JP4986715B2 - Damage diagnosis system for buildings - Google Patents

Description

  The present invention relates to a damage diagnosis system for diagnosing a damage situation when a building is damaged by an earthquake.

  Conventionally, a seismic performance diagnosis system is known in which seismic waves of large earthquakes that occurred in the past are input to building structure data, the amount of deformation of the building is calculated, and the earthquake resistance of the building is evaluated (Patent Document 1, 2 etc.).

This seismic performance diagnosis system diagnoses seismic performance for houses at the design stage before construction or after construction, strengthens seismic performance, calculates asset value or repair costs at the time of disaster, etc. Has been used to.
JP 2007-42051 A JP 2003-147970 A

  On the other hand, in the event of a major earthquake, a housing maker with many customers may be required to quickly grasp the customer's damage situation and give priority to responding to damaged houses. .

  However, there are many cases where it is impossible to contact the customers of damaged houses in the confusion after the earthquake. There is a risk that the response will be delayed.

  In addition, even if we go to the site without predicting the damage situation, it takes time to grasp the actual situation, so if many buildings are damaged, we may not be able to respond quickly to customer requests. There is also.

  Therefore, the present invention provides a building damage diagnosis system that can accurately and remotely grasp the situation that a building has been damaged by an earthquake, and that can prioritize and respond quickly according to the extent of the damage. The purpose is that.

  In order to achieve the above object, the building damage diagnosis system of the present invention is a building damage diagnosis system for diagnosing the damage situation of a plurality of buildings due to an earthquake, and is attached to each building and measures seismic waves at that point. A deformation amount calculation that calculates a deformation amount of the building from the seismic wave measurement unit, the receiving unit that receives the seismic wave transmitted from the seismic wave measurement unit, and the received seismic wave and the structure data of the building from which the seismic wave was detected And a priority order calculation unit for ranking the magnitude of deformation amount for each building calculated by the deformation amount calculation unit.

  Here, the deformation amount of the building may be an interlayer deformation amount.

  Moreover, it is preferable to provide an index part calculation unit that calculates a part where the damage status can be confirmed by the appearance of the building for each building.

  In the building damage diagnosis system of the present invention configured as described above, a seismic wave measuring unit for measuring seismic waves is attached to each building, the seismic wave is received by the receiving unit, and the deformation amount of the building due to the earthquake is measured. calculate. Then, a priority order calculation unit that ranks the calculated deformation amounts in order of size is provided.

  For this reason, it is possible to accurately and quickly predict the damage status of a building while being in a remote area, and to rank the magnitude of the damage, so it is possible to respond quickly from the building with the most damage. .

  In addition, if the location where the damage status of the building can be confirmed is calculated in advance by the index part calculation unit before going to the site, the damage status can be quickly confirmed visually by looking at the site of the building on site. it can.

  The best mode for carrying out the present invention will be described below with reference to the drawings.

  FIG. 1 is an explanatory diagram for explaining a schematic configuration of a disaster diagnosis system 1 according to the present embodiment, and FIG. 2 is a block diagram for explaining a configuration of a management side device 4 of the disaster diagnosis system 1.

  First, the configuration will be described with reference to FIG. 1. The damage diagnosis system 1 includes a seismometer 2A-2C as a seismic wave measuring unit installed for each unit building 5A-5C as a building, and the seismometer 2A- It is mainly composed of a network 3 as a communication network connecting 2C and the management-side device 4, and a management-side device 4 that ranks the damage statuses of a plurality of buildings and calculates index parts for confirming the damage status. .

  This seismometer 2A-2C is an accelerometer that is installed on the foundation of unit building 5A-5C or on the ground surface around it, and measures seismic acceleration.

  The network 3 can use the Internet or a dedicated line, and the ground surface observation waveform detected by the seismometers 2A-2C is located away from the construction site of each unit building 5A-5C such as the head office of a house maker. To the management side device 4 in the network.

  In addition, the management-side device 4 ranks the priority order calculating unit 41 that ranks the magnitude of damage of the plurality of unit buildings 5A-5C, and calculates an index part that calculates a visible damage position of the damaged unit building 5A-5C. The unit 42 is mainly configured.

  Next, the configuration of the management side device 4 will be described with reference to FIG.

