which shows calculation of the center coordinate of each cross section of a steel tower. It is explanatory drawing which shows the offset amount of the prism for measurement. It is explanatory drawing which shows displacement evaluation of the steel tower by the arrow chart which connects a base center coordinate and each center coordinate. It is a flowchart which shows the outline | summary of the operation procedure which concerns on the cross-section measurement of the steel tower by a controller. It is explanatory drawing which shows the application screen which inputs the single-piece offset amount of a measurement prism, and a prism constant. It is explanatory drawing which shows the application screen which inputs the kind of steel tower, etc. It is explanatory drawing which shows the application screen regarding measurement of the instrument height of a total station. It is an explanatory view showing section measurement of a base section of a monopole tower type tower. It is an explanatory view showing section measurement of a base section of a 3-legs tower type steel tower. It is an explanatory view showing section measurement of a base section of a 3-pole legs tower type tower. It is an explanatory view showing section measurement of the 1st section of a 4-legs tower type tower. It is explanatory drawing which shows the application screen regarding the setting of the regular-time cross-sectional measurement of a steel tower. It is explanatory drawing which shows the application screen regarding the measurement display of the regular cross-sectional measurement of a steel tower. It is explanatory drawing which shows the data file input of the measurement result which should be confirmed. It is explanatory drawing which shows the application screen regarding confirmation of a measurement result. It is explanatory drawing which shows displacement evaluation of the steel tower by the arrow chart which ties between the center coordinates which adjoin each other.

  Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings.

  FIG. 1 is a block diagram showing a steel tower displacement monitoring system 100 according to an embodiment of the present invention. FIG. 2 is an explanatory view showing a reference coordinate system of the steel tower displacement monitoring system 100. As shown in FIG. In addition, the steel tower 6 which concerns on this embodiment is taken as a 4-legs tower-type steel tower of 4 leg structure.

  In this tower displacement monitoring system 100, a plurality of (in this embodiment) are virtually cut parallel to the foundation 7 along the vertical direction (H-axis direction) with the foundation 7 on which the tower 6 is installed as a reference plane. Four measurement prisms 4 are attached to the four base cross sections BA, the first cross section SE1, the second cross section SE2 and the third cross section SE3 in the vicinity of each corner of each cross section. The coordinates of each measuring prism 4 are measured by the total station 1, and the center coordinates C0, C1, C2, C3 of each cross section are calculated from the measured coordinates, and the base center of the base cross section BA located at the lowermost portion The coordinate C0 is selected as a reference center coordinate, and the relative displacement (mm) in the N axis direction and E axis direction of each center coordinate C1, C2, C3 relative to the base center coordinate C0, and the base center coordinate C0 and each center coordinate C1, The inclination angles (°) of the arrow diagram (direction vector) connecting C2 and C3 with respect to the vertical direction (H-axis direction) are calculated, and changes over time of these calculated values are monitored.

  As a configuration therefor, the steel tower displacement monitoring system 100 uses a total station (optical position measuring device) 1 for measuring the coordinates of each measurement prism 4 and the total station 1 via predetermined wireless communication (for example, Bluetooth (registered trademark)) A controller (control device) 2 to control, a measurement reference point 3 for reproducing the same measurement coordinate system as in the previous measurement, a measurement prism (measurement target) 4 attached to the steel tower 6 as a measurement point, It comprises and comprises the foundation prism 5 which becomes a measurement point of the foundation 7 on which the steel tower 6 is installed. Each component will be described below.

  The total station 1 is an optical position measuring device having a distance measuring function by a light wave (measurement light) and an angle measuring function by an encoder. Measure the relative position of the measurement point with respect to the center point IP of the total station 1 by installing the measurement prism 4 at the position (measurement point) that the measurer wants to measure and irradiating the light wave and receiving the reflected light Can.

  In the measurement coordinate system of the total station 1, the north direction (hereinafter referred to as "N axis") is one reference axis in the horizontal plane (ground plane), and the east direction (hereinafter referred to as "E axis") in the other horizontal plane. The vertical direction passing through the center point IP of the total station 1 (hereinafter referred to as “H axis”) is taken as the reference axis in the height direction.

