JP2003042892A - Method of evaluating dynamic earthquake resistance of building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a method and apparatus for evaluating the dynamic earthquake resistance of a building, based on data obtained by measuring actual building structures or ground conditions. SOLUTION: The apparatus comprises an amplifier 11 for amplifying time series signals from micromotion sensors installed on the ground in and outside a building, an A/D converter 12, and an analyzer 13 for spectrum-analyzing Fourier-transformed signals. The analyzer previously calculates spring constants Ke associated with floors of the building, if needed, and obtains a maximum value τDH of the acceleration response magnification of the building, a maximum value τDG of the acceleration response magnification of the ground, the natural frequency fm of the building and the natural frequency of the ground from the spectrum analysis result, and obtains the spring constant Km of a newly built building or a used building according to a calculating expression Km =(2πfm )<2> W/980, based on the natural frequency fm . The analyzer conducts a predetermined operation with use the maximum value tDH and one of the spring constants Ke , Km thereby evaluating the dynamic earthquake resistance of the building.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for measuring seismic performance of a building, particularly a residential building.

[0002]

2. Description of the Related Art Usually, a seismic design is applied to a building. The number of buildings that use seismic isolation structures or seismic reduction structures in addition to seismic resistant structures is increasing in general residential homes, but the rate of increase is the rate of increase in newly constructed houses because seismic isolation structures and seismic reduction structures are expensive. Much lower than.

Even when an earthquake-resistant structure that takes into consideration the assumed seismic intensity is adopted, there are one, two, and three types of ground, and it is necessary to design according to that type. However, it cannot be said that it is completely safe if the value designed in this way satisfies the standard.

Under the present circumstances, the purchaser of the house is
There is a demand to know how much earthquake resistance the new house you purchased has. In response to such demands, it has been proposed to calculate the seismic performance by the calculation method given by the formula shown below. As examples of quantifying the seismic performance, seismic integrity H ′ and critical seismic intensity C ′ have been proposed and calculated by the following formula.

H ′ = (P _w · α · L) / (W · CO · A _i ) (1) C ′ = (P _w · α · L) / (W · A _i ) (2) where P _w is the allowable shear strength possessed by the unit load-bearing wall (one wall), α is the wall magnification, L is the length of the load-bearing wall, CO is the design seismic coefficient, W is the house and its total weight, and these are All values are calculated by design. In addition, A _i is the amplitude amplification in the house (in the case of two or more floors, the amplitude amplification on each floor), according to the Ministry of Land, Infrastructure, Transport and Tourism Notification (Ministry of Construction Notification 1793 No. 1793), one, two, and three types of ground It is a statistical value given for each.

[0006]

However, since the seismic performance obtained as described above is also based on the general formula and does not take into consideration the actual housing structure and ground condition, it is only a guideline. There is a problem that it is nothing more than.

Further, the request for acquisition of the seismic performance value is not limited to the purchaser of the new house, but the same is true of the owner of the house in which he / she currently lives, or a so-called used house. However, the above formula cannot be applied as it is. Absent.

[0008] Therefore, an object of the present invention is to provide a method for evaluating the dynamic seismic resistance of a building, which can evaluate the seismic performance with higher accuracy based on the data obtained by actually measuring the actual building structure and ground conditions. To do.

Another object of the present invention is to provide a dynamic seismic resistance evaluation method applicable not only to newly built buildings but also to used buildings.

[0010]

According to the present invention, the first fine movement sensor installed in a certain level of a building detects fine movement in at least one of two directions perpendicular to each other, and at the same time, on the ground outside the building. A first step of detecting a fine movement in the same direction as that of the first fine movement sensor by a second fine movement sensor installed; and a spectrum obtained by Fourier transform on the time series signals from the first and second fine movement sensors The second step of performing an analysis to obtain the maximum value τ _DH of the acceleration response magnification of the building and the natural frequency f _m of the building related to the maximum value; and performing a predetermined investigation on the ground a third step of finding a maximum value tau _DG and natural frequency of the ground associated with the maximum value of the acceleration response magnification of ground, the building by performing a survey of the building during the building new construction That either calculates the spring constant K _e relating to the hierarchy, or based on natural frequency f _m of the building, equation ^{_{K m = (2πf m) 2}} · W / g ( where, g is the gravitational acceleration = 980 cm / sec ² ) Obtaining the spring constant K _m of a new building or a used building based on sec ² )
And the maximum value of the acceleration response magnification of the building τ _DH
And a fifth step of performing a predetermined calculation using one of the spring constants K _e and K _m , and evaluating the dynamic seismic resistance of the building from the calculation result. A dynamic seismic resistance evaluation method is provided.

