JP5912414B2 - Seismometer and acceleration detection method using the same - Google Patents

Description

  The present invention relates to a seismometer, for example, a seismometer that can easily digitize the damage caused to a wooden building during an earthquake, and a method for detecting the acceleration of an earthquake that actually acts on a wooden building using the seismometer.

  The seismic force on buildings, especially wooden buildings, during an earthquake depends on the weight of the building. Whether or not a building collapses is determined by the strength and tenacity of the building. In the Building Standard Law, the strength and stickiness of a building are called possession strength, and are calculated from the type and amount of building walls.

  The amount of deformation of the building is determined by the antagonism of the magnitude of seismic force and the strength of possession. If the amount of deformation of the building is large, the building will collapse, and if it is small, it will cause minor damage. This is because every time the amount of deformation is increased, parts of the building are damaged, and eventually the weight cannot be supported.

  The amount of deformation of a building can be defined by a numerical value called the maximum interlayer deformation angle (or amount). That is, the maximum interlayer deformation angle (or amount) at the time of an earthquake is related to building deterioration (building damage status) and is one of the criteria for building damage assessment. In Non-Patent Document 1, the largest deformation that has occurred in a building during an earthquake is expressed as an “experience maximum deformation angle”. Further, in Non-Patent Document 1, the empirical maximum deformation angle is a value estimated from residual deformation after an earthquake or damage situation such as a wall. However, it cannot be denied that there is a certain degree of individual difference in grasping the damage situation.

Japanese Patent No. 3974858 JP 2010-261193 A

"Decision criteria for earthquake damage and criteria for restoration techniques and wooden restoration", pages 263-268, supervised by Ministry of Land, Infrastructure, Transport and Tourism, Housing Bureau Building Guidance Division, Japan Architectural Institute "Small Building Basic Design Guidelines", published by Architectural Institute of Japan, page 65 "Aseismic diagnosis and reinforcement method for wooden houses", published by Japan Building Disaster Prevention Association 2000 Ministry of Construction Notification No. 1654 Fifth Evaluation Criteria Structure safety

  It is said that a house (mainly a two-story wooden building) built according to the current building standards is likely to collapse if it is deformed by 1/30 (rad) due to an earthquake or the like. This means that the floor of the second floor is deformed by 100 mm in the horizontal direction with respect to the first floor (when the height from the first floor to the second floor is 3 m). Also, it is said that the building starts to break with a deformation of 1/120 (rad), and the amount of deformation at this time is 25 mm (also when the height from the first floor to the second floor is 3 m). .

  On the other hand, when an earthquake occurs, the Meteorological Agency announces the seismic intensity for each of the surrounding areas (for example, cities, towns, and villages) centered on the epicenter as earthquake early warning. Therefore, in this announcement, all areas of a certain area are considered to have the same seismic intensity, and must be said to be rough. On the other hand, the seismic intensity itself is classified as seismic intensity 5 weak and seismic intensity 5 strong in the case of seismic intensity 5, for example, when expressed in terms of earthquake acceleration (gal), in the case of seismic intensity 5, 80 (gal) It is a wide range of ~ 250 (gal). For this reason, if an earthquake is reported in a certain area, for example, with a seismic intensity of less than 5, it is not possible to know how much seismic intensity was actually in a certain building in that area, and how much acceleration actually You can't even know if it worked. The necessity of knowing the acceleration will be described in detail later.

  In view of the above points, the main problem of the present invention is to provide a seismometer capable of measuring and recording a minute amount of deformation associated with an earthquake without requiring complicated operations and settings with a simple configuration. There is to do.

  Another object of the present invention is to provide a seismometer that can be used as a tool for determining the degree of damage caused by an earthquake to a building, particularly a wooden building.

  Still another object of the present invention is to provide a method for detecting the acceleration of an earthquake that actually acts on a wooden building in the event of an earthquake using the above seismometer.

  According to the aspect of the present invention, the seismometer is installed in a place where it is easy to measure the deformation of the building and measures and records the deformation due to the rolling of the building, and is in contact with the building component deformed by the rolling. A measuring element that is installed on the arm and moves according to the deformation of the component, an arm that is connected to the measuring element and rotates according to the movement of the measuring element, and a rotation amount of the arm provided on the arm. And a base having a recording area by the recording means, wherein the measuring element has a length thereof. A seismometer is provided which is characterized by an adjustable structure.

  In a preferred aspect of the present invention, the building is a wooden building, and the location where the deformation of the building is easily measured is a joint part, and the base is fixed to the beam of the joint part, while the measuring element It is desirable that the front end of the door is installed so that the tip thereof contacts the column of the joint portion.

  According to another aspect of the present invention, a roll is given to the target wooden building, the amount of deformation of the target wooden building caused by this roll is set as one axis, and the acceleration of roll acting on the target wooden building is set as the other. Determining the deformation-acceleration characteristics for the axis for the target wooden building, installing a seismometer at a location where it is easy to measure the deformation of the target wooden building, measuring the deformation during the actual earthquake, and recording And determining the acceleration corresponding to the recorded deformation amount using the determined deformation amount-acceleration characteristic, and the deformation of the target wooden building can be easily measured as the seismometer A seismometer that is installed at a location and measures and records deformation due to rolling of the target wooden building, and is installed so as to abut against the structural member of the target wooden building that is deformed by rolling and responds to the deformation of the structural member. Move A stator, an arm connected to the probe and rotating according to the movement of the probe, a recording means provided on the arm for recording the amount of rotation of the arm, and holding the probe movably And a seismometer that includes a base that pivotally supports the arm and that has a recording area by the recording means, and wherein the measuring element has a structure whose length can be adjusted. A featured acceleration detection method is provided.

In addition, as a means for performing the step of giving a roll to the target wooden building and determining the deformation-acceleration characteristic for the target wooden building, a horizontal vibration exciter is provided on the second floor of the target wooden building. At least two vibration detectors for detecting the acceleration of vibration when the target wooden building is oscillated and rolling the target wooden building and outputting a detection signal, and a predetermined analysis by receiving at least two of the detection signals A seismic diagnosis system including an analyzer that performs processing, wherein the analyzer performs Fourier transform on the at least two detection signals and then performs analysis on an acceleration value and a vibration frequency as the analysis processing. value to detect the frequency of the vibration when a peak acceleration value as building dynamic natural frequency f _{m (Hz),} it is desirable to use a seismic diagnosis system.

  By installing at least one seismometer according to the present invention inside a building, the maximum deformation (corner) of the building can be measured and recorded, and complicated operations and settings are not required.

  Since the seismometer according to the present invention measures and records the actual amount of deformation, there is no individual difference such as visual observation when determining damage to a building, and a more quantitative determination can be made.