As shown in FIG. 2, the total station 1 has a center point (also referred to as an "instrument point", a point corresponding to the origin of the measurement coordinate system) IP, and as a measurement result from the total station 1 to the measurement prism 4 The linear distance S, the horizontal distance HD to the horizontal surface of the linear distance S and the horizontal angle θ formed by the N axis, and the vertical angle φ formed by the linear distance S (light wave irradiation direction) and the H axis are acquired. In this case, relative coordinates (N, E, H) of the measurement prism 4 with respect to the center point IP are uniquely calculated as follows.
Formula 1: N = HD × cos θ = S × cos (φ−π / 2) × cos θ = S × sin φ × cos θ
Equation 2: E = HD × sin θ = S × cos (φ−π / 2) × sin θ = S × sin φ × sin θ
Equation 3: H = S × sin (φ−π / 2) = S × cos φ

  Returning to FIG. 1 again, it is possible to use a portable terminal device such as a smartphone, a tablet or a notebook computer as the controller 2. An operating system (OS) and a dedicated application for operating the total station 1 are installed in the controller 2. The operation of the total station 1 by the controller 2 will be described later with reference to FIGS. 7 to 17.

  The measurement reference point 3 is a pole (rod-like structure) which is laid on a solid ground away from the tower and on which a target 3a whose coordinate is known is attached. The measurement reference point 3 is provided to reproduce the same measurement coordinate system as when the measurer measured last time. Reproduction of the measurement coordinate system is performed by the rear intersection method. The backward joining method is a method of back calculating the center point IP of the total station 1 using two or more points (known points) whose coordinates are known. Thereby, the measurer can reproduce the same measurement coordinate system as the previous time even when the total station 1 is installed at an arbitrary place.

  The measurement prism 4 is a prism that reflects the light wave (measurement light) emitted from the total station 1 in a direction parallel to the incident direction. Further, as the prism used in the tower monitoring system 100, a magnet detachable prism attached to the tower 6 by a magnet or a fixed prism attached to the tower 6 by a bolt or the like can be used. It is a so-called zero constant type which is detachable or fixed, and in which the correction coefficient (prism constant) at the time of calculating the distance is zero.

  The foundation prism 5 is fixed to the foundation foundation 7 on which the steel tower 6 is installed, and is a prism for measuring the height difference of the foundation foundation 7. The structure of the prism is almost the same as that of the measuring prism 4.

  FIG. 3 is an explanatory view showing calculation of center coordinates of each cross section of the steel tower 6. For reference, in addition to the four-legs tower type tower in FIG. 3 (c), central coordinates of each cross section of the monopole tower type tower in FIG. 3 (a) and the three legs tower type tower in FIG. 3 (b). The calculation is also illustrated together.

  As shown in FIG. 3A, since the monopole tower type tower has a circular shape in each cross section, the center of the cross section is determined as the center of a circle passing through three points on the circumference. Therefore, the coordinates of three points on the circumference can be measured by the total station 1 and the measuring prism 4, and the center coordinates of the cross section can be calculated using the measured coordinates of the three points. When the offset amount ΔV in the vertical direction of the measurement prism 4 is known, the cross-sectional radius r of the steel tower 6 can also be calculated.

  As shown in FIG. 3B, since the shape connecting the corners of each cross section of the 3-legs tower type tower is an equilateral triangle, the center of the cross section is determined as the center of gravity of the equilateral triangle (= inner center = outer center). . Therefore, it is possible to measure three points of each vertex of an equilateral triangle by the total station 1 and the measuring prism 4 and calculate center coordinates of the cross section using each of the measured three coordinates. In addition, about the attachment position of the measurement prism 4, the attachment position direction (FIG. 11 mentioned later) of a total of four patterns of the inside and the outside of 2 sides which pinch | interpose each vertex can be selected.

  Although details will be described later with reference to FIG. 4, it is necessary to consider the offset amount ΔH in the horizontal direction and the offset amount ΔV in the vertical direction in any pattern. When the measuring prism 4 is attached to the inside of the cross section, it is necessary to further consider the thickness t of the iron plate in addition to the offset amounts ΔH and ΔV in the horizontal direction and the vertical direction.

