JP3189906U - Building damage assessment device - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a building damage determination device capable of easily and quickly performing construction influence and building damage by a rational method without requiring specialized knowledge for each of ground movement and construction vibration. A first analysis unit 100 that analyzes the range of influence of ground movement and the amount of subsidence based on information on the construction site side input from an input device 10, and a second analysis unit 200 that also analyzes the reached vibration level. And, the damaged part of the building by the input actual measurement is compared with the damage degree of the building assumed based on the analysis result of the first analysis unit 100, and it is determined whether or not the damaged part is due to the ground movement. 1 Judgment unit 300 compares the damaged part of the building by the input actual measurement and the damage degree of the building assumed based on the analysis result of the second analysis unit, and whether the damaged part is due to the construction vibration of the source. It includes a second determination unit 400 for determining whether or not, and an output device for outputting the determination results of the first determination unit and the second determination unit. [Selection diagram] Fig. 1

Description

  The present invention relates to a building damage determination apparatus that quantitatively determines surrounding building damage caused by excavation and vibration of construction work.

  Although building damage due to construction work is generally judged by comparison with preliminary survey materials conducted prior to construction, not all construction works have been pre-studied.

  Since a method for determining damage in the case where a preliminary survey has not been conducted has not been established, it takes a lot of time and money to solve the trouble. There are earthquake-resistant diagnostic systems that can quantitatively determine earthquake damage, but it is difficult to apply to damage caused by subsidence or vibration due to construction work.

  On the other hand, even if pre-investigation has been conducted, damage to buildings can occur due to various factors such as secular change, so there is a problem of distinguishing these from damage caused by construction work. Therefore, even if similar ground changes occur, the occurrence of damage is different, and there is a problem that damage cannot be determined uniformly. These judgments have largely depended on the experience of survey engineers so far, and thus have varied, and have many problems from the viewpoint of appropriate and fair damage determination.

Here, in order to objectively determine building damage caused by construction work without depending on the experience of the survey engineer, first, the building damage is divided into two cases: ground deformation or construction vibration. Furthermore, it is effective to divide into two cases, that is, the side that generates each (construction influence) and the side that receives the damage (building damage), and to divide the total into four cases.
Therefore, the present applicant has proposed as one of the above-mentioned four cases, that is, the construction influence due to ground fluctuation, in Patent Document 1 as an “influence analysis device”.

  According to this impact analysis device, it is possible to "analyze the scope of the impact of civil engineering work (construction work) on the surroundings in a simple manner, quickly and inexpensively without the need for specialized knowledge". it can.

Utility Model Registration No. 3057775

  However, the above-mentioned impact analysis device analyzes the impact of construction due to ground deformation, and the remaining three cases, that is, building damage due to ground subsidence, construction impact due to construction vibration, and building damage exceeded the territory. Is. In the remaining three cases, it has been desired to be able to carry out simply and quickly by a rational method without requiring specialized knowledge.

  The present invention has been made in view of the above-described circumstances, and it is possible to easily and quickly carry out construction influence and building damage for ground deformation and construction vibration by a reasonable method without requiring specialized knowledge. An object is to provide a building damage determination device.

  The invention according to claim 1 is a building damage determination apparatus for determining a causal relationship between a construction work and building damage in the vicinity of the construction site. An input apparatus and a construction site that can be a source of ground fluctuation input from the input apparatus. A first analysis unit that analyzes the influence range and subsidence amount of the ground fluctuation based on the information on the side, and the arrival vibration based on the information on the construction site side that can be a generation source of the construction vibration input from the input device Compare the second analysis unit for analyzing the level, the damaged part of the building by actual measurement input from the input device, and the damage degree of the building assumed based on the analysis result of the first analysis unit, A first determination unit that determines whether a damaged part of a building is due to the ground fluctuation of the generation source, a damaged part of the building by actual measurement input from the input device, and an analysis by the second analysis unit A second determination unit that determines whether the damaged part of the building is due to the construction vibration of the generation source, by comparing a damage degree of the building that is assumed based on the result, and the first determination unit; And an output device that outputs a determination result of the second determination unit.

  The device according to claim 2 is the building damage determination apparatus according to claim 1, including information on the construction work and information on soil quality as the information on the construction site side input to the first analysis unit. Features.

  The invention according to claim 3 is the building damage determination apparatus according to claim 1, wherein information relating to the construction site and information relating to vibration distance attenuation are included as information relating to the construction site input to the second analysis unit. It is characterized by that.

  The invention according to claim 4 is the building damage determination apparatus according to claim 1, wherein the first determination unit determines whether the shape of ground subsidence is an integral slope or a deformed slope, and in the case of the integral slope, an inclination angle is determined. In addition, in the case of the deformation inclination, the influence of the ground change on the building is determined based on the deformation angle.

  The invention according to claim 5 is the building damage determination apparatus according to claim 1, wherein the second determination unit determines an influence on the building by the construction vibration based on an interlayer deformation angle of the building. Features.

  According to the present invention, it is possible to analyze and determine construction impact and building damage for each of ground fluctuation and construction vibration in a simple and quick manner by using a rational method without requiring specialized knowledge.