  According to the acceleration detection method of the present invention, it is possible to know the acceleration actually applied to the wooden building during the earthquake, and whether the reinforcement is necessary in consideration of the actually applied acceleration and the degree of damage to the wooden building. It can be helpful when judging.

It is the figure which showed the joint part of the wooden building as an example of the location suitable for installation of the seismometer by this invention. It is a figure for demonstrating that the joint part shown in FIG. 1 deform | transforms by the rolling of an earthquake. It is a figure which shows the condition which installed the seismometer by this invention in the joint part shown in FIG. It is the figure which looked at the seismometer by this invention from the front (figure a) and the side (figure b). It is a figure for demonstrating an example of the axial part which pivotally supports the arm in FIG. 4 so that rotation is possible. It is a figure for demonstrating an example of the measuring element shown in FIG. It is a figure for demonstrating an example of the guide plate shown in FIG. It is a figure for demonstrating an example of the plate for recording shown in FIG. It is a block diagram which shows the structure of the earthquake-resistant diagnostic system used together when detecting the acceleration of an earthquake using the seismometer by this invention. It is a figure for demonstrating the installation form in the case of a two-story wooden building, and the definition of a building upper part load. It is a top view for demonstrating the installation form of the vibration detector in the case of a two-story wooden building. It is the figure which showed the relationship between the acceleration detected in the earthquake-resistant diagnostic system of FIG. 9, and a dynamic resonance frequency. It is a characteristic view which shows the relationship between the acceleration of an earthquake, seismic intensity, and displacement in a wooden building. It is the figure which showed the unit weight of the wooden building required for calculation of the required yield strength Qr1 of a wooden building. It is the figure which showed the required yield coefficient of the wooden building required for calculation of the required yield strength Qr2 of a wooden building. It is the figure which showed the amount of walls defined by the accuracy method required for calculation of the dynamic rigidity Kd of a wooden building. It is the figure which showed the example of calculation of the yield strength reduction coefficient d required for calculation of the possession strength at the time of the safety limit of a wooden building. It is the figure which showed the example of the deterioration coefficient required for calculation of the holding strength before and after repair of a used house. It is the figure which showed the example of the deformation-acceleration characteristic of a certain wooden building A determined by the earthquake-resistant diagnosis by the earthquake-resistant diagnostic system of FIG. It is the figure which showed the example of the deformation-acceleration characteristic of another wooden building B determined by the earthquake-resistant diagnosis by the earthquake-resistant diagnosis system of FIG. In order to explain that the acceleration acting on the wooden building A is detected from the deformation amount-acceleration characteristic shown in FIG. 19 based on the deformation amount measured and recorded by the seismometer installed in the wooden building A in FIG. FIG. In order to explain that the acceleration acting on the wooden building B is detected from the deformation amount-acceleration characteristic shown in FIG. 20 based on the deformation amount measured and recorded by the seismometer installed in the wooden building B in FIG. FIG.

  In the case of a wooden building, the seismometer according to the present invention is preferably installed at the joint where the column 100 and the beam 200 are in contact as shown in FIG. This is because, as shown in FIG. 2, it is assumed that deformation as indicated by the deformation angle θ occurs between the column 100 and the beam 200 due to rolling in the event of an earthquake. In the present specification, the deformation is strictly a displacement as shown in FIG. 2, and the displacement from the original position rather than the deformation in which the pillar 100 becomes thinner or thicker. means.

  The seismometer according to the present invention is suitable for measuring the maximum amount of deformation (or angle) due to rolling during an earthquake, and the measured maximum amount of deformation (or angle) is recorded in real time by a recording means.

  FIG. 3 shows an installation mode of the seismometer according to the present invention. The seismometer 1 is fixed to the beam 200 in a state in which the tip of the probe 40 protruding in the horizontal direction from the lower side of the seismometer 1 is in contact with one surface (side surface as viewed from the front) of the column 100. Thereby, the deformation (displacement) of the column 100 due to the rolling of the earthquake is detected as the displacement amount of the measuring element 40, and after the displacement amount is amplified, it is converted into the shake amount (angle) of the recording means and recorded. It is mainly the maximum shake amount (angle) that is used in the recorded shake amount (angle).

  With reference to FIGS. 4-8, embodiment in the case of applying the seismometer by this invention to a wooden building is described.

  Referring to FIG. 4, seismometer 1 includes a base 10, an arm 20, a recording plate 30, and a probe 40 that are attached to the beam of the joint portion. The base 10 is a long rectangular plate made of, for example, metal, having high mechanical strength. The arm 20 is for recording the deformation amount of the wooden building due to the earthquake, and its lower end side is pivotally supported via the shaft portion 21 so as to be rotatable along the main surface of the base 10. The arm 20 includes a plate-like member, a joint 22 by a leaf spring attached to the upper end side of the plate-like member so as to extend in the extending direction of the plate-like member, and a recording unit holder 23 attached to the tip of the joint 22. The plate member of the arm 20 may be made of any material such as metal or resin. Two through holes 20-1 for mounting the shaft portion 21 via the bearing 21-1 are provided on the lower end side of the arm 20 here. The reason for using two through holes 20-1 will be described later.

  FIG. 5 shows the shaft portion 21, which is composed of a shaft 21-2 inserted through the bearing 21-1 (FIG. 4B) and a shaft portion body 21-3 thicker than this. A female screw 21-4 is formed on the shaft body 21-3.

  Returning to FIG. 4, the bearing 21-1 is mounted in the through hole 20-1 of the arm 20, and the shaft 21-1 of the shaft portion 21 is inserted into the bearing 21-1. The lock member is attached to the shaft 21-1. Thereafter, a screw is passed through the base 10 from the back side of the base 10 and screwed into the female screw 21-4 of the shaft body 21-3. Thereby, the arm 20 is pivotally supported in a state in which the arm 20 can rotate along the main surface of the base 10.

  The recording unit holder 23 has a cylindrical member. The cylindrical member holds the recording means 24, here the pencil, in a state of facing the main surface side of the base 10. The cylindrical member is provided with a screw 23-1 that can enter the inside thereof, and the pencil 23 is fixed and held on the cylindrical member by tightening the screw 23-1, and the pencil is cylindrical by loosening the screw 23-1. It can be removed from the member. The reason why the joint 22 is configured by a leaf spring is to make the writing pressure of the pencil moderate. The recording means 24 may be anything other than a pencil, a pen, or any other recordable device. The lower end side of the arm 20 is supported by a bearing 21 so as to be rotatable about the center of the bearing 21, and is connected to one end of the measuring element 40 at a position slightly above the shaft support portion.

  FIG. 6 shows an example of the probe 40. The measuring element 40 includes a screw body 41 having a dome-shaped head and a connecting rod 42 having a female screw portion 42-1 for receiving the screw body 41. One end side of the connecting rod 42, that is, the end opposite to the female screw portion 42-1 side is cut into two forks, and a through hole for passing the pin 43 (FIG. 4) through the two forks. 42-2 is provided.