  As shown in FIG. 3C, since the shape connecting the corners of each cross section of the four-legs tower type tower is a square, the center of each cross section can be obtained as the intersection of diagonals connecting opposing vertices and vertices. . Therefore, it is possible to measure the four points of each vertex of the square by the total station 1 and the measuring prism 4 and to calculate the center coordinates of the cross section using each of the measured four coordinates. In addition, about the attachment position of the measurement prism 4, the attachment position direction (FIG. 13 mentioned later) of a total of four patterns can be selected similarly to 3-legs tower type steel tower. Further, in any of the patterns, it is necessary to consider the offset amounts ΔH and ΔV in the horizontal direction and the vertical direction and the thickness t of the iron plate, as in the 3-legs tower type steel tower.

  FIG. 4 is an explanatory view showing the offset amount of the measurement prism 4. FIG. 4A is an explanatory view showing a single offset amount of the measurement prism 4, and FIG. 4B is an explanatory view showing a total offset amount of the measurement prism 4.

  The “single offset amount” referred to here is the vertical distance (hereinafter referred to as “single vertical offset amount”) ΔV from the center point CP of the measurement prism 4 to the jig bottom surface JG1 and the recovery from the same center point CP. It means a horizontal distance (hereinafter referred to as “single horizontal offset amount”) ΔH reaching the tool side JG2.

  The “total offset amount” means the amount of movement in the horizontal plane (NE plane) necessary to move the center point CP of the measurement prism 4 to the corner (A3 or A4) of the cross section of the steel tower 6. ing. Therefore, as shown in FIG. 4 (b), the total offset amount differs depending on whether the measuring prism 4 is attached to the outside or the inside of the cross section. That is, when the measurement prism 4 is attached to the outside of the cross section, the total offset amount is equal to the single offset amount.

  On the other hand, when the measuring prism 4 is mounted inside the cross section, it is necessary to consider the plate thickness t of the steel tower 6. That is, the total offset amount in the vertical direction is equal to a value obtained by adding the plate thickness t to the single vertical offset amount ΔV. In addition to the plate thickness t, it is necessary to separately consider the gap u between the jig side surface JG2 and the steel tower 6 with respect to the total offset amount in the horizontal direction. That is, the total offset amount in the horizontal direction is equal to the single horizontal offset amount ΔH plus the plate thickness t and the gap u between the jig side surface JG 2 and the steel tower 6.

  FIG. 5 is an explanatory view showing displacement evaluation of the steel tower 6 by arrow diagrams L1, L2, L3 connecting the base central coordinates C0 and the respective central coordinates C1, C2, C3. The controller 2 sets a relative displacement amount (displacement amount) ΔN (mm) in the N-axis direction of each of the cross sections SE1, SE2 and SE3 with the base center coordinates C0 of the base cross section BA located at the lowermost portion among the plurality of cross sections as a reference center coordinate. And the relative displacement amount (displacement amount) .DELTA.E (mm) in the E axis direction. For example, the relative displacement between the base cross section BA and the first cross section SE1 is N if the base center coordinates C0 and the first center coordinates C1 are (N0, E0, H0) and (N1, E1, H1), respectively. The axial displacement amount ΔN (mm) can be defined as ΔN = N1−N0, and the E axial displacement amount ΔE (mm) can be defined as ΔE = E1−E0.

  On the other hand, the inclination (°) with respect to the H axis direction can be defined as an angle formed by an arrow diagram L1 connecting the base center coordinate C0 and the first center coordinate SE1 and the H axis.

  Similarly, regarding the relative displacement between the base cross section BA and the second cross section SE2, the shift amount ΔN (mm) in the N-axis direction is ΔN = N2-N0, and the shift amount ΔE (mm) in the E axis direction is ΔE = E2- It can be defined as E0. As for the relative displacement between the base cross section BA and the third cross section SE3, the shift amount ΔN (mm) in the N-axis direction is ΔN = N3-N0, and the shift amount ΔE (mm) in the E-axis direction is ΔE = E3- It can be defined as E0.