It is a block diagram which shows the structure of a building damage determination apparatus. It is a figure which shows an example of the printing format of the report which reports an analysis result. It is a figure for demonstrating the influence which it has on the circumference when excavation is performed when the soil soil is sandy soil. It is a figure for demonstrating the ground displacement by excavation construction. It is a figure for demonstrating the influence which it has on a circumference | surroundings when excavation is performed when the soil quality is a viscous ground. It is a figure for demonstrating the analysis method of the influence range of construction in case soil quality consists of a several layer. It is a figure for demonstrating the influence which it has on the circumference when excavating underground using a shield and a propulsion method. It is a figure which shows the screen content which selects a construction type and a prediction method, (a) is the screen content of the screen which selects a construction type, (b) is the screen content of the screen which selects a prediction method. It is a figure which shows the content of the screen which inputs a parameter required for an analysis. It is a figure which shows an example at the time of displaying the simple screen of construction part sectional drawing. It is a figure which shows the preservation | save relationship of input data and an analysis result. It is a figure which shows the content of the screen which inputs the item for selecting a vibration generation source. It is a figure which shows the content of the screen which inputs conditions. It is a figure which shows the relationship between an object building position and a vibration level. It is a figure explaining the outline of ground fluctuation damage determination. It is a figure which shows the content of the screen which inputs a damage location. It is a figure explaining an inclination angle, a maximum inclination angle, and a deformation angle. It is a figure which shows the content of the screen for inputting and calculating a ground inclination state. It is a figure which shows the content of the screen for determining a sunk shape. It is a figure explaining the relationship between an inclination angle and a functional disorder degree. It is a figure explaining the relationship between deformation angle (theta) ₂ and a damage grade. It is a figure explaining the relationship between elapsed years and a failure grade. It is a figure which shows the screen which displays the damage determination of each damage. It is a figure explaining the outline of construction vibration damage determination. It is a figure explaining the general natural period of a building. It is a figure explaining the relationship between a natural frequency and a response magnification. It is a figure explaining the relationship between the damage of the main site | part of a wooden building, and a deformation angle. It is a figure explaining the relationship between the damage of a non-structural member, and an interlayer deformation angle. It is a figure which shows the screen which displays the damage determination of each damage. It is a flowchart explaining operation | movement of the 1st analysis part of a building damage determination apparatus, a 2nd analysis part, a 1st determination part, and a 2nd determination part.

Hereinafter, embodiments to which the present invention is applied will be described in detail with reference to the drawings. In addition, in each drawing, the member etc. which attached | subjected the same code | symbol are the things of the same or similar structure, The duplication description about these shall be abbreviate | omitted suitably. Moreover, in each drawing, members and the like that are not necessary for the description are omitted as appropriate.
<Embodiment 1>

  With reference to FIGS. 1-30, the building damage determination apparatus M which concerns on Embodiment 1 to which this invention is applied is demonstrated. Here, FIG. 1 is a block diagram showing a configuration of the building damage determination apparatus M.

As shown in FIG. 1, the building damage determination apparatus M includes an input device (input unit) 10, a control device (control unit) 20, a calculation device (calculation unit) 26, and an external storage device (storage unit) 30. And an output device (output unit) having a display device 40 and a printing device 42.
The input device 10 includes a keyboard, a tablet, and the like, and further includes a mouse 12.

  The control device 20 reads out a program (not shown) stored in the external storage device 30 to a RAM (Random Access Memory) 24 and sequentially executes the program to control the operation of the entire building damage determination device M. The control device 20 includes a first analysis unit 100 that analyzes the influence of ground deformation, a second analysis unit 200 that analyzes the influence of construction vibration, a first determination unit 300 that determines damage to a building due to ground fluctuation, and a construction work A second determination unit 400 that determines damage to the building due to vibration is provided, and the first analysis unit 100, the second analysis unit 200, the first determination unit 300, and the second determination unit 400 are input as described later. Based on various parameters (information) input from the device 10 or parameters (information) stored in the input data storage unit 34, The control device 20 is realized by a CPU (central processing unit), which performs calculation and performs analysis and determination based on the calculation result.

  As described above, the RAM 24 temporarily stores a program stored in the external storage device 30 and is used as a work area when the control device 20 performs processing.

  The external storage device 30 is realized by, for example, a hard disk, and stores the above-described program and various data. The external storage device 30 includes a format storage unit 32, an input data storage unit 34, and a simulation result storage unit 36.

  The format storage unit 32 stores a format for displaying the analysis result on the display device 40 and various formats for printing the analysis result on the printing device 42. An example of a format for printing the analysis result is shown in FIG.

  FIG. 2 is a diagram illustrating an example of a print format of a report for reporting the analysis result. In the example shown in the figure, the report 50 includes a standard sentence, for example, a title “consideration report on the influence range” and a column 52 indicating a condition setting. The contents of the column 52 change depending on the parameters used when the analysis is performed. For example, columns 54 and 56 in FIG. 2 are columns into which the value of the parameter φ (soil internal friction angle) used for the analysis is inserted, and these columns 54 and 56 are stored in the format storage unit 32. The content is only information indicating that the value of the parameter φ is inserted. Then, the parameter values used for the analysis when the report 50 is created are inserted in the columns 54 and 56.

The input data storage unit 34 stores parameters necessary for analysis input by the operator using the input device 10. The parameters stored in the input data storage unit 34 are, for example, excavation depth and excavation width in the case of excavation work, and segment outer diameter, shield outer diameter in the case of excavation and shield construction work. For example, earth covering.
The simulation result storage unit 36 stores the result of analysis (simulation) by the first analysis unit 100.

The display device 40 is a display monitor, a liquid crystal display device, or a plasma display panel (PDP) provided with a CRT (Cathode Ray Tube). The printing device 42 is a laser printer or a plotter.
Subsequently, the first analysis unit 100, the second analysis unit 200, the first determination unit 300, and the second determination unit 400 will be described in this order.
[First analysis unit 100]

  First, the principle of analysis performed by the first analysis unit 100 in the building damage determination apparatus M of the present embodiment will be described. Here, the 1st analysis part 100 analyzes the influence of ground fluctuation as mentioned above.