  Returning to FIG. 4, the reason why the one end side of the connecting rod 42 is bifurcated is to allow the plate-like member of the arm 20 to pass there between, so the interval between the two fork portions is slightly larger than the plate thickness of the plate-like member. Is done. A long hole 20-2 that is long in the extending direction of the arm 20 is provided in a portion of the plate-like member of the arm 20 that is connected to the connecting rod 42. The arm 20 and the probe 40 are connected by passing the pin 43 through the through hole 42-2 of the connecting rod 42 and the long hole 20-2 of the arm 20 and crushing both ends of the pin 43. The reason why the long hole 20-2 is elongated in the extending direction of the arm 20 will be described later.

  The measuring element 40 is held by a holder 12 attached to the base 10 so as to reciprocate along the main surface of the base 10. In other words, the holder 12 holds the measuring element 40 in a reciprocating manner by inserting the connecting rod 42 of the measuring element 40 into a through hole provided therein. The arm 20 is installed on the base 10 in a state of being connected to the measuring element 40.

  As described with reference to FIG. 3, the seismometer 1 is installed such that the dome-shaped head of the screw body 41 of the probe 40 is in contact with the column. At the time of installation, by adjusting the screwing amount of the screw body 41 with respect to the connecting rod 42, the dome-shaped head is set so as to contact the side surface of the column.

  In FIG. 4A, assuming that the base 10 is attached to the beam so that the dome-shaped head of the probe 40 abuts the side surface of the column, the column is moved to FIG. When it swings as shown, the probe 40 is pushed by the column and moves to the right by the amount the column has swayed. As a result, the arm 20 connected to one end of the measuring element 40 is pushed, and the arm 20 rotates clockwise around the center of the bearing 21-1.

  A tension spring 13 is provided between the base 10 and the arm 20 at a position close to the connecting portion between the arm 20 and the measuring element 40. The tension spring 13 is for returning the arm 20 rotated clockwise to the position before rotation when the pressing force on the measuring element 40 is lost. As a result, when the column swings in the opposite direction following the swing in the direction shown in FIG. 2 due to the earthquake, the arm 20 connected to one end of the measuring element 40 is pulled by the tension spring 13, and the arm 20 is connected to the bearing 21-1. It rotates counterclockwise around the center. In this way, the arm 20 also reciprocates due to the shaking of the pillar accompanying the earthquake. The reason why the hole for passing the pin 43 in the arm 20 is the long hole 20-2 is as follows. That is, the pin 43 is integral with the connecting rod 42 of the measuring element 40, and in order to smoothly rotate the arm 20 by the reciprocating movement of the measuring element 40, the pin 43 is moved by the reciprocating movement of the measuring element 40. This is because it is necessary to allow a slight shift in the extending direction.

  The lateral displacement at the connecting portion between the arm 20 and the measuring element 40 is amplified by the arm 20 and the recording means 24 held at the tip of the arm 20 reciprocates. The rotation range of the arm 20 is regulated by the guide plate 50.

  As shown in FIG. 7, the guide plate 50 is a substantially U-shaped plate-like member having leg portions 50-1 on both end sides. Each of the center portion and the leg portion 50-1 of the guide plate 50 is provided with a through hole for passing a screw.

  Returning to FIG. 4, the guide plate 50 is attached to the base 10 after the assembly of the arm 20 and the measuring element 40 is installed on the base 10. That is, in a state where the arm 20 is positioned between the two legs 50-1 of the guide plate 50, the legs 50-1 are attached to the base 10 with screws toward the main surface side of the base 10, so that the base 10 A space is formed between the main surface and the guide plate 50. The height of the leg portion 50-1 is set so that the surface side of the arm 20 installed along the main surface of the base 10 does not contact the inner surface side of the guide plate 50. On the other hand, the interval between the two leg portions 50-1 defines the rotation range of the arm 20.

  In the event of an earthquake, the recording means 24 held by the recording unit holder 23 also reciprocates as the arm 20 reciprocates. A recording plate 30 is detachably attached to the base 10 in the reciprocating rotation range of the recording means 24 on the main surface of the base 10.

  As shown in FIG. 8, the recording plate 30 has a long hole 30-1 as a hole through which a mounting screw is passed. Thereby, recording on the recording plate 30 by the recording means 24 can be performed a plurality of times. FIG. 8 shows a recording plate 30 having recording areas 30A, 30B, and 30C so that recording can be performed three times. For example, when recording is performed on the recording area 30A, the mounting screws are loosened, the recording plate 50 is moved slightly upward, and the mounting screws are tightened again. For this purpose, it goes without saying that the long hole 30-1 is actually made longer than that shown in FIG. The material of the recording plate 30 is determined by what is used for the recording means 24. For example, in the case of a pencil, it may be a sheet of paper pasted on a plate material. In any case, the recording areas 30A, 30B, and 30C are preferably provided with a scale in units of 1 mm (or an angular scale in units of 1 to several degrees), for example.

  As described with reference to FIG. 3, the base 10 is attached to the beam in the joint portion with screws or the like. The upper end of the base 10 is provided with screw holes 10-4 at two locations. In order to bring the dome-shaped head of the probe 40 into contact with the side surface of the column, it is necessary to attach the upper portion of the base 10 to the rear surface of the beam. In order to position the dome-shaped head of the measuring element 40 closer to the center of the column, the upper portion of the base 10 may be crank-shaped as shown by a one-dot chain line in FIG.

  FIG. 4A shows a state after the assembly as the seismometer 1 and shows the arm 20 at the center of its reciprocating rotation range for convenience. However, actually, the arm 20 is rotated to a position regulated by the guide plate 50 by the tension spring 13. In order to place the arm 20 at the center of its reciprocating rotation range, a positioning pin 15 shown in FIG. 4B is used.

  The positioning pin 15 includes a knob 15-1 and a male screw 15-2. The central portion of the guide plate 50 and the arm 20 are each provided with a through hole for inserting the male screw 15-2, and the base 10 is cut with a female screw 10-5 into which the male screw 15-2 is screwed. ing. After assembling as the seismometer 1, the male screw 15-2 of the positioning pin 15 is screwed into the female screw 10-5 of the base 10 through the through hole of the guide plate 50 and the through hole of the arm 20 in the state shown in FIG. Enter. FIG. 4B shows a state where the arm 20 is held by the positioning pin 15. Carrying as a product is carried out in this state, but the recording means 24 is usually attached after installation at the joint.

  The installation method of the seismometer 1 is as follows.