  The management-side device 4 includes a receiving unit 43 as an interface for receiving seismic wave data transmitted via the network 3, a storage unit 45, and a deformation amount for calculating the deformation amount of each unit building 5A-5C during an earthquake. It is mainly configured by an interlayer deformation amount calculation unit 44 as a calculation unit, a priority order calculation unit 41, an index part calculation unit 42, and an output unit 46 that outputs an operation result and the like.

  The storage unit 45 includes a storage medium such as a hard disk drive, a magneto-optical disk drive, a ROM, or a RAM. The storage unit 45 stores a program for causing the interlayer deformation amount calculation unit 44, the priority order calculation unit 41, the index part calculation unit 42, and the like to perform calculations, data necessary for the calculation, and the like. The seismic wave data received by the receiving unit 43 can also be stored in the storage unit 45.

  Further, the interlayer deformation amount calculation unit 44 calculates the interlayer deformation amount as the deformation amount of each unit building 5A-5C. Here, the interlayer displacement S1-S3 (see FIG. 1), which is the horizontal displacement difference between the first floor and the second floor, is used as the interlayer deformation amount. The amount of interlayer deformation that can be used is not limited to the interlayer displacement, and an interlayer deformation angle obtained by dividing the interlayer displacement by the height h of the first floor may be used.

  The interlayer deformation amount calculation unit 44 calculates an interlayer deformation amount by building response analysis. In this building response analysis, analysis is performed using the structure data of each unit building 5A-5C stored in the storage unit 45 and the received seismic wave data or the seismic wave data temporarily stored in the storage unit 45.

  The structural data of this unit building 5 (if none of the unit buildings 5A-5C is specified, the symbol is 5) is the unit building 5 constructed by connecting the building units 50 as shown in FIG. This is data related to members used for analysis of structural members and non-structural members.

  For example, the building unit 50 shown in FIG. 4 includes four columns 51,... Arranged at four corners, and a ceiling beam 52,. The main structural member is a rigid frame structure 500 composed of floor beams 53,.

  Further, a plurality of small beams 54 are spanned between the floor beams 53 and 53 at a predetermined interval, and there are four sheets between the front columns 51 and 51 in FIG. There are 5 studs 55, ... for attaching the outer wall panels 6, ..., but these are all non-structural members. Can do.

  As data of such structural members and non-structural members, data such as shape such as width and length, material characteristics, and member rigidity are stored. Here, the material characteristics include Young's modulus, linear expansion coefficient, linear characteristics, and nonlinear characteristics. The member rigidity includes a cross-sectional area, a cross-sectional secondary moment, and the like.

  The data for the three-dimensional model for each of the unit buildings 5A-5C in which a plurality of models of the building unit 50 configured as described above are connected or the data based on the data is stored in the storage unit 45 as structural data. The structural data of the unit buildings 5A-5C associated with the seismic wave data captured by the interlayer deformation amount calculation unit 44 is read.

  In the seismic response analysis, the seismic wave data detected in the unit building 5A (5B, 5C) is input to the model of the unit building 5A (5B, 5C) created as described above, and the analysis is performed.

  That is, the seismic wave data is acceleration data due to seismic waves that change every moment, and this seismic wave data is input to the bottom (ground surface) of the model of the unit building 5A (5B, 5C) to multiply the acceleration by the building mass. The horizontal external force acts on the model, and the deformation of the unit building 5A (5B, 5C) is analyzed (time history response analysis).

  Then, the interlayer deformation amount calculated by this analysis is temporarily stored in the storage unit 45 or directly transmitted to the priority order calculation unit 41.

  Subsequently, in the priority order calculation unit 41, the interlayer deformation amounts of the unit buildings 5A-5C calculated by the interlayer deformation amount calculation unit 44 are rearranged in the descending order and ranked. That is, it is determined that a building having a large amount of interlayer deformation is a building having great damage, and priorities are assigned in order based on the size of the amount of interlayer deformation.

  At this time, since the calculation of the interlayer deformation amount of each unit building 5A-5C is not necessarily performed at the same time, the interlayer deformation amount of each unit building 5A-5C stored in the storage unit 45 is read and ranked. You can also do it.

  On the other hand, the index part calculation unit 42 analyzes for each unit building 5A-5C the order in which the damaged buildings are broken, and at which time the indication (index) of the degree of damage appears. In the analysis by the index part calculation unit 42, an analysis is performed in advance and the analysis result is made into a data table, and the index part is calculated corresponding to the interlayer deformation amount calculated by the interlayer deformation amount calculation unit 44. Alternatively, the analysis may be performed when a seismic wave is received. A detailed analysis method of the index part calculation unit 42 will be described later.