Recently, FEM (finite element method) has been used to analyze ground behavior as a method for investigating the effects of excavation on construction sites. When using FEM, the ground required for analysis Must be surveyed accurately and extensively. In addition, a computer with a high processing speed is required for analysis, and there are disadvantages that the cost becomes high and a long time is required until an analysis result is obtained.
In the present embodiment, a method of analyzing the influence range simply and easily is used. Hereinafter, an analysis method used in the present embodiment will be described.

3 and 4 are diagrams for explaining the principle of analysis performed by the first analysis unit 100. FIG. In these figures, construction for excavation is taken as an example. 3 and 4 are sectional views in the vertical direction.
FIG. 3 is a diagram for explaining the influence on the surroundings when excavation is performed when the soil soil is sandy soil.

As shown in FIG. 3, when the soil is sandy soil, the range of influence of the ground surface is relatively limited. In FIG. 3, the range in which the influence is generated is an area indicated by reference numeral III, and this area is considered to be affected by the ground displacement. In addition, the area marked II is not directly affected by ground displacement, but is marked III.
This is a region where an indirect effect is considered to occur due to the displacement of the earth block in the region marked with.
Here, we consider the ground displacement when excavation work is performed.
FIG. 4 is a diagram for explaining ground displacement due to excavation work. Although various ground displacements can be considered due to the construction, the explanation here is simplified.

  In FIG. 4, reference numeral 72 indicates the ground surface before construction, and reference numeral 70 indicates a retaining wall when excavation work is performed. If the earth retaining wall is deformed as shown by a curve indicated by reference numeral 74 in FIG. 4 by performing excavation work, the ground surface 72 sinks and deforms as indicated by a curve indicated by reference numeral 76 in the figure. Here, the deformation amount of the retaining wall (labeled Ad in the drawing) and the deformation amount of the ground surface (marked Ag in the drawing) are substantially equal.

The range indicated by the symbol L in FIG. 4 is a range where the ground surface is affected by the construction, and corresponds to the portion exposed on the ground surface in the range indicated by the symbols II and III in FIG. To do. In addition, what was shown with the code | symbol 62 in FIG. 3 is a cut beam which supports a retaining wall, and the curve to which the code | symbol 64 was attached | subjected shows the deformed retaining wall accompanying construction.
Further, the symbol φ in FIG. 3 is an internal friction angle of the soil, the code D ₂ is the depth occurring bends earth retaining wall.

  Also, what is denoted by reference numeral 60 is an existing building or the like, and this building 60 is partly included in the region denoted by reference numeral II in FIG. there is a possibility. Therefore, when considering the range that affects the construction, if the soil is sandy soil, the range of influence can be most reasonably considered by considering the ranges marked II and III.

  Next, consider the case where the soil is cohesive ground. FIG. 5 is a diagram for explaining the influence on the surroundings when excavation is performed when the soil soil is a viscous ground, and the same reference numerals are given to portions common to FIG. . In FIG. 5, the range affected by the construction is the range indicated by the reference numeral III. Moreover, the range to which the code | symbol I was attached | subjected is a range considered to have no influence.

Range considered effect is, first, the center angle to the excavation direction outside from where deflection occurs in the earth retaining wall around the uppermost point of the earth retaining wall (at a depth of D ₂₎ pulls the arc of 45 ° ( This is obtained by drawing a tangent to the circular arc 66 from the end of the circular arc 66 (a point indicated by a reference numeral 68).

As can be seen from FIG. 3 and FIG. 5, when the soil is sandy soil, the influence of the construction does not spread relatively to the ground surface, whereas when the soil is viscous soil, the affected range is the ground surface direction. You can see that
FIG. 6 is a diagram for explaining a method for analyzing the influence range of construction when the soil is composed of a plurality of layers.
In the example shown in FIG. 6, the soil is composed of three types of sandy soil, viscous soil, and sandy soil from the top.
Consider the case of analyzing the range of influence when excavating from the top to the third layer of sandy soil.

  In this case, the lowest point where the influence occurs (the point indicated by reference numeral 72 in the figure) is the starting point, and as shown in FIG. Determine the range of influence in the case of plow soil. In this case, a straight line having an angle of 45 ° + φ / 2 with respect to the horizontal direction is drawn from the point denoted by reference numeral 72, and the intersection of this straight line and the boundary between the sandy soil and the cohesive soil (in the figure) Finds the position of point 74).

  Next, when determining the influence range of the cohesive soil, a circular arc having a central angle of 45 ° is drawn from the point indicated by reference numeral 74 to obtain the end of the circular arc (the point indicated by reference numeral 76 in FIG. 6). Then, a tangent to this arc is drawn from the end of the arc (the point marked with 76). Then, the position of the intersection (the point denoted by reference numeral 78 in the figure) between this straight line and the boundary between the viscous soil and the sandy soil that is the upper layer is obtained.

Next, since the upper layer of the cohesive soil is sandy soil, the starting point is the point denoted by reference numeral 78, and as shown in FIG. 3, the influence range is obtained in consideration of the internal friction angle φ of the soil. In this case, a straight line having an angle of 45 ° + φ / 2 with respect to the horizontal direction is drawn from the point designated by reference numeral 78, and the intersection of this straight line and the boundary of the ground surface (in the figure, reference numeral 80 denotes Find the position of the attached point).
The range from the point with the reference numeral 80 obtained as described above to the retaining wall is the influence range L.

As mentioned above, the analysis method of the ground displacement when excavation work has been explained briefly, but the input parameters for the analysis are the soil type, layer thickness, number of layers, soil internal friction angle φ, and In addition to the excavation depth H, there are an excavation width W, a number K of cut beams, and a distance to a virtual building.
When this construction method is used, the range in which the set threshold value (allowable settlement amount) occurs can be calculated as the influence range L _X (actual influence range).