  The base 10 of the seismometer 1 assembled as shown in FIG. 4 (b) is attached and fixed to the beam in the joint portion of the wooden building. Subsequently, the screwing amount of the screw body 41 in the measuring element 40 is adjusted so that the dome-shaped head portion of the screw body 41 is in contact with the side surface of the column in the joint portion. Thereafter, when the positioning pin 43 is removed, the arm 20 is held in the state shown in FIG.

  Next, the reason why the two through holes 20-1 are provided in the arm 20 will be described.

  The distance from the rotation center of the arm 20 to the connecting portion between the arm 20 and the measuring element 40 is L1, and the distance from the rotation center of the arm 20 to the center of the recording means 24 is L2. In this case, if the displacement amount at the center of the connecting portion between the arm 20 and the measuring element 40 is D1, the displacement amount D2 at the center of the recording means 24 is amplified to D2 = D1 × (L2 / L1).

  In the present embodiment, two types of distance L1 can be set by providing the through hole 20-1 for mounting the shaft portion 21 constituting the shaft support portion of the arm 20 and the bearing 21-1 at two locations. As a result, the amplification degree (L2 / L1) can be set to two types, for example, 10 times or 5 times.

  When a roll due to an earthquake occurs in the installation state as shown in FIG. 4, the shake is recorded on the recording plate 30 as a deformation amount by the recording means 24 in accordance with the amount of the shake. In the present embodiment, the maximum scale of the swing width is read as the maximum deformation amount.

  At least one seismometer 1 as described above is installed inside the building, does not require electric power, measures a small amount of deformation (angle) associated with an earthquake without requiring a simple configuration and complicated operation and setting. Can be recorded. The seismometer 1 also measures and records the actual amount of deformation, so that it is possible to make a more quantitative judgment without causing individual differences such as visual observation when judging damage to a building.

  In addition, when it is considered that the maximum deformation amount (corner) is different everywhere in the building, it is desirable to install seismometers on the first and second floors if possible. Also, since it is a long-term measurement, it is desirable to install it where the scale is easy to check.

  The seismometer 1 does not require electric power, but an electric system may be combined to display an alarm. This is because, for example, some customers may be required to display a warning such as lamp lighting or an alarm when the rolling due to the earthquake exceeds the standard of the swing width set in the building. A simple example of such an alarm display will be described as follows.

  Between the base 10 and the arm 20 in FIG. 4, a contact switch or a non-contact switch that is turned on when the swing width of the arm 20 exceeds a predetermined value is installed. The alarm display uses the electric signal accompanying the ON operation of the contact or non-contact switch as it is or after amplification. The alarm display may be performed by installing alarm display means on the seismometer 1 itself, or the alarm display means may be installed at a place different from the place where the seismometer 1 is installed, for example, in the living room, and the seismometer and alarm display means. May be performed by wireless or wired connection. Moreover, although it is preferable to use a battery as a power source in consideration of a power failure, a commercial power source may be used. The electrical signal associated with the ON operation may be used other than the alarm display.

  By the way, the seismometer according to the present invention is not only used as a means for measuring and recording the amount of deformation of a building accompanying an earthquake in the above-described form, but also a seismic diagnosis system for wooden buildings proposed by the present inventors. When used together, it can be used as an element for detecting the acceleration of roll acting on a wooden building during an earthquake.

  With reference to FIGS. 9-18, the earthquake-proof diagnostic system of the wooden building proposed by the present inventors is demonstrated.

  FIG. 9 is a block diagram showing the configuration of the seismic diagnosis system proposed by the present inventors, which is used in combination with the above-described seismometer. The calculation of various indexes described below is for a newly-built wooden building unless otherwise specified as “used”, but can be applied to a used wooden building as well. In addition, the phrase “dynamic” is attached to various indexes, which is a value obtained by using a measurement signal obtained as a result of forcibly vibrating a wooden building (hereinafter abbreviated as “building”). Therefore, it is intended that it should be distinguished from a so-called “static” value calculated only with a fixed value.

  In this seismic diagnosis system, an arbitrary wave oscillator 411 that generates a frequency-variable vibration signal, a power amplifier 412 that amplifies the vibration signal, and an amplified vibration signal from the power amplifier 412 vibrates the building. Horizontal vibration exciter 420, first, second, and third vibration detectors 421, 422, and 423 that detect acceleration of roll vibration while being excited by horizontal vibration exciter 420, and detection thereof First, second, and third amplifiers 413, 417, and 424 for amplifying signals, and first, second, and third A / D converters that convert detection signals that are analog signals into digital acceleration signals 414, 418, 425, an analyzer 415, and a parameter input unit 419. The vibration detector is used as a means for detecting acceleration and speed. In the following, a case where acceleration is detected will be described, but speed may be detected.

In the case of a two-story building, as shown in FIG. 10, the horizontal vibration exciter 420 and the first to third vibration detectors 421 to 423 are arranged on the upper surface of the building foundation 401, that is, from the floor surface of the first floor. In particular, the third vibration detector 423 is installed at a position corresponding to the center of gravity of the building 400 or a position near the horizontal vibration exciter 420 installed in the vicinity thereof. _{W i} shown in FIG. 10 is a unit of the building 400 by weight (load) (KN / ^{m 2),} the case of two-story building, the top surface from the predetermined height of the building foundation 401 _h 1 (m), where weight of h / 2 (m) above the building 400 than the height of treated as unit weight _{W i} of 1 m ² per building 400.

  The seismic diagnosis system introduces a horizontal vibration exciter 420 to positively vibrate the building 400. Therefore, the horizontal vibration exciter 420 is installed at the north end, the south end, and the intermediate portion of the floor of the second floor of the building while giving a vibration that generates a vibration in the X direction (east-west direction). While measuring with the first, second, and third vibration detectors, it was installed at the east end, the west end, and the middle of these while giving vibrations that would generate a shake in the Y direction (north-south direction). Measurement is performed by the first, second, and third vibration detectors. To simplify the explanation, the X direction is the east-west direction, and the Y direction is the north-south direction. However, if the building has a long rectangular cross-section, or four walls face the east-west, north-south direction. Is not limited. In this case, the excitation by the horizontal vibration exciter 420 is performed so as to act at right angles to the wall.

  FIG. 11 is a plan view showing how the horizontal vibration exciter 420 and the first to third vibration detectors 421 to 423 shown in FIG. 10 are installed. FIG. 11 shows a case where the horizontal vibration exciter 420 excites in the X direction. In this case, the first and second vibration detectors 421 and 422 are installed at the north end and the south end of the second floor of the building, respectively, and the horizontal motion installed at or near the center of gravity of the building 400. A third vibration detector 423 is installed at an intermediate position near the exciter 420. That is, the first to third vibration detectors 421 to 423 are arranged in parallel in the Y direction (north-south direction). On the other hand, when the horizontal vibration exciter 420 vibrates in the Y direction, the first and second vibration detectors 421 and 422 are installed at the east end and the west end of the second floor, respectively. A third vibration detector 423 is installed at an intermediate position near the vibrator 420. That is, the first to third vibration detectors 421 to 423 are arranged in parallel in the X direction.