  The output unit 46 includes a monitor, a printer, and the like, and outputs the calculation results calculated by the priority order calculation unit 41 and the index part calculation unit 42 in a list format as shown in FIG. 13, for example.

  Next, the processing flow of the disaster diagnosis system 1 will be described with reference to FIG.

  When an earthquake occurs, as shown in FIG. 1, seismometers 2A-2C installed in each house (for example, House A, House B, House C) detect ground surface seismic waves at that point and manage them via the network 3 Each seismic wave data is transmitted to the side device 4 (step S1).

  This seismic wave data is received by the receiving unit 43 of the management-side device 4 installed at the head office of the housing manufacturer (step S2).

  The received seismic wave data is stored in the storage unit 45 and also sent to the interlayer deformation amount calculation unit 44. Here, this seismic wave data is provided with an identification code for identifying each of the residences A-C that detected it.

  Then, the interlayer deformation amount calculation unit 44 reads the structure data of the corresponding unit building 5A from the storage unit 45 based on the identification code attached to the seismic wave data, and analyzes the interlayer deformation amount (step S3). The analysis of the interlayer deformation is performed for all the unit buildings 5B and 5C from which the seismic wave data has been received. Further, the calculated interlayer deformation amount is stored in the storage unit 45.

  Subsequently, the interlayer deformation amount of each unit building 5A-5C is sent to the priority order calculation unit 41, and the order is assigned in descending order of the interlayer deformation amount (step S4).

  Further, for each unit building 5A-5C, the index part calculation unit 42 calculates which part of the building is damaged when the interlayer deformation calculated by the interlayer deformation calculation unit 44 occurs (step S5). ).

  The results calculated in this way are output from the output unit 46 such as a printer in a table as shown in FIG. 13 (step S6). In the table of FIG. 13, the name of each house is written in the leftmost column, and the interlayer deformation amount of each unit building 5A-5C calculated by the interlayer deformation amount calculation unit 44 is output in the adjacent column.

  Also, in the adjacent column, the damage level that qualitatively indicates the magnitude of the interlayer deformation is output. This damage level is determined according to the interlayer deformation amount (for example, “minor”, “large”, “medium”), and the interlayer deformation amount calculation unit 44 associates the numerical value with the damage level. The damage level stored in the storage unit 45 together with the deformation amount is read and output.

  Further, the order based on the magnitude of the interlayer deformation amount is described in the column “priority for correspondence”. Here, House B for which the largest amount of interlayer deformation is calculated is “1st place”, followed by House C is “2nd place”, and House A is “3rd place”. For this reason, the person in charge who sees this priority order should visit each residence according to this order and confirm the actual disaster situation.

  The “index part” output in the rightmost column is a guideline for confirming the damage status during this field visit. For example, in House B, if the “outer wall next to the garage entrance” is damaged, it can be assumed that the damage level is as expected, so proceed with the replacement, repair, etc. of the parts based on the expected damage location. That's fine.

  In House C, it is the “outer wall next to the entrance”, but if there is no damage in the area even after actually visiting the site, the site survey will be suspended and You may move on to research.

  And in House A, it is “the outer wall next to the first floor entrance window”, but if damage is found in another place in addition to that place, it is not reflected in the seismic wave data detected by the seismometer 2A. Considering that there was damage due to shaking, conduct a thorough field survey or analysis to confirm that there are no other damages that do not appear in the appearance.

  Next, a detailed analysis method of the index part calculation unit 42 will be described.

  FIG. 4 shows the configuration of the building unit 50 used in this analysis. This building unit 50 is mainly composed of a ramen structure 500 formed by rigidly joining columns 51, ..., ceiling beams 52, ... and floor beams 53, .... Further, inter-columns 55,... Having upper ends connected to the ceiling beam 52 and lower ends connected to the floor beam 53 are arranged between the columns 51, 51. The side edges of the panel 6 are joined.

  5 shows a cross-sectional view in the direction of arrows II in FIG. 4, and FIG. 6 shows a cross-sectional view in the direction of arrows II-II in FIG.

  The outer wall panel 6 is mainly composed of a hard wood piece cement plate 62 as a rectangular face material and frames 61 and 61 joined to an edge portion on the back surface side through a urethane-based adhesive 63.