First, a straight line having an angle of 45 ° + φ / 2 with respect to the horizontal direction is drawn from the center position depth a of the shield in the same manner as the sandy soil of the “first analysis unit 100”. The position b of the intersection with the boundary is obtained. Let L be the horizontal distance from this point and the shield center.
From this L, l ₀ is obtained from the following relational expression (1).

L ₀ / l ₀ = 2.13 (1) formula

Here, L ₀ : Influence range

On the other hand, since the loose volume of the ground generated around the shield is equivalent to the total ground subsidence amount V _H generated on the ground surface, this total subsidence amount V _H is obtained by the following equation (2).

V _H = fπ / 4 {(D + 2C) ² −D ′ ² } (2)

Where V _{H is the} total amount of upper settlement
D: Shield outer diameter
D ′: Segment outer diameter
C: Excavation
f: degree of looseness

The parameters necessary so far are the shield outer diameter D, the segment outer diameter D ′, the covering H, the looseness f, the internal friction angle φ, and the extra moat C.

Subsidence of the ground surface, so that the normal distribution curve distribution is known, the relationship of the maximum subsidence S ₀ and sink total V _H immediately above the shield is the following equation (3), the maximum from this subsidence amount _{S 0} is obtained.

V _H = (2π) ^1/2 · l ₀ · S ₀ (3)

Where V _{H is the} total amount of upper settlement
l ₀ : Inflection point
S ₀ : Maximum surface settlement

The subsidence amount S _X at an arbitrary distance x from the shield center is obtained by the following equation (4) using this S ₀ .

S _X = S ₀ e ^−α α = x ² / 2l ₀ ² (4)

In order to obtain the substantial influence range, a threshold value indicating how much subsidence has been affected is set in advance by the operator.
For example, when 5 mm is set as the threshold value, this is set as S _X , the distance x is obtained from the equation (4), and this becomes the influence range L _X.

  Next, the operation | movement which concerns on the 1st analysis part 100 is demonstrated. As shown in FIG. 30, the operation of the first analysis unit 100 is performed according to the procedure of condition input (S11), ground fluctuation influence calculation (S12), and display of the influence range / sinking amount (S13).

  When the operator turns on the building damage determination apparatus M according to this embodiment, each part of the apparatus is initialized. When the initialization process is completed, the control device 20 displays the screen shown in FIG. 8 on the display device 40, and selects a construction type to be analyzed. FIG. 8 is a diagram illustrating screen contents for selecting a construction type and a prediction method. (A) is a screen content of a screen for selecting a construction type, and (b) is a screen content of a screen for selecting a prediction method. is there.

  In FIG. 8A, the construction type to be selected is displayed in an area A1 surrounded by a solid line. When this screen is displayed, the operator operates the input device 10 or the mouse 12 to select the displayed construction type. In the example shown in FIG. 8A, “cutting”, “shield propulsion”, “vibration”, and “filling” are displayed as the construction types, and any one of these construction types is selected.

To select, highlight the selected construction type, move the mouse cursor to the position of the “Next” button B1, and click. In the example shown in FIG. 8A, “open cutting” is selected.
On the other hand, when the mouse cursor is moved to the position of the “END” button B2 and clicked, the processing is ended.
When the construction type is selected, the screen shown in FIG. 8B is displayed, and the process proceeds to processing for selecting a prediction method.
A plurality of prediction methods are provided for each construction type shown in FIG.

The example shown in FIG. 8B is a screen for selecting a prediction method whose construction type is “open cutting”. As a prediction method, “Ministry of Construction” and “Peck” are displayed in an area A2 surrounded by a solid line. "Is displayed.
When the prediction method displayed in the area A2 is highlighted and the “Next” button B3 is clicked with the mouse 12, the process proceeds to the next process.
On the other hand, when the “return” button B4 is clicked, the screen content shown in FIG. 8A is displayed, and the process returns to the process of selecting the construction type.
Further, when the “cancel” button B5 is clicked, the process for selecting the prediction method is completed.
When the above selection is completed and the “next” button B3 in FIG. 8B is clicked, the selection of the construction type and the prediction method is confirmed.
When this determination is made, the control device 20 displays the screen shown in FIG. 9 on the display device 40.

FIG. 9 is a diagram showing the contents of a screen for inputting parameters necessary for analysis. The example shown in FIG. 9 shows a screen for inputting parameters in the case of performing analysis for the excavation work.
In FIG. 9, location R1 is a location which inputs a construction point.

The construction condition items to be entered are the excavation depth, excavation width, sheet pile length, and sheet pile type. In the figure, the penetration length is displayed, but this is automatically calculated.
Also, several calculation formulas for converting the above-mentioned internal friction angle can be selected from the prepared calculation formulas. The unit of numerical values for the construction conditions to be entered is meters.
Moreover, location R2 is a location which inputs location conditions.

This inputs the distance from the excavation to the buildings on both sides of the excavation groove. Also enter the shape of the building. As the shape of the building, “house” and “wooden house 1” are displayed in FIG.
Further, in FIG. 9, an item “target range” is displayed at the location R2, and “tip”, “automatic calculation”, and “input” are displayed as the items.

This “target range” is provided in order to perform an analysis considering the influence of this operation because the influence on the surroundings differs when the sheet pile used for excavation work is pulled out or not.

Any one of the above items “tip”, “automatic calculation” and “input” is selected, “tip” is selected in the case of construction to pull out the sheet pile, and “automatic calculation” is construction in which the sheet pile is not pulled out. It is selected in the case of. Further, “input” is used for construction when the sheet pile is not pulled out, and is selected when an analysis is performed in consideration of the bending of the sheet pile.
Further, the location R3 is a location where the number of cut beam steps is input. For example, the interval between the cut beams 62 and 62 shown in FIG. 3 is input.
Furthermore, location R4 is a column for inputting ground conditions.