  The seismic diagnosis system is a three-channel type including three vibration detectors, but may be a two-channel type that is cheaper than the three-channel type, that is, two vibration detectors. For the Y direction in FIG. 11, the acceleration detection signal necessary for the analysis is a combination of the first and second vibration detectors 421 and 422 when the north wall and the south wall are to be analyzed. When it is necessary to analyze the north side wall, the south side wall, and the floor between them, it can be obtained by a single measurement operation by arrangement, and the combined arrangement of the first and third vibration detectors 421 and 423 This is because it can be obtained by the measurement work by the measurement work by the combination arrangement of the second and third vibration detectors 422 and 423. In other words, in the case of analyzing the north wall and the south wall and the floor between them, in the case of the three-channel type in FIG. 11, the vibration and measurement work by the horizontal vibration exciter 420 is performed once. That's it. On the other hand, in the case of the two-channel type, two vibration detectors are arranged at positions 421 and 423 (both shown by solid lines) in FIG. 11 to perform excitation and measurement, and then two vibration detections are performed. The detector can be changed to positions 422 and 423 (both shown by solid lines) in FIG. In this case, the floor between the north wall and the south wall will overlap, but one value may be adopted. The same applies to the X direction.

  Therefore, only the combination of the first and third vibration detectors 421 and 423 in FIG. 11 will be described below. In this case, each index to be described later is calculated for the north wall of the building using the detection signal of the first vibration detector 421, and the north wall and the south side are calculated using the detection signal of the third vibration detector 423. It means that it is calculated for the floor between the walls.

  Next, the seismic performance diagnosis by this seismic diagnostic system will be described. The following earthquake resistance performance diagnosis is performed based on an analysis processing program (earthquake resistance diagnosis program) for earthquake resistance performance diagnosis installed in the storage device of the analyzer 415. Therefore, the analyzer 415 is realized by a personal computer, particularly a portable type personal computer, and reads an analysis processing program from a storage device and executes analysis processing in the case of seismic diagnosis. In this case, the parameter input unit 419 is realized by a keyboard. The amplifier and the A / D converter may be built in the analyzer.

  As shown in FIG. 11, the first vibration detector 421 installed at the north end of the second floor of the building and the second vibration detector 422 installed at the south end of the second floor of the building Acceleration caused by the east-west swing caused by the machine 420 is detected. The acceleration detection signals from the first and second vibration detectors 421 and 422 have accelerations of various frequency components. The acceleration detection signals detected by the first and second vibration detectors 421 and 422 are amplified by the first and second amplifiers 413 and 417 and digitalized by the first and second A / D converters 414 and 418, respectively. It is converted into a signal and given to the analyzer 415. The analyzer 415 performs signal processing and analysis processing based on the analysis processing program as described above.

  When the output signals of the first and second A / D converters 414 and 418 are respectively A (t) and B (t), the analyzer 415 performs Fourier transform according to the following equation 1 as signal processing.

The analyzer 415 also performs frequency analysis on the processed signals S _A (f) and S _B (f) as analysis processing, and analyzes the relationship between the frequency component and the acceleration value in each acceleration detection signal. To do. Then, as shown in FIG. 12, the acceleration value shows a peak value at a specific frequency. The frequency for the called natural frequency (resonant frequency), the analyzer 415 detects the natural frequency f _m as a dynamic natural frequency (dynamic resonance frequency).

Here, as described with reference to FIG. 11, in the case of measuring vibrations oscillating in the east-west direction, from the first and second acceleration detection signals that are the outputs of the first and second vibration detectors 421 and 422. The same dynamic natural frequency (however, the acceleration peak value is often different) will be detected. This is the dynamic natural frequency f _mX in the X direction (east-west direction). This detected value is stored in a storage device.

When the measurement is finished for the vibration swaying in the east-west direction, the first and second vibration detectors 421, 422 are moved to the east end and the west end, respectively. The first vibration detector 421 installed at the east end of the second floor of the building and the second vibration detector 422 installed at the west end of the second floor of the building are shaken in the north-south direction by the horizontal vibration exciter 420. Acceleration caused by is detected. As a result, by the signal processing and the analysis processing similar to the above, the analyzer 415 performs dynamic inherent in the Y direction (north-south direction) from the first and second vibration detectors 421 and 422 with respect to the vibration that swings in the north-south direction. The frequency f _mY is detected and stored in the storage device.

In the following, various calculations are performed using the dynamic natural frequency f _mX in the X direction and the dynamic natural frequency f _mY in the Y direction obtained as described above, but the calculation using the dynamic natural frequency f _mX is performed. Since the calculation using the dynamic natural frequency f _mY is the same, the dynamic natural frequency f _m will be described in order to simplify the description. Therefore, the following description can be applied to any of various calculations related to the X direction and various calculations related to the Y direction.

Now, the analyzer 415 calculates the required strength of the building by performing a predetermined calculation process, as an index required for earthquake resistance diagnosis using dynamic natural frequency f _m of the least dynamic wall Calculate the rate, dynamic stiffness, yield strength, acceleration, and dynamic score. Hereinafter, these calculation methods will be described.

  As for the Y direction in FIG. 11, as described above, the north side of the building using acceleration detection signals from two vibration detectors arranged at positions 421 and 423 (both shown by solid lines) in FIG. The above indices for the floor between the wall (upper side in FIG. 11), the north wall, and the south wall are calculated. As for the X direction, for example, the east wall of the building (right side in FIG. 11) and the east side using acceleration detection signals from two vibration detectors 421 (shown by broken lines) and 423 in FIG. The above indices for the floor between the wall and the west wall are calculated.

1. Calculation of Necessary Strength of Buildings Necessary strength of buildings is a numerical value indicating how much effective members such as load-bearing walls are necessary for the building. The analyzer 415 calculates the necessary strength by the following formula (1) Or it calculates based on (2).

Necessary proof stress Qr1 = Co × Wi × S × K1 (1)
Necessary yield strength Qr2 = S x Necessary yield strength coefficient (2)
Formula (1) is a formula defined by the Building Standard Law, with a layer shear force coefficient Co (= 0.20), a unit weight Wi (KN / m ² ) of the building, and a first floor area S (m of the building). ² ) A simplified formula using the reduction factor K1 depending on the building shape. The unit weight Wi and the reduction factor K1 are determined with reference to FIG. For example, in the case of a two-story lightweight roof in a general area, the unit weight Wi is 3.67. Although FIG. 14 is described on page 65 of Non-Patent Document 2, the unit weight Wi may be calculated separately according to the actual condition of the building specifications. Non-patent document 3 describes the reduction factor K1 due to the building shape.