  A plurality of holes through which the rivets 64 are inserted are opened in the frames 61, 61 at intervals in the vertical direction, and the spacers 55 are joined via the rivets 64,.

  In addition, the spacer 55 has a plate-like shape formed only by a U-shaped web portion so that the upper end and the lower end connected to the beams 52 and 53 have a smaller cross-sectional area than the substantially U-shaped main body in a sectional view. It is formed and fastened to the ceiling beam 52 and the floor beam 53 via bolts 56 and 56.

  The analysis by the index part calculation unit 42 is designed so that the order of the damaged parts can be calculated by the analysis, such as the first damaged part and the subsequent damaged part due to the stress acting with the deformation of the building. Applicable to buildings that have been

  That is, when a seismic force as a horizontal external force acts on the building unit 50, the outer wall panel 6 that connects between the pillars 55 and 55 initially acts as a brace, and the building unit 50 swings together with the ramen structure 500. It works to suppress.

  This state continues until the design value is the seismic force determined by the Building Standards Act. If the design value is set to 1.25 times or 1.5 times the seismic force specified by the Building Standards Law, it continues until the seismic force is reached.

  Hereinafter, the states in the primary design and the secondary design will be described in more detail. Here, the seismic force of the primary design is the seismic force when the standard shear force coefficient Cd as defined in the Building Standards Act is 0.2, and the seismic force of the secondary design is the seismic force that is the required retained horizontal strength as defined in the Building Standards Act And

  If the magnitude of the acting seismic force is within the range of the primary design, the shearing force acting on the rivet 64 that joins the spacer 55 and the frame 61 of the outer wall panel 6 is within the range of the bearing capacity of the frame 61 The rivet hole is not plastically deformed.

  Here, if the joint of the frame 61 and the hard wood cement board 62 with the adhesive 63 is peeled off before the rivet hole expands, the building unit 50 will collapse at once when a certain seismic force is reached due to the influence. There is a fear.

  On the other hand, the amount of deformation of the building unit 50 is increased by increasing the seismic force so that the rivet hole is plastically deformed and expanded so that the outer wall panel 6 does not receive a load gradually. As a result, seismic energy can be absorbed, and the ramen structure 500 and the outer wall panel 6 can be prevented from being devastatedly damaged.

  Further, when the outer wall panel 6 is not subjected to a load, the expansion and contraction of the upper and lower end spring portions of the stud 55 increases, and the building unit 50 withstands the subsequent increase in seismic force to prevent collapse or collapse. be able to.

  Further, since the outer wall panel 6 and the ramen structure 500 that are not subjected to a load before being damaged are not significantly damaged and can be reused, the building unit 50 is repaired in a short period of time and economically after the earthquake. be able to.

  Thus, the building unit 50 in which the order of destruction is determined can grasp the extent of the damage situation of the building depending on where the building unit 50 is damaged.

  On the other hand, in order to destroy in this order, it is necessary to grasp the material characteristics or member characteristics of the members constituting the building unit 50.

  Therefore, for the frame 61 of the outer wall panel 6, in order to clarify the material characteristics, a general structural rolled steel material (SS400) stipulated in the JIS standard is used, and the intermediate column 55 is also thicker than the SS400 frame 61. Use steel.

  The rivet 64 is a one-side rivet in which the shear strength after caulking is larger than the tensile strength of the frame 61.

  Then, a shear test in which the frame 61 and the intermediary column 55 are monotonously loaded on the rivet joint where the rivet 64 is joined is performed, and the yield strength Py and the tensile strength Pmax of the rivet joint are smaller than the shear strength of the rivet 64. The rivet hole of the frame 61 is first deformed so that the joint is broken.

  Further, since the outer wall panel 6 is used in the building unit 50 in various specifications such as the shape and the size of the opening, it is necessary to retain those member characteristics as data. For example, as shown in FIG. 6, a member characteristic test is performed using a test body bonded to the stud 55 with six rivets 64 (interval 300 to 600 mm) per frame 61. In this test body, as shown in FIG. 7A, both side edges of the outer wall panel 6 having a width of 900 mm and a height of 2400 mm are joined to the studs 55, 55 via six rivets 64, respectively. It is a thing.

  Then, as a result of carrying out a shear test of monotonic loading by repeating alternating force by fixing one intermediate column 55 of this test body and applying an upward force P to the other intermediate column 55, the displacement as shown in FIG. Test results showing the relationship between δ and acting force P were obtained.