As ground conditions, parameters related to soil are input for each underground layer. In this column, “soil classification I” “soil classification II” “layer classification” “layer thickness” “N value” “φ” are provided as input items for each layer.
Among these input items, those input as “soil classification I” and “soil classification II” include “clay”, “silt”, “fine sand”, and the like.
Parameter input of the locations R1 to R4 is performed using the mouse 12 and the input device 10.
The input parameters are stored in the input data storage unit 34 in FIG.

  A button B10 shown in the lower part of FIG. 9 is a button for starting an analysis using the parameters input on the screen of FIG. 9, and a simplified sectional view of the construction site according to the input parameters and the analysis results. It is a button for displaying a screen. The button B11 is a cancel button.

  In order to display a simplified drawing of the construction site sectional view, the operator moves the mouse cursor to the position where the button B10 is attached and clicks to display the screen shown in FIG.

  FIG. 10 is a diagram illustrating an example when a simplified screen of a construction site cross-sectional view is displayed. As shown in FIG. 10, the simplified screen displays a cross-sectional view corresponding to the parameters input on the screen shown in FIG. That is, the numerical values of the excavation width and the excavation depth according to the input parameters are displayed on the screen, and the straight line having the angle φ according to the input internal friction angle, the arc 66 and the arc 66 described with reference to FIG. Tangent lines are displayed.

In addition, buildings 90 and 92 are displayed at positions corresponding to the input distance to the building. Further, the number of beams 62 corresponding to the input number of beams is displayed. Lines E ₁ and E ₂ indicate boundaries indicating the range where the construction is affected and a range where the construction is not affected, and the upper part of the lines E ₁ and E ₂ is the range where the influence is caused by the construction and the lower part is a range where the influence is not caused . Further, in the example shown in FIG. 10, the distance in the range that affects the ground surface is displayed. In this example, a display “L = 8.48 m from construction site” is made.

The column A3 is a column that displays a horizontal scale and a vertical scale. In the example shown in FIG. 10, “155” is displayed as the horizontal scale and the vertical scale. This column is displayed with a scale factor of 1 /.
In addition, as the numerical value in this column, a value desired by the operator can be input, and by inputting the numerical value, a screen corresponding to the input scale ratio is displayed.

The example shown in FIG. 10 is an analysis result in the case of a relatively simple soil. In this case, the process performed by the first analysis unit 100 is only an extremely simple process. In this example, the first analysis unit 100 performs the process of obtaining the angle φ corresponding to the input internal friction angle and the process described with reference to FIG.
In FIG. 9, the processing becomes more complicated as the number of input layers increases.
When the shield / propulsion method shown in FIG. 7 is analyzed, the analysis is performed using equations (1) to (4).

  When the first analysis unit 100 performs the analysis, the analysis is performed based on the contents stored in the input data storage unit 34, and the analysis result is stored in the simulation result storage unit 36 in FIG.

  FIG. 11 is a diagram illustrating a storage relationship between input data and analysis results. In FIG. 11, the content denoted by reference numeral 94 indicates a part of the content of the input data storage unit 34, and the content denoted by reference numeral 96 indicates a part of the content of the simulation result storage unit 36. .

  As shown in FIG. 11, the contents of the input data storage unit 34 and the contents of the simulation result storage unit 36 are stored in association with each other. The contents of each other are related by “construction ID”. The “construction ID” is uniquely determined by the operator.

  The content of the input data storage unit 34 and the content of the simulation result storage unit 36 are stored in a database. When the content previously analyzed is called again, the content is called by inputting, for example, “construction name” from the input device 10. Can do.

In this case, the control device 20 searches the input data storage unit 34 using the “construction name” input from the input device 10 as a key, and uses the construction ID attached to the data matching the key as a key to store the simulation result storage unit. By searching 36, the input data related to the inputted “construction name” and the simulation result are called up.
The called data is displayed on the display device 40 or printed on the printing device 42.

Normally, printing is performed when a report is created. Therefore, when printing a simulation result on the printing device 42, the control device 20 calls data from the input data storage unit 34 and the simulation result storage unit 36. After that, the control device 20 displays a screen for allowing the operator to select the format stored in the format storage unit 32, and the simulation result is printed in the format selected by the operator.
Note that the print content may be previewed on the display device 40 before printing.

Moreover, in the above-mentioned embodiment, although the influence range was illustrated with sectional drawing, it is not restricted to this. For example, the range of influence can be obtained two-dimensionally by analyzing the range of influence at different points near the construction site, creating a plurality of sectional views, and combining them. In other words, it is possible to create a diagram in which the affected range is viewed from above.
The first analysis unit 100 has been described above, but the present invention is not limited to the above-described embodiment, and can be freely changed within the scope of the present invention.

According to the first analysis unit 100 described above, an input unit that inputs a soil-related parameter for each layer of the soil, and a construction influence range is analyzed for each layer based on the parameter input from the input unit. Since the analysis means and the display means to display the influence range of the construction based on the analysis result analyzed for each layer, the range of the influence of ground change (subsidence) due to the construction work on the surroundings is rational By this method, there is an effect that analysis can be performed easily, quickly and at low cost without requiring specialized knowledge.
[Second Analysis Unit 200]

First, the principle of analysis performed by the second analysis unit 200 in the building damage determination apparatus M of the present embodiment will be described. Here, the 2nd analysis part 200 analyzes the influence of construction vibration.
The vibration generated in the construction work is transmitted along the ground to a prediction point (for which a vibration level is to be obtained, for example, a position where the target building is located).