  Equation (2) is described in Non-Patent Document 3, and the required yield coefficient is determined with reference to FIG. For example, the required strength coefficient of a two-story building for general diagnosis is 0.83 in FIG. 15, and the required strength coefficient of a two-story building for precise diagnosis is 0.72 in FIG. The general diagnosis and precise diagnosis in FIG. 15 are described in Non-Patent Document 3.

  The specifications necessary for the above calculation are all input from the parameter input unit 419. And since all the specifications used for said calculation are fixed values, the value obtained is a so-called static proof stress.

2. Calculation of Building Dynamic Wall Ratio The dynamic wall ratio is a multiple of the building wall ratio (wall magnification), and the analyzer 415 calculates this to determine whether the building walls need to be reinforced. Used to determine

Analyzer 415, using a dynamic natural frequency f _m which is obtained by using the acceleration detection signal, a dynamic Kaberitsu is calculated based on the following equation (3).

Dynamic wall ratio Md = (f _m /4.98) ² (3)
This expression (3) is derived as follows.

In general, there is a relationship of g = (2πf ₀ ) ² between the acceleration of gravity g = 980 (cm / sec ² ) and the natural frequency f ₀ (Hz) of the building. From this equation, f ₀ = √980 / 2π = 4.98 (Hz), and the natural frequency 4.98 (Hz) of the earthquake-resistant class I building is obtained, and the dynamic natural frequency f obtained by measuring the building is obtained. _The dynamic wall ratio Md is obtained from _m (Hz).

  The dynamic wall ratio Md is a numerical value (magnification) representing the excess or deficiency of the wall amount of the building. The numerical value larger than 1.0 indicates that the building has a larger wall amount and higher earthquake resistance, and the numerical value is 1.0. The smaller the value, the smaller the amount of walls and the lower the seismic performance. In other words, the seismic performance of the building can be understood by the magnitude of the numerical value, and as described below, it is possible to compare the seismic classes I, II, III defined by the Building Standard Law with the dynamic score Hd described later.

Seismic rating I II III
Safety magnification 1.0 1.25 1.5
Dynamic wall ratio Md 1.0 1.5 2.0
Dynamic rating Hd 1.0 1.25 1.5
When the dynamic wall ratio is smaller than 1.0, in the case of a wall, mainly the wall, bracing, etc. In the case of the floor, the beam, floor board, etc. are mainly reinforced to exceed 1.0. To.

3. Calculation of dynamic stiffness (spring constant) at the time of building damage limit The analyzer 415 uses the dynamic wall ratio Md calculated in the above item 2 to calculate the Y direction (north-south direction) or X direction (east-west direction) of the building. The dynamic stiffness Kd (KN / cm) is calculated based on the following formula (4).

Dynamic rigidity Kd = 1.96 × 120 × R × Md × S / h (4)
Formula (4) is derived by adding the dynamic wall ratio Md to the formula for deriving the rigidity of a general building. Substituting the standard proof stress 1.96 (KN) and the displacement angle 1/120 (rad). ing. As described above, h is the floor height (cm) from the upper surface of the building foundation to the second floor. R is a required wall rate determined by the Building Standard Law, and is determined with reference to FIG. FIG. 16 shows the amount of walls stipulated in the Building Standards Act (the Act on Promotion of Housing Quality Assurance: Ministry of Construction Notification No. 1654, 2000 based on Article 3, Paragraph 1) (Refer nonpatent literature 4). As an example with reference to FIG. 16, a value of 0.36 (m / m ² ) for a light roof made of a two-story lightweight material and a value of 0.46 (m / m ² ) for a heavy roof made of a heavy material. Is stipulated.

  The dynamic stiffness Kd represents the bending strength of the building, that is, the strength at which the building is not deformed by an external force, and the degree of difficulty of deformation. The larger the value, the harder it is to deform and the higher the earthquake resistance performance, the smaller the value. Represents a building that is easily deformed and has low seismic performance. The dynamic rigidity Kd varies in proportion to the size of the dynamic wall ratio Md. The analyzer 415 outputs a determination result that the reinforcement is necessary when the dynamic rigidity Kd is small.

4). Calculation of strength of building at the time of damage limit Building strength of building is a numerical value that indicates how many members are effective for earthquakes such as load-bearing walls. Using the calculated dynamic stiffness Kd, the retained strength is calculated based on the following equation (5).

Holding strength Qkd1 = Kd × Δx (5)
Δx is the displacement {= h / 120 (cm)}.

  The holding strength Qkd1 (KN) is the strength of the building against earthquakes. The larger the value, the stronger the building and the stronger the earthquake resistance. The smaller the number, the weaker the building and the lower the earthquake resistance. Represent. The retained yield strength Qkd1 varies in proportion to the magnitude of the dynamic stiffness Kd. The analyzer 415 outputs a determination result that there is a need for reinforcement when the retained strength Qkd1 is small.

5. Calculation of acceleration at the time of building damage limit The analyzer 415 calculates the acceleration α (gal) in the Y direction (north-south direction) or X direction (east-west direction) of the building using the holding strength Qkd1 calculated in item 4 above. It calculates based on the formula (6).

Acceleration α = {Qkd1 / (S × Wi)} × 980 (6)
The acceleration α is a numerical value representing the magnitude of the earthquake. The larger the acceleration value, the higher the earthquake resistance performance, and the lower the acceleration value, the lower the earthquake resistance performance. The acceleration α varies in proportion to the magnitude of the retained yield strength Qkd1. The analyzer 415 outputs a determination result that the reinforcement is necessary when the acceleration α is small.

6). Calculation of the strength reduction coefficient at the safety limit of a building The strength reduction coefficient of a building is a numerical value that represents the rate at which the acceleration value regarded as plasticity at the safety limit is reduced from the acceleration value regarded as elasticity at the safety limit. The analyzer 415 calculates the proof stress reduction coefficient based on the following equation (7) using the acceleration α calculated in the item 5 above.

Yield reduction coefficient d = (α + 200) / (4 × α) (7)
Equation (7) is an acceleration value (α + 200) (gal) regarded as plasticity at the safety limit with reference to FIG. 13 showing the acceleration-deformation (displacement) characteristics of the wooden building. It is derived by dividing by the acceleration value 4 × α (gal) regarded as. That is, from FIG. 13, (α + 200) is a value obtained by adding an acceleration value α (gal) at the damage limit to an increase 200 (gal) of the plastic curve acceleration value at the safety limit, and (4 × α) is damage. The acceleration value α (gal) at the limit is multiplied by 120/30 = 4 times the increase in the elastic linear acceleration value at the safety limit.