  Further, as shown in FIG. 18, relative displacement amounts in the N-axis direction and E-axis direction between adjacent center coordinates and the center are shown by arrow diagrams L1, L2 ′, L3 ′ connecting the adjacent center coordinates. It is also possible to evaluate the temporal change of the inclination angle with respect to the H-axis direction of the arrow diagram connecting the coordinates.

  FIG. 6 is a flowchart showing an outline of an operation procedure related to the cross-sectional measurement of the steel tower 6 by the controller 2. First, in step S1, measurement preparation is performed. The measurer selects the type of wireless communication used in data transmission and reception between the controller 2 and the total station 1 and activates an application necessary for cross-sectional measurement. As wireless communication to be used, for example, Bluetooth (registered trademark) can be used.

  In addition, on the application screen shown in FIG. 7, the measurer inputs information about himself and the company to which the measurer belongs, and the magnet detachable prism (measuring prism 4, foundation prism 5) and fixed prism (measurement The unitary vertical offset amount ΔV, the unitary horizontal offset amount ΔH and the prism constant of the prism 4 and the base prism 5) are respectively input.

  Referring back to FIG. 6 again, in step S2, registration of each initial value necessary to calculate central coordinates C0, C1, C2, C3 of each cross section BA, SE1, SE2, SE3 is performed. As initial values, type of steel tower 6, instrument height of total station 1 (H coordinate of center point IP), coordinates of each measurement reference point 3, coordinates of each measurement prism 4, coordinates of each foundation prism 5, iron plate The plate thickness t, the diameter of the pole, etc. may be mentioned. These will be described later with reference to FIGS. 8 to 13.

  In step S3, the coordinates of the measurement point (measurement prism 4) of each cross section are measured at predetermined time intervals and a predetermined number of times for the steel tower 6 for which the initial value has been taken. The measurement is performed automatically or manually. This will be described later with reference to FIGS. 14 and 15.

  In step S4, central coordinates C0, C1, C2, C3 of each cross section BA, SE1, SE2, SE3 are calculated based on the measurement data (coordinates) obtained in step S3, and the calculated results are output to a graph etc. Do. This will be described later with reference to FIGS. 16 and 17.

  FIG. 8 is an explanatory view showing an application screen for inputting the type of the steel tower 6 and the like. The measurer enters the name and type of the steel tower 6, and in the case of the 3-pole legs tower type, checks the box and inputs the total offset amount (FIG. 12 described later) unified on each cross section. Also, the measurer inputs the attribute of the steel tower 6, and when using the measurement reference point 3, inputs a check mark in the box. Further, the thickness t of the steel tower 6 is input.

  FIG. 9 is an explanatory view showing an application screen related to measurement of the instrument height IH of the total station 1. The instrument height IH means the H coordinate of the center point IP of the total station 1 with respect to the foundation 7 on which the steel tower 6 is installed.

  The measurer inputs in advance the height difference (vertical offset “Prism Height”) of the foundation prism 5 to the foundation 7. Then, when the foundation prism 5 is collimated and the measurement button (Measure) is pressed, the measurement by the total station 1 starts, and then the H coordinate (= IH) of the center point IP with respect to the foundation base 7 is displayed.

  FIG. 10 is an explanatory view showing the cross-sectional measurement of the base cross section BA of the monopole tower type steel tower 6. FIG. 10 (a) shows an application screen related to the cross section measurement, and FIG. 10 (b) shows measurement points Point1, Point2, Point3 of the three measurement prisms 4 attached to the base cross section BA of the monopole tower type tower 6. Is shown.

  As shown in FIG. 10A, the measurer previously inputs a single vertical offset amount ΔV of the measurement prism 4 indicating how far the measurement prism 4 protrudes outward with respect to the base cross section BA. Since the single vertical offset amount is required to calculate the radius r of the base cross section BA, it is not necessary to calculate only the center coordinates C0 of the base cross section BA.

  The measurer collimates the corresponding measurement points Point1, Point2 and Point3 in order and then presses each measurement button to set the central coordinates (N, E, H) of the base cross section BA and the radius r of the base cross section BA. Are calculated automatically.