The vibration level at the predicted point can be obtained from the vibration level at the reference point, the internal attenuation coefficient depending on the ground type, and the geometric attenuation coefficient for each propagation wave, using the following distance attenuation formula.

L _Vr = L _Vr0 −20 log ₁₀ (r / r ₀ ) ⁿ −8.68α (r−r ₀ ) (5)

Here, L _Vr0 : Vibration level at the reference point (dB)
L _Vr : Vibration level at the prediction point (dB)
r: Distance from vibration source to prediction point (m)
r ₀ : distance from vibration source to reference point (m)
α: Coefficient representing the internal attenuation of soil
n: coefficient representing geometric damping

  From this equation (5), the distance attenuation diagram shown in FIG. 14 can be created. From this figure, for example, if the allowable value of the vibration level is 70 dB, it can be seen that the target building position is 25 m.

Next, the operation | movement which concerns on the 2nd analysis part 200 is demonstrated. As shown in FIG. 30, the operation of the second analysis unit 200 is performed in the order of generation source selection (S21), condition input (S22), vibration distance attenuation calculation (S23), and display / printing of the ultimate vibration level (S24). Done.
First, a generation source is selected (step S21 in FIG. 30).
The selection screen shown in FIG. 12 is displayed on the display device 40. The operator selects the generation source by inputting the following items on the selection screen.
The construction method shall be selected in advance from another excavation, shielding, propulsion, embankment, and demolition work on another selection screen (not shown).
In the following description, a case of a construction method in which vibration is generated in excavation, embankment, and demolition work will be described based on the construction method type.

Items such as heavy equipment used (heavy machine name), standard, and work details are selected from the list box A4 within the solid line frame of the selection screen in FIG. 12, and the corresponding contents are selected from the displayed contents for each item.
Each time one item is selected, the options for multiple items are automatically narrowed down.
Subsequently, condition input is performed (step S22 in FIG. 30).
FIG. 13 is a selection screen for performing condition input.

  From the list box of A5 in the solid line frame, geological division (coefficient representing soil internal attenuation: α), propagation waveform division (coefficient representing geometric attenuation: n), separation distance (target building position (m)), tolerance Each item of (target building position (m): generally 70 dB) is selected or input. Here, α = 0.02, n = 0.5, 10 m, and 70 dB were selected or input in this order.

In the solid line frame A6 in FIG. 13, the list narrowed down in step S21 is displayed. From this list, a reference distance (distance) and a reference vibration (dB) are selected. Note that the data displayed in this list is a database that the applicant has independently collected and created a database, and among the data narrowed down by the input in FIG. This is selected as reference data.
Subsequently, vibration distance attenuation calculation is performed (step S23 in FIG. 30).

From the reference data (reference point vibration level at the reference point) set in step S22, the coefficient α representing the internal attenuation depending on the ground type, and the coefficient n representing the geometric coefficient, the distance ( The vibration level of the target building position is calculated.
Finally, the ultimate vibration level is displayed / printed (step S24 in FIG. 30).

The result calculated by step S23 is displayed or printed as a graph with the target building position (target position (m)) on the horizontal axis and the vibration level (dB) on the vertical axis, for example.
As can be seen from this graph, when the allowable value is 70 dB as described above, the target building position is 25 m.

  In this case, the range of building damage caused by construction vibration described later can be regarded as 25 m or less. Therefore, the range exceeding 25 m can be excluded from the building damage investigation target as the building damage caused by the construction vibration does not reach, and the building damage investigation efficiency can be improved.

According to the second analysis unit 200 described above, the influence (arrival vibration level) exerted on the surroundings by the construction vibration associated with the construction work can be simply and quickly reduced by using a rational method without requiring specialized knowledge. There is an effect that analysis can be performed at a cost.
[First determination unit 300]

First, the outline | summary of the determination which the 1st determination part 300 performs among the building damage determination apparatuses M is demonstrated. Here, the 1st determination part 300 determines the damage of the building by a ground change as mentioned above.
FIG. 15 is a diagram for explaining building damage due to ground change.

  As shown in Fig. 15, building damage (damage) due to ground deformation of construction works when the ground subsidence caused by construction works on the building. To do.

  The amount of settlement at the building position is determined by comparing the actual amount of settlement in the field survey (post-survey) with the “settlement amount assumed by the construction” calculated by the first analysis unit 100 described above.

  The contents of the building damage are determined by whether or not the damage is caused by the construction work from the inclination angle and the deformation angle indicating the degree of subsidence, according to the subsidence shape classification (the classification will be described later) when the building inclines.

Next, the operation | movement which concerns on the 1st determination part 300 is demonstrated. As shown in FIG. 30, the operation of the first determination unit 300 is as follows: damage location input (S31), building condition input (S32), subsidence slope status input (S33), subsidence shape determination (S34), ground deformation damage determination ( This is performed in the procedure of S35).
First, a damaged part is input (step S31 in FIG. 30).
Here, the following items are input by selecting from the list shown in FIG.
・ Location (internal / external division and floor / room name)
・ Parts (parts damaged such as floor, inner wall, ceiling)
・ Damage (damage forms such as cracks and gaps)
・ Base materials (finish materials such as mortar and plaster boards that have been damaged)
-Finishing materials (finishing materials with damage such as plaster and vinyl cloth)
・ Degree of damage (degree of damage such as crack width and gap width).
Subsequently, building condition input is performed (step S32 in FIG. 30).
Here, the following building conditions of the target building are input.
・ Structural form (Structural form of structures such as wooden frame construction method, 2 × 4 construction method, steel structure)
・ Fundament type (pile length in the case of pile foundation, solid foundation, pile foundation, etc. and pile)
・ Number of floors ・ Area ・ Construction year (calculated by the construction year)
Subsequently, a sinking tendency status is input (step S33 in FIG. 30).