7). Calculation of the building strength at the safety limit of the building The building holding strength is a numerical value indicating how much the building has an effective member for earthquakes such as a bearing wall. The holding strength at the safety limit is calculated based on the following formula (8) using the holding strength Qkd1 calculated in step 1 and the strength reduction coefficient d calculated in item 6.

Holding strength Qkd2 = Qkd1 × d × (120/30)
= Kd × Δx × d × (120/30) (8)
Expression (8) is based on the calculation formula (5) of the retained yield strength Qkd1 at the damage limit {displacement angle 1/120 (rad)} described in item 4, and the safety limit {displacement angle 1/30 (rad)}. This is derived from the yield strength reduction coefficient d of the building and the converted value 120/30 = 4 of the displacement amount. A calculation example of the building strength reduction coefficient d is shown in FIG.

8). Calculation of deterioration coefficient in the case of a used house The deterioration coefficient of a used house is a numerical value obtained by visually determining the deterioration state of each part of the building, and the deterioration coefficient is expressed by the following equation (9).

Deterioration coefficient before renovation (J x E x D) = 0.62
Deterioration coefficient after renovation (J x E x D) = 0.71 (9)
Equation (9) uses the general earthquake resistance diagnosis software of the Japan Building Disaster Prevention Association to calculate the reduction factor J of the building foundation and joints, the floor specification and eccentricity reduction factor E of the building, and the visual deterioration degree D of the building. Thus, it is derived from the average value (see FIG. 18) of the result of actually analyzing before and after the refurbishment of six used houses.

  The analyzer 415 calculates the calculated possession strength Qkd1 of the building at the time of the damage limit, the deterioration factor 0.62 before renovation of the used house obtained by the above method, and the deterioration coefficient 0.71 after renovation of the used house. Using the following equation (10), the holding strength Qkd3 (KN) before renovation of a used house and the holding strength Qkd4 (KN) after renovation of a used house are calculated.

Qkd3 = Qkd1 × 0.62
Qkr4 = Qkd1 × 0.71 (10)
9. Calculation of building dynamic score The building dynamic score is a safety factor of the strength of the building against an assumed earthquake, and the analyzer 415 calculates the dynamic score based on the following equation (11). calculate.

Dynamic score at damage limit Hd1 = Qkd1 / (Qr1 or Qr2)
Dynamic score at safety limit Hd2 = Qkd2 / (Qr1 or Qr2)
Dynamic rating Hd3 = Qkd3 / (Qr1 or Qr2)
Dynamic rating after refurbishment of a used house Hd4 = Qkd4 / (Qr1 or Qr2)
(11)
The dynamic score is calculated by dividing the possession strength of the building (the strength actually possessed by the building) Qkd (KN) by the required strength of the building (design strength required for the building) Qr1 or Qr2 (KN). can get. In other words, dividing the possessed yield strength Qkd1 at the damage limit by the required yield strength Qr1 or Qr2 gives the dynamic rating Hd1 at the damage limit of the new house, and dividing the retained yield strength Qkd2 at the safety limit by the required yield strength Qr1 or Qr2 A dynamic score Hd2 at the safety limit of the house is obtained. Similarly, dividing the holding strength Qkd3 before renovation of the used home by the required strength Qr1 or Qr2 gives a dynamic score Hd3 before refurbishment of the used home, and the retained strength Qkd4 after the renovation of the used home is obtained as the required strength Qr1 or Dividing by Qr2 gives a dynamic score Hd4 after refurbishment of a used house.

  Needless to say, it is desirable that the dynamic score is 1 or more, and if a diagnosis result that the dynamic score is smaller than 1 is obtained, reinforcement is made so that the dynamic score becomes 1 or more depending on the degree. Will be given. The reinforcement can be implemented in various forms such as wall reinforcement, bracing reinforcement, beam reinforcement, floor board reinforcement, and replacing a heavy roof with a light roof (for example, replacing a tile).

  By the way, in Non-Patent Document 3, in the method that does not evaluate the hanging wall / waist wall in detail, the proof strength of other seismic elements is 25% in the required proof strength Qr of the building in consideration of the hanging wall / waist wall and the frame effect. It is described that the yield strength Pe is calculated as Pe = 0.25 × Qr using a coefficient.

On the other hand, the natural frequency 4.98 (Hz) of the earthquake-resistant class I building used in “2. Calculation of the dynamic wall ratio of the building” does not take into account the drooping wall / waist wall and frame effect. In the case of considering the drooping wall / waist wall and frame effect, the above-mentioned coefficient of 25% should also be considered for the natural frequency 4.98 (Hz) of the building. And the natural frequency f _m1 of a building of earthquake resistance class I when considering the above 25% coefficient is
f _m1 = (1 + 0.25) ^1/2 × 4.98
= 5.57 (Hz)
It becomes.

Therefore, when the drooping wall / waist wall and the frame effect are taken into consideration, the calculation of the dynamic wall ratio of the building is Md = (f _m /4.98) used in “2. Calculation of the dynamic wall ratio of the building”. instead of ^2, Md calculates '= (f _m /5.57) ² dynamic Kaberitsu Md with', it is desirable to determine the presence or absence of a need for reinforcement against the wall of a building from the calculation results. In this case, Md ′ is substituted for the dynamic stiffness Kd in “3. Calculation of dynamic stiffness (spring constant) at the time of building damage limit” described above instead of Md in the above-described equation (4). To calculate. The operation after “4. Calculation of retained strength at the time of building damage limit” is exactly the same.

  The above is the seismic diagnosis system proposed by the present inventors.

  Below, the method of detecting the acceleration which acted on the wooden building using the seismometer by this invention and said earthquake-resistant diagnostic system together is demonstrated. In order to make the explanation easy to understand, it is assumed that the earthquake-resistant diagnosis is performed on the building A in one area and the building B in another area by the above-described earthquake-resistant diagnosis system.

  In particular, when calculating the acceleration in the above item 5, for the building to be diagnosed, for example, the acceleration at a deformation angle of 1/120 (rad) is calculated, and the horizontal axis is the deformation angle (quantity) and the vertical axis is the acceleration. The angle-acceleration characteristic is determined in advance.

  Here, it is assumed that as a result of the seismic diagnosis for the building A in a certain area, the acceleration is 200 (gal) at a deformation angle of 1/120 (rad) (h = 3 m and equal to the deformation amount of 2.5 cm). On the other hand, as a result of the seismic diagnosis for the building B in another area, it is assumed that the acceleration is 180 (gal) at a deformation angle of 1/120 (rad) (h = 3 m and equal to the deformation amount of 2.5 cm).

  In this case, the deformation amount-acceleration characteristic for the building A is determined as an approximate straight line in FIG. 19 using numerical values of a deformation angle of 1/120 (rad) and an acceleration of 200 (gal). On the other hand, the deformation amount-acceleration characteristic for the building B is determined as an approximate straight line in FIG. 20 using numerical values of a deformation angle of 1/120 (rad) and an acceleration of 180 (gal). Note that the vertical axis of these deformation amount-acceleration approximate characteristics indicates seismic intensity corresponding to the acceleration.