  In this way, member characteristics and material characteristics are acquired as data through tests and analysis, and analysis is performed using a building unit model 7 for two-dimensional analysis as shown in FIG. 8 based on those member characteristics and material characteristics.

  In the building unit model 7, the modeled column model 71, the ceiling beam model 72, and the floor beam model 73 constitute a ramen structure model 70. The rigid joint portion of the rigid frame structure model 70 is modeled by a rotary spring model 74, and a value based on a loading test result of the rigid joint portion is used as the spring value. A spring part model 76 having a spring value obtained in the test is modeled between the upper and lower ends of the stud model 75 and the beam models 72 and 73. The frame structure model 70 is supported by fulcrums 78 and 78 immediately below the two column models 71 and 71, respectively.

  Further, the space model 75 is connected by an outer wall panel model 77. This outer wall panel model 77 is obtained by performing brace replacement in accordance with the frame design method for building a wall construction method (supervised by the Ministry of Land, Infrastructure, Transport and Tourism Housing Construction Guidance Division) based on the result of the shear test of the rivet joint.

  That is, the brace section equivalent to the primary stiffness K0 shown in FIG. 7B is replaced, and the relationship of P−δ is changed between the axial force N of the brace having the section Aa and the brace axial displacement δN as shown in FIG. And is incorporated as an outer wall panel model 77 in FIG.

  Further, since the determination of the brace cross section Aa determines the primary stiffness Kb0 of the brace of FIG. 9 corresponding to K0 of FIG. 7B, subsequently, the first yield point aa, the second yield point bb, the ultimate strength point. cc is determined as shown in FIG. That is, for the first yield point N1 in FIG. 9, the values of the shear force fa and the horizontal deformation amount da corresponding to the point a in FIG. 7B are substituted into the outer wall panel model 77 having the brace cross section Aa. Analysis is performed to determine the brace axial force N1 and the brace axial displacement d1.

  Subsequently, for the secondary stiffness Kb1, the brace cross section Ab is changed so as to be K1 in FIG. 7B, and the stress is determined by the shear force fb and the horizontal deformation amount db corresponding to the point b in FIG. 7B. Analysis is performed to determine the brace axial force N2 and the brace axial displacement d2. Similarly, the tertiary rigidity Kb2 and the ultimate strength point cc are obtained.

  Then, an incremental analysis using an alternating force as shown in FIGS. 10, 11, and 12 is performed on the building unit model 7.

  This incremental analysis gives the amount of interlayer deformation to the top of the building unit model 7 and monitors the axial force N of the braces of all outer wall panel models 77,. In addition, the analysis model is changed by comparing the damage threshold value and the collapse threshold value (Nmax) set in advance for each of the various outer walls.

  That is, this incremental analysis is performed when the outer wall panel model 77,... That has exceeded the collapse threshold (Nmax) exceeds the collapse threshold (Nmax). 77 is removed from the model, and the incremental analysis is restarted from the displacement calculated so far.

  Here, as shown in FIG. 12 (c), h / 15 of the interlayer deformation amount (interlayer displacement) which is the end of the analysis indicates a safety limit at which the possibility of collapse of the building appears.

  Thus, according to the analysis of the building unit model 7 by the index part calculation unit 42, if the maximum amount of interlayer deformation at the time of an earthquake is known, which outer wall is damaged earlier by an alternating external force such as an earthquake, and to what extent You can see if there are external walls or components that need to be replaced.

  In addition, it is possible to estimate how the material gradually breaks from the weak part by such incremental analysis, so what amount of interlayer deformation causes which outer wall breaks, and in that case, structural members such as columns and beams Can be estimated.

  Next, the operation of the building damage diagnosis system 1 according to the present embodiment will be described.

  In the disaster diagnosis system 1 of the unit building 5A-5C according to the present embodiment configured as described above, the seismometer 2A-2C for measuring the seismic wave is attached to each unit building 5A-5C, and the receiving unit receives the seismic wave. 43, the amount of interlayer deformation due to the earthquake of the unit building 5A (5B, 5C) is calculated. And the priority order calculation part 41 which ranks the calculated interlayer deformation | transformation amount in order of a magnitude | size is provided.

  For this reason, it is possible to accurately and quickly predict the damage status of the unit buildings 5A-5C while being in a remote place, and to rank the magnitude of the damage, so that the unit buildings 5A-5C with the large damage can be ranked. Can respond quickly.