  FIG. 11 is an explanatory view showing a cross-sectional measurement of a base cross section BA of the 3-legs tower type steel tower 6. FIG. 11 (a) shows an application screen showing measurement points of the base cross section BA and the measurement state thereof, and FIG. 11 (b) shows an application screen of measurement results of the measurement points.

  As shown in FIG. 11A, measurement prisms 4 are attached to the respective apexes of the base cross section BA. These are respectively displayed as measurement point A, measurement point B, and measurement point C. The black circle measurement point A indicates that the measurement has been completed, and the white circle measurement point indicates that the measurement is not performed. When the measurer taps each measurement point, an application screen shown in FIG. 11B is displayed.

  As shown in FIG. 11 (b), when the measurer tries to measure the unmeasured measurement point, the type (fixed type, magnet detachable type) of the measurement prism 4 and the mounting position direction (1, 2, 3 , 4) respectively. The mounting position direction 1 indicates the left side outside. The mounting position direction 2 indicates the left side inner side, the mounting position direction 3 indicates the right side outer side, and the mounting position direction 4 indicates the right side inner side. When the measurer presses the measurement button (Measure), measurement by the total station 1 is started.

  As the measurement results, the linear distance S, the horizontal distance θ between the horizontal distance HD to the horizontal surface of the linear distance S and the N axis, the vertical angle φ between the linear distance S and the H axis, N coordinates, E coordinates, and H The coordinates are displayed respectively.

  FIG. 12 is an explanatory view showing a cross-sectional measurement of the base cross-section BA of the 3-pole legs tower type steel tower 6. FIG. 12 (a) shows an application screen showing measurement points of the base cross section BA and the measurement state thereof, and FIG. 12 (b) shows an application screen for inputting various offset amounts necessary for measurement.

  The 3-pole legs tower type steel tower 6 is a type in which the corner of the tower is formed of a cylindrical pole member. Therefore, in order to make the center point CP of the measuring prism 4 coincide with the center of the corner, the diameter of the pole member (Diameter) and the dimension of the gap between the jig side surface JG2 of the measuring prism 4 and the outer surface of the pole member It is necessary to enter Offset). Therefore, the total offset amount (Total Offset) may be equal to a value (= 200) obtained by adding the gap dimension (= 120) and the single horizontal offset amount ΔH (= 30) to the radius (= 100/2). I understand.

  FIG. 13 is an explanatory view showing a cross-sectional measurement of the first cross section SE1 of the four-legs tower type steel tower 6. FIG. 13A shows an application screen showing measurement points of the first cross section SE1 and the measurement state thereof, and FIG. 13B shows an application screen of measurement results of the measurement points. The first cross section SE1 is a cross section located immediately above the base cross section BA.

  As shown in FIG. 13A, measurement prisms 4 are attached to the respective apexes of the first cross section SE1. These are respectively displayed as measurement point A, measurement point B, measurement point C, and measurement point D. The black circle measurement point A indicates that the measurement has been completed, and the white circle measurement point indicates that the measurement is not performed. When the measurer taps on the measurement point D, an application screen for the measurement point D shown in FIG. 13B is displayed.

  As shown in FIG. 13 (b), the type of the measurement prism 4 at the measurement point D is displayed, and the mounting position direction is displayed. Incidentally, the type of the measurement prism 4 at the measurement point D is a fixed type, and the mounting position direction is the east direction inside the cross section.

  Further, the measurement results (S, H, V) by the total station 1 and the coordinates (N, E, H) with respect to the center point IP of the total station 1 are displayed.

  FIG. 14 is an explanatory view showing an application screen related to setting of regular cross-sectional measurement of the steel tower 6. The regular cross-sectional measurement is a mode in which measurement of a cross section is automatically or manually performed a predetermined number of times at a predetermined interval. The measurer manually inputs the calculation interval and the number of measurements. When the calculation interval (Interval) is 10 minutes in the automatic mode, the total station 1 starts the second measurement 10 minutes after the start of the first measurement. If it takes 10 minutes or more for the first measurement, the total station 1 immediately starts the second measurement after the measurement is completed.