  When the earthquake-resistant diagnosis by the earthquake-resistant diagnosis system is completed, the earthquake-resistant diagnosis system is removed. And the seismometer 1 mentioned above is each installed in the joint part of the building A of a certain area, and the building B of another area.

  After the seismometer 1 is installed, for example, an earthquake with a seismic intensity of about 5 occurs, and the maximum deformation amount of 2 cm is measured and recorded by the seismometers of buildings A and B, respectively.

In this case, for buildings A, the amount of deformation of 19 - the acceleration approximation characteristics, by applying the recorded deformation of 2 cm, as shown in FIG. 21, the acceleration alpha _A acting on the buildings A, alpha _A = 200 × (2.0 / 2.5) = 160 (gal). On the other hand, for the building B, by applying the recorded deformation amount of 2 cm to the deformation amount-acceleration approximate characteristic of FIG. 20, as shown in FIG. 22, the acceleration α _B acting on the building B is expressed as α _B = It can be calculated as 180 × (2.0 / 2.5) = 144 (gal).

  In both areas where Building A and Building B are located, the seismic intensity based on the Earthquake Early Warning is announced as 5, but it is possible to know how much the actual acceleration has been applied so far. There wasn't.

  On the other hand, when the seismometer according to the present invention is used in combination with the above-mentioned seismic diagnosis system by the present inventors, the acceleration can be easily calculated, and this acceleration can be used to determine whether to reinforce the building thereafter. can do.

  In addition, as an earthquake-resistant diagnostic system that can be used in combination with the seismometer according to the present invention, the earthquake-resistant diagnostic system disclosed in Patent Document 1 and Patent Document 2 can be cited in addition to the above-mentioned earthquake-resistant diagnostic system.

  In the description of the seismic diagnosis system described above, the case where the present invention is applied to a two-story wooden building has been described. However, the present invention can also be applied to a three-story wooden building. The detector is installed on the floor of the second floor for analysis. In addition, even if it is a one-story building, that is, a one-story building, for example, a large one-story building such as a temple or shrine, a horizontal vibrator and vibration detector are installed on the ceiling beam for analysis. It can be performed.

DESCRIPTION OF SYMBOLS 10 Base 12 Holder 15 Positioning pin 20 Arm 21 Shaft part 21-1 Bearing 22 Joint 23 Recording part holder 24 Recording means 30 Recording plate 40 Measuring element 41 Screw body 42 Connecting rod 50 Guide plate 400 Wooden building 401 Building foundation 420 Horizontal motion Exciters 421, 422, 423 First, second and third vibration detectors

Claims (9)

A seismometer that is installed in a place where it is easy to measure the deformation of a building and measures and records the deformation caused by the rolling of the building,
A measuring element that is installed so as to abut against a building component that deforms due to rolling and moves according to the deformation of the component;
An arm connected to the probe and rotating in accordance with the movement of the probe;
Recording means provided on the arm for recording the amount of rotation of the arm;
And holding the measuring element movably, pivotally supporting the arm rotatably, and a base having a recording area by the recording means,
The measuring element has a structure in which the length thereof can be adjusted. A shaft supporting portion for pivotally supporting the arm is located near one end side of the arm, and a connecting portion between the measuring element and the arm is close to the shaft supporting portion on the opposite side to the one end side; The seismometer according to claim 1, wherein the shaft support is configured to be set at a plurality of different locations with respect to the extending direction of the arm. The measuring element is composed of a male screw body having a dome-shaped head that comes into contact with a building component deformed by the roll and a rod-shaped body having a female screw into which the male screw body can be screwed. The seismometer according to claim 1 or 2 , characterized in that the length can be adjusted by means of. The recording means is provided at the other end opposite to the one end side of the arm via a leaf spring for setting the writing pressure, and a recording plate is attached to and detached from the base corresponding to the rotation range of the recording means. The seismometer according to claim 1 or 2 , wherein the seismometer is freely attached. 5. The seismometer according to claim 4 , wherein the recording plate is configured to be able to be shifted in the extending direction of the arm so that the recording plate can be recorded a plurality of times. A deformation amount-acceleration characteristic is given, in which a roll is given to the target wooden building, the deformation amount of the target wooden building caused by the roll is one axis, and the acceleration of the roll acting on the target wooden building is the other axis. Determining in advance for the target wooden building;
Installing a seismometer at a location where it is easy to measure the deformation of the target wooden building, measuring the amount of deformation during the actual earthquake, and recording,
Determining an acceleration corresponding to the recorded deformation amount using the determined deformation-acceleration characteristic;
Including
As the seismometer,
It is a seismometer that is installed in a place where it is easy to measure deformation of the target wooden building and measures and records the deformation due to rolling of the target wooden building,
A measuring element that is installed so as to abut against a structural member of a target wooden building that is deformed by rolling and moves according to the deformation of the structural member;
An arm connected to the probe and rotating in accordance with the movement of the probe;
Recording means provided on the arm for recording the amount of rotation of the arm;
And holding the measuring element movably, pivotally supporting the arm rotatably, and a base having a recording area by the recording means,
An acceleration detecting method, wherein the measuring element uses a seismometer whose length is adjustable. A shaft supporting portion for pivotally supporting the arm is located near one end side of the arm, and a connecting portion between the measuring element and the arm is close to the shaft supporting portion on the opposite side to the one end side; The acceleration detection method according to claim 6 , wherein the shaft support portion is configured to be set at a plurality of different locations with respect to the extending direction of the arm. The measuring element is composed of a male screw body having a dome-shaped head that comes into contact with a building component deformed by the roll and a rod-shaped body having a female screw into which the male screw body can be screwed. The acceleration detection method according to claim 6 or 7 , wherein the length can be adjusted by the method. The acceleration detection method according to claim 6, wherein a seismic diagnosis system is used in addition to the seismometer, and the seismic diagnosis system is configured by installing a horizontal vibration exciter on the second floor of the target wooden building. the roll and at least two vibration detectors for outputting a detection signal upon detection of acceleration of the vibration when vibrated, the at least two vibration detectors analyzing predetermined processing by receiving a detection signal from the Including an analyzer that performs
The deformation amount giving roll for the previous SL target wooden structures - the step of determining in advance for target wooden building acceleration characteristics, the target wooden building rolling is allowed by predetermined by the horizontal DoOkoshi exciter The deformation amount-acceleration characteristic is obtained from the step of deforming by the deformation amount, the acceleration obtained through the analyzer from the at least two vibration detectors when the predetermined deformation amount is deformed, and the predetermined deformation amount. acceleration detecting how to and executes in the obtaining step.

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