As shown in FIG. 17, the actual tendency of settlement is measured, the side line GL to be analyzed is selected from the measurement result of the settlement tendency, and each of the three points on the side line and the distance between the points are input. The deformation angle θ and the inclination angle φ are calculated by the following method.
The calculation method of each value is as follows.
Inclination angle φ = displacement amount / distance distance, for example, φ ₁ = α ÷ L ₂
Deformation angle θ = Inclination angle φ1-Maximum inclination angle φ2
Relative settlement amount S _D max = (deformation angle θ) × L ₃
This calculation can be performed by inputting each value on the screen shown in FIG. 18 and by a computer.
Subsequently, the subsidence shape is determined (step S34 in FIG. 30).
The following subsidence shape is determined from the calculation result of the deformation angle θ in step S33 described above (see FIG. 19).
・ Deformation angle θ = 2/1000 is “integral tilt”
・ Deformation angle θ = 2/1000 or more is “deformation inclination”.
And
However, in the following cases, a warning is displayed as a special case for the determination of the deformation inclination.
-When the pile length is larger than the excavation depth of step S11 with a pile foundation-Reinforced concrete structure (but no extension)
・ When the foundation is unreinforced concrete and the crack state is less than 0.3 mm, the ground deformation damage determination is performed (step S35 in FIG. 30).
Based on the judgment result of the subsidence shape, damage is judged for each subsidence shape as follows.
・ In the case of integral inclination

Depending on the magnitude of the inclination angle φ, “damaged” is determined for the trouble situation corresponding to the category of FIG. 20 and the damage situation input in step S31 “damage location input”.
・ In case of deformation inclination

Depending on the magnitude of the deformation angle θ, “damaged” is determined for those that match the failure status corresponding to the category of FIG. 21 and the damage status entered in step S31 “damage location input”. In addition, about the inclination | tilt angle, the determination similar to the case of integral inclination is also performed.
In addition, the damage excluded from the determination is determined as “aging change” for the damage corresponding to FIG.
From the above, damage determination is performed for each damage input in step S31 “Damage location input”, and the result is displayed on the determination screen shown in FIG.
Here, the combination of symbols for “damage determination” in FIG. 23 will be described.
The legend of each symbol is as follows, the left side is the result of the damage determination of subsidence damage, and the right side is the result of the damage determination of vibration damage.
<Damage judgment legend>
○: Damaged ×: No damage △: The possibility of damage is not high, but cannot be denied? : Impossibility of determination According to this, for example, “◯-×” is a determination result of “subsidence damage, no vibration damage”.
Although not shown in FIG. 23, in the case of the above “aging change”, “age” is written in the corresponding column.

According to the first determination unit 300 described above, it is easy to determine whether a building damage is caused by ground change (land subsidence) accompanying construction work by using a reasonable method without requiring specialized knowledge. In addition, there is an effect that the determination can be made quickly and at a low cost.
[Second determination unit 400]

First, the outline | summary of the determination which the 2nd determination part 400 performs among the building damage determination apparatuses M is demonstrated. Here, the 2nd determination part 400 determines the damage of the building by construction vibration as mentioned above.
FIG. 24 is a diagram for explaining building damage due to construction vibration.

  As shown in FIG. 24, the building damage (damage) caused by the construction vibration of the construction work is that the vibration that has reached the building is amplified in the building, and this response vibration causes horizontal displacement in the building, resulting in deformation (interlayer). The extent of damage and the degree of damage to each part depends on the size of the (deformation angle) (deformation of the building).

  At this time, the magnitude of the response vibration can be calculated from the magnitude of the arrival vibration and the amplification factor specific to the building, and the displacement amount can be calculated from the magnitude of the response vibration and the building rigidity.

  Note that the ultimate vibration level of the building position is determined by checking the actual vibration level in the field survey (subsequent survey) or the “reasonable vibration level corresponding to construction” calculated in step S24.

Next, an operation related to the second determination unit 400 will be described. As shown in FIG. 30, the operation of the second determination unit 400 is performed in the order of damage location input (S41), building condition input (S42), and vibration damage determination (S43).
First, a damaged part is input (step S41 in FIG. 30).
Here, the following items are input for each damage by selecting from the list.
・ Location (internal / external division and floor / room name)
・ Parts (parts damaged such as floor, inner wall, ceiling)
・ Damage (damage forms such as cracks and gaps)
・ Base materials (finish materials such as mortar and plaster boards that have been damaged)
-Finishing materials (finishing materials with damage such as plaster and vinyl cloth)
・ Degree of damage (degree of damage such as crack width and gap width).
The input screen is the same as in FIG.
Subsequently, building condition input is performed (step S42 in FIG. 30).
・ Structural form (Structural form of structures such as wooden frame construction method, 2 × 4 construction method, steel structure)
・ Fundament type (pile length in the case of pile foundation, solid foundation, pile foundation, etc. and pile)
・ Number of floors ・ Area ・ Construction year (calculated by the construction year)
・ Roof ・ Natural period (when conducting vibration characteristics survey)
・ Response magnification (when conducting vibration characteristics survey)
Of the eight building conditions described above, the five items from the first structural form to the building year are the same as in step S32 described above.
As for the natural period, when a vibration characteristic investigation is performed, an actual measurement value is input in step S42.