  FIG. 15 is an explanatory view showing an application screen regarding measurement display of periodic cross-sectional measurement of the steel tower 6. FIG. 15 (a) is an application screen showing measurement results, and FIG. 15 (b) is an application screen showing that measurement is in progress.

  As shown in FIG. 15 (a), the number of times already measured and the required number of times are displayed. "Last" indicates the last measured time. "Now" indicates the present time. "Next" indicates the time to be measured next. When the time of “Next” comes, the screen is automatically switched to the screen of FIG. When the measurement mode is auto (Auto), measurement of each cross section is automatically started.

  Further, central coordinates C1 (N, E) of the first cross section SE1 calculated from the first to the third times are displayed.

  FIG. 16 is an explanatory view showing data file input of measurement results to be confirmed. FIG. 16 (a) shows an application screen regarding the selection of the steel tower 6 for which the measurement result is to be confirmed, and FIG. 16 (b) shows an application screen regarding the input of the file desired to be output.

  As shown in FIG. 16A, a list of registered steel towers 6 is displayed. If the selected steel tower 6 has been measured, the last measured time is displayed. When the measurer presses the CSV button, an input screen of measurement data regarding the selected steel tower 6 shown in FIG. 16B is displayed.

  In the measurement data input screen, the measurer inputs a file name. As the file name, "tower name_month and day" is set by default. For example, when the measurer inputs “4Legs1_0921”, a list of data of the four legs tower type steel tower 6 measured on September 21 is displayed. When the measurer presses the OK button, a file of measurement results is output to a predetermined folder.

  FIG. 17 is an explanatory view showing an application screen regarding confirmation of the measurement result. FIG. 17 (a) shows an application screen showing measurement data such as relative displacement amount and inclination angle between the base cross section BA and the first cross section SE1, and FIG. 17 (b) is an application screen showing change over time of the measurement data. Indicates

  As shown in FIG. 17 (a), the measurer selects the number of measurement data to be displayed in the regular cross-sectional measurement. Here, the first measurement data is selected from the 14:44 regular-time cross-sectional measurement on September 21, 2017.

  Next, the measurer displays which data among the center coordinates (Center), the relative displacement amount between the center coordinates (Deformation), or the tilt angle (Tilt) with respect to the vertical direction of the arrow diagram connecting the center coordinates. Choose what to do. Here, each center coordinate (Center) is selected. As a result, N coordinates, E coordinates, and H coordinates of the central coordinates C0 of the base cross section BA and the first central coordinates C1 of the first cross section SE1 are displayed. In addition, a projection view of each of the cross sections BA and SE1 as viewed in the vertical direction is also illustrated. In addition to the center coordinates C0 and C1, the measurement result (Foundation) of the foundation 7 and an arrow diagram (Arrow) connecting the center coordinates can also be illustrated. When the measurer selects Graph, the screen is switched to the screen shown in FIG.

  As shown in FIG. 17B, there is a graph showing an hourly change over time in relative displacement amount ΔN in the N-axis direction between central coordinates of the whole (Total) and relative displacement amount ΔE in the E-axis direction. It is displayed. The term "Total" means that there is a relationship between the base center coordinates (C0) and the uppermost third center coordinates (C3). In addition, it is possible to selectively display the temporal change of the tilt angle (Tilt) with respect to the vertical direction of the arrow chart connecting the central coordinates.

  As described above, according to the displacement measurement system 100 for a tower structure of the present invention, a virtual base is formed along the vertical direction (H-axis direction) parallel to the base 7 with the base 7 on which the steel tower 6 is installed as a reference plane. Measurement of four (4 in the present embodiment) base cross sections BA, the first cross section SE1, the second cross section SE2, and the third cross section SE3 in the vicinity of each corner of each cross section The prisms 4 are attached respectively. The coordinates of each measuring prism 4 are measured by the total station 1, and the center coordinates C0, C1, C2, C3 of each cross section are calculated from the measured coordinates, and the base center of the base cross section BA located at the lowermost portion The coordinate C0 is selected as a reference center coordinate, and the relative displacement (mm) in the N axis direction and E axis direction of each center coordinate C1, C2, C3 relative to the base center coordinate C0, and the base center coordinate C0 and each center coordinate C1, The inclination angle (°) of the arrow diagram (direction vector) connecting C2 and C3 with respect to the vertical direction (H-axis direction) is calculated.