  Moreover, if the position where the damage status of the unit building 5A-5C can be confirmed by the index part calculation unit 42 is calculated in advance before going to the site, the damage status can be determined by looking at the site of the unit building 5A-5C at the site. Can be quickly confirmed visually.

  Furthermore, when the outer wall panel 6 is not significantly damaged and can be reused, it can be easily repaired by a method of screwing the outer wall panel 6 from the outdoor side.

  Although the best embodiment of the present invention has been described in detail with reference to the drawings, the specific configuration is not limited to this embodiment or example, and the design does not depart from the gist of the present invention. Such modifications are included in the present invention.

  For example, in the above-described embodiment, the unit buildings 5, 5A-5C have been described as buildings. However, the present invention is not limited to this, and the present invention can be applied not only to industrialized houses but also to buildings constructed by conventional construction methods. .

  Moreover, in the said embodiment, although the interlayer displacement which is the horizontal displacement difference of the floor of the 1st floor and the floor of the 2nd floor was used as a deformation amount of a building, it is not limited to this, an interlayer deformation angle, others The interlayer displacement at the position of, and the deformation amount of other members may be used as the deformation amount of the building.

  Furthermore, in the above embodiment, the index part calculation unit 42 calculates the index part when confirming the damage status of the building. However, the present invention is not limited to this, and the index part calculation unit 42 does not perform calculation. , Only the priority order to be handled may be output.

It is a block diagram explaining the structure of the damage diagnosis system of the building of the best embodiment of this invention. It is a block diagram explaining the structure of the management side apparatus of a disaster diagnosis system. It is a flowchart explaining the flow of a process of a disaster diagnosis system. It is a perspective view explaining the structure of a building unit. It is sectional drawing seen from the II arrow direction of FIG. It is sectional drawing seen from the II-II arrow direction of FIG. (A) is the front view of the outer wall panel used for the shear test, (b) is the figure which showed the result of the shear test by the relationship of deformation-load. It is a model figure explaining the analysis model of a building unit. It is the figure which replaced the outer wall panel with the brace and showed the shear test result by the relationship between axial displacement and axial force. It is a figure explaining the first step of an incremental analysis, Comprising: (a) is a model figure, (b) is a figure which showed the incremental step of the interlayer displacement given to a model, (c) is the displacement of the top part of a model, and horizontal It is the figure which showed the relationship with force. It is a figure explaining the step in the middle of incremental analysis, Comprising: (a) is a model figure, (b) is a figure which showed the incremental step of the interlayer displacement provided to a model, (c) is the displacement of the top part of a model, and horizontal It is the figure which showed the relationship with force. It is a figure explaining the last step of an incremental analysis, Comprising: (a) is a model figure, (b) is a figure which showed the incremental step of the interlayer displacement given to a model, (c) is the top displacement and horizontal of a model It is the figure which showed the relationship with force. It is the figure which showed an example of the table | surface output from the output part of a disaster diagnosis system.

Explanation of symbols

1 Damage diagnosis system 2A-2C Seismometer (Seismic wave measurement unit)
4 management-side device 41 priority calculation unit 42 index part calculation unit 43 reception unit 44 interlayer deformation amount calculation unit (deformation amount calculation unit)
46 Output unit 5A-5C Unit building (building)
6 outer wall panel (index part)

Claims (2)

A building damage diagnosis system for diagnosing the damage situation of multiple buildings due to an earthquake,
A seismic wave measurement unit that is attached to each building and measures seismic waves at that point;
A receiving unit for receiving the seismic wave transmitted from the seismic wave measuring unit;
A deformation amount calculation unit that calculates a deformation amount of the building from the received seismic wave and the structure data of the building in which the seismic wave is detected;
A priority calculation unit that ranks the size of the deformation amount for each building calculated by the deformation amount calculation unit;
A storage unit for storing the deformation amount calculated by the deformation amount calculation unit and the damage level qualitatively indicated ;
An index part calculation unit that calculates a part of the building that can be visually observed when the damage situation of the building is visible;
The building damage diagnosis system is characterized in that the building is designed so that the frame of the outer wall panel and the pillar on the side of the ramen structure are joined by rivets, and the rivet holes are first plastically deformed . 2. The apparatus according to claim 1 , further comprising: an output unit that outputs the house name of the building, the deformation amount calculated by the deformation amount calculation unit, the damage level, and the rank calculated by the priority order calculation unit. The building damage diagnosis system described.

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