When there is no actual measurement value, the natural period is set according to FIG. 25 from the building specifications, the roof classification, and the elapsed years. In the case of building conditions not corresponding to FIG.
・ Reinforced concrete structure = number of floors x 3m x 0.02 seconds / m
-Other than reinforced concrete = number of floors x 3m x 0.03 seconds / m
As for the response magnification, when the vibration characteristic investigation is performed, an actual measurement value of the response magnification is input in step S42.
When there is no actual measurement value, it is set within a range of 1 to 4 times with reference to FIG. Standard values are as follows.
・ Old wooden frame (heavy roof): 4 times ・ General wooden frame (light roof), steel structure: double ・ 2 × 4 method, reinforced concrete structure: 1 time, and then determine the ultimate vibration acceleration a.
From the vibration level of the target building position obtained in step S24 of the second analysis unit, the acceleration applied to the building is obtained by the following procedure.
“The vibration level (dB) is a frequency-corrected sensory quantity. When considering the influence on a building, it is necessary to handle a physical quantity (vibration acceleration level (dB)).

Since the relationship between the vibration acceleration level VAL and the vibration level VL is expressed by the following equation (6), when the vibration level is 83 dB, the ultimate vibration acceleration level is 90.7 dB.

VAL = 0.95VL + 11.86 (6) formula

Since the relationship between the vibration acceleration level (dB) and the acceleration (cm / sec ² ) is based on the equation (7), the acceleration is calculated from the vibration acceleration level obtained above.

VAL = 20 log ₁₀ (a / a ₀ ) (7) Equation where a _{0 is a} reference acceleration of 10 ⁻⁵ m / sec ²
a: Arrival acceleration (input acceleration: desired acceleration)
Subsequently, the building rigidity k is obtained.
Building stiffness k is building seismic diagnosis is performed is calculated from the story drift theta _T Seismic diagnosis.
Buildings that have not undergone seismic diagnosis are calculated from the following equation using the natural period T described above.

k = 4π ² · m / T ² (8) where k: building rigidity
m: building mass
T: Natural period

However, in the calculation process, the displacement amount δ described later is directly calculated by omitting the mass m from the equation (8) and the equation (9) described later.
Subsequently, the displacement amount δ and the interlayer deformation angle θ are calculated.
The displacement amount δ can be obtained from the following general physical formula.

δ = m · a / k (9) where m is the mass of the building
a: Response acceleration
k: Building horizontal spring strength

By substituting the equation (8) into the equation (9), the following equation (10) is obtained. Using this, the displacement amount δ can be obtained from the ultimate acceleration a (a value obtained by converting the ultimate vibration level into effective acceleration), the response magnification e, and the natural period T.

δ = e · a · T ² / 4π ² (10) Next, an interlayer deformation angle θ is obtained.
When the displacement amount δ is obtained from the natural period T, the interlayer deformation angle θ is obtained from the floor height h from the following equation (11).

θ = δ / h (11) formula

If the seismic diagnosis is being performed, from story drift theta _T of seismic diagnosis, and shear modulus C at that time, from proportionality of the response acceleration a, it obtains the story drift theta.
For example, the interlayer deformation angle θ of seismic diagnosis is 4 = 1000, and the shear coefficient C at this time is 0.3. in this case,
・ Interlayer deformation angle θ = 4/1000 during seismic diagnosis
-Shear coefficient C at this time = 0.3 × 980 gal (gravity acceleration) = 294 gal
Response acceleration at damage determination a = 20 gal (0.068 times the shear coefficient C) → interlayer deformation angle θ = 0.27 / 1000
Subsequently, vibration damage determination is performed (step S43 in FIG. 30).
For each damage input in step S41, building damage determination is performed from the above-mentioned interlayer deformation angle θ and FIG. 27 is an enlarged view of a part of FIG.
The building damage determination is displayed on the screen as shown in FIG.

  In addition, the determination of ranks 0 to 3 on the left screen in FIG. 29 is the presence / absence and frequency of damage occurrence, and the damage determination on the right screen is based on detailed individual damage as described above with reference to FIG. It is a judgment result.

  According to the second determination unit 400 described above, whether or not the building damage is caused by the construction vibration accompanying the construction work can be easily and quickly performed by a reasonable method without requiring specialized knowledge. In addition, there is an effect that the determination can be made at a low cost.

10 Input device (input unit)
20 Control device (control unit)
24 RAM
26 arithmetic unit 30 external storage device 40 display device 42 printing device 100 first analysis unit 200 second analysis unit 300 first determination unit 400 second determination unit M building damage determination device

Claims (5)

In a building damage determination device that determines the causal relationship between construction work and building damage near the construction site,
An input device;
A first analysis unit for analyzing an influence range and subsidence amount of the ground fluctuation based on information on a construction site side that can be a generation source of ground fluctuation inputted from the input device;
A second analysis unit for analyzing the ultimate vibration level based on information on the construction site side that can be a generation source of the construction vibration input from the input device;
The damage location of the building actually measured input from the input device is compared with the damage level of the building assumed based on the analysis result of the first analysis unit, and the damage location of the building is the source of the source A first determination unit for determining whether or not it is due to ground change;
The damaged part of the building actually measured input from the input device is compared with the damage degree of the building assumed based on the analysis result of the second analysis unit, and the damaged part of the building is the source of the source A second determination unit for determining whether the vibration is due to construction vibration;
An output device that outputs determination results of the first determination unit and the second determination unit;
A building damage judging device characterized by that. As information related to the construction site input to the first analysis unit, information related to the construction work and information related to soil quality are included.
The building damage determination apparatus according to claim 1. Information related to the construction site input to the second analysis unit includes information related to the construction work and information related to vibration distance attenuation.
The building damage determination apparatus according to claim 1. The first determination unit determines whether the shape of ground subsidence is an integral slope or a deformed slope, and the ground is based on a tilt angle in the case of the integral slope, and based on a deformed angle in the case of the deformed slope. Determine the impact of the change on the building;
The building damage determination apparatus according to claim 1. The second determination unit determines an influence on the building by the construction vibration based on an interlayer deformation angle of the building.
The building damage determination apparatus according to claim 1.