  As a result, the relative displacement in the horizontal direction with respect to the ground contact surface of the tower structure, the inclination angle with respect to the vertical direction, and the temporal change thereof can be obtained simply and accurately. As a result, it is possible to prevent in advance the falling of a steel tower installed on an area where earthquakes frequently occur or on the ground where the ground is fragile.

  Although the controller 2 controls the total station 1 through wireless communication in the above embodiment, the controller 2 may be integrated with the total station 1.

  Further, it is possible to use a non-prism type measurement target or a base target instead of the measurement prism 4 or the base prism 5

  In addition, in the calculation of the center coordinates of each cross section of the steel tower 6, instead of the coordinates of the corner (four apexes) of the outer periphery represented by A3, A4 etc. in FIG. It is also possible to calculate the center coordinates using the coordinates of the corners (four vertices) of the inner circumference.

  Moreover, it is also possible to use the upper surface of the foundation 7 as a base cross section in calculation of the center coordinates of each cross section of the steel tower 6.

Reference Signs List 1 Total station 2 Controller 3 Measurement reference point 4 Measurement prism 5 Foundation prism 6 Iron tower 7 Foundation foundation 100 Iron tower displacement monitoring system

Claims (6)

A plurality of measurement targets (4) as measurement points of the tower structure (6),
Light that measures the position of the measurement target (4) relative to the instrument point (IP) by projecting measurement light onto the measurement target (4) and receiving the measurement light reflected from the measurement target (4) Position measuring device (1),
A control device (2) for controlling the light position measurement device (1);
A displacement measurement system (100) for a tower structure comprising
The plurality of measurement targets (4) are respectively attached near the outer periphery of a plurality of cross sections (BA, SE1, SE2, SE3) virtually cut along the vertical direction of the tower structure (6),
The control device (2) calculates center coordinates (C0, C1, C2, C3) of the plurality of cross sections based on the position information of the plurality of measurement targets (4), respectively. A displacement measurement system of a tower structure characterized by determining relative displacement (ΔN, ΔE) between center coordinates and an arrow chart (L1, L2, L3, L2 ', L3').   The displacement measurement system (100) for a tower structure according to claim 1, wherein the control device (2) is a lowermost cross section (BA) located at the lowermost portion of the plurality of cross sections (BA, SE1, SE2, SE3). The central coordinate (C0) of) is used as a reference central coordinate, and the relative displacement (ΔN, ΔE) of each central coordinate with respect to the reference central coordinate and the arrow diagram (L1, L2, L3) are calculated. Measurement system of displacement of tower structure.   The displacement measurement system (100) for a tower structure according to claim 1 or 2, wherein the control device (2) sets a central point (CP) of the measurement target (4) to each of the cross sections (BA, SE1, Considering offset amounts (ΔV, ΔH, t, u) required to match the corners (A 3, A 4) of the outer periphery of SE 2, SE 3), center coordinates (C 0, C 1, A displacement measurement system for a tower structure, wherein C2 and C3) are calculated respectively. The displacement measurement system (100) for a tower structure according to claim 1 or 2.
The optical position measurement device (1) or the control device (2)
Said each central coordinate (C0, C1, C2, C3),
The relative displacement (ΔN, ΔE) between the center coordinates,
The arrow diagram (L1, L2, L3, L2 ', L3') connecting between the center coordinates,
And one or more selected from the inclination angles with respect to the vertical direction of the arrow diagram (L1, L2, L3, L2 ', L3').   The foundation for measuring the height difference of the foundation (7) on which the tower structure (6) is installed in the displacement measurement system (100) of a tower structure according to any one of claims 1 to 4. A displacement measurement system for a tower structure, characterized in that a target (5) is provided on the foundation (7).   The displacement measurement system (100) for a tower structure according to any one of claims 1 to 5, wherein the control device (2) controls the optical position measurement device (1) through wireless communication. Characteristic measurement system of displacement of tower structure.