In this evaluation method, the spring constant K _{e is}
K _e = (2π · f _0H ) ² · W / g or K _e = (2π · f _0L ) ² · W / g f _0H = 20.44S ^−0.328 · α ^0.085 f _0L = 3.69S ^{− 0.095} · α ^0.285 (where f _0H is the natural frequency of the building given when the roof of the building is heavy, f _0L is the natural frequency of the building given when the roof of the building is light, and W is the value obtained when designing the building. The weight is given by a certain floor, S is the floor area of the building, and α is the wall magnification of the certain floor).

In the present evaluation method, as one of the predetermined operations, F = (WCOτ _DH ) / (K _ex ) (where F is the dynamic toughness and x is Damage start displacement, W
Is a weight to be borne by the certain floor obtained in the design of the building, and CO is a design seismic force coefficient).
Is calculated.

In the calculation of the dynamic toughness proof strength F, the maximum value τ of the synergistic value of the maximum acceleration response magnification τ _DH of the building and the maximum acceleration response magnification τ _DG of the ground is further calculated.
By including the step of _{obtaining DHG} , the dynamic toughness proof strength F is calculated by substituting the maximum value τ _DHG for the maximum value τ _DH of the acceleration response magnification of the building in the first calculation formula. You can

In calculating the dynamic toughness proof strength F,
Note Spring constant K in the first calculation formula _eInstead of the spring
Constant K_mTo calculate the dynamic toughness proof strength F
You can do it.

In the calculation of the dynamic toughness proof strength F, the maximum value τ of the synergistic value of the maximum acceleration response magnification τ _DH of the building and the maximum acceleration response magnification τ _DG of the ground is further calculated.
By including the step of _{obtaining DHG} , the dynamic toughness proof strength F is calculated by substituting the maximum value τ _DHG for the maximum value τ _DH of the acceleration response magnification of the building in the first calculation formula. You can

The calculation of the dynamic toughness proof strength F further includes the step of calculating the acceleration response magnification τ _ADH of the building which is assumed to change with time due to the seismic force when an earthquake occurs. In place of the maximum value τ _DH of the acceleration response magnification of the building in the calculation formula 1, the maximum value τ
_The dynamic toughness proof strength F may be calculated by substituting _ADH .

In the calculation of the dynamic toughness proof strength F, the step of calculating the acceleration response magnification τ _ADH of the building which is assumed to change with time due to the seismic force when the earthquake occurs, and the step of calculating the seismic force when the earthquake occurs The step of calculating the acceleration response magnification τ _ADG of the ground assuming that it changes over time due to, and the maximum value τ _ADHG of the synergistic value of the acceleration response magnification τ _{ADH of the} building and the acceleration response magnification τ _ADG of the ground By including a step of calculating, the maximum value τ in place of the maximum value τ _DHG of the synergistic value in the first calculation formula
_The dynamic toughness proof degree F may be calculated by substituting _ADHG .

[0018] In the calculation of the dynamic toughness yield strength of F, further, the following equation ^{_{h e = 7.95 · 10 -3 ·}} f 0H -1.17 · 10 -2 or = 7.95 · 10 ^{-3 _{· f 0L -1.17 · 10 -2 τ}} e = 3.17 · h e -1.00 ( where, h _e is the damping coefficient, f _0H is the natural frequency of the building given in the case the roof of a building is heavy, f _0L by including the step of calculating the acceleration response magnification tau _e by formula is the natural frequency of the building given in the case the roof of a building is light, tau _e is given by the acceleration response magnification of the building on the calculation),
The dynamic toughness proof F may be calculated by substituting the acceleration response magnification τ _e in place of the maximum value τ _DH and the synergistic maximum value τ _DHG in the first calculation formula.

In this evaluation method, H = (K _e · x) / (W · CO · τ _DH ) (where H is the dynamic seismic integrity and x is the Damage start displacement, W
The dynamic seismic soundness H is obtained by executing the calculation by the second calculation formula given by the weight given by the certain floor obtained in the design of the building, and CO the design seismic force coefficient).
Is calculated.

In the calculation of the dynamic seismic integrity H, the maximum value τ of the synergistic values of the maximum acceleration response magnification τ _DH of the building and the maximum acceleration response magnification τ _DG of the ground is further calculated.
By including the step of _{obtaining DHG} , the dynamic seismic integrity H is calculated by substituting the maximum value τ _DHG in place of the maximum value τ _DH of the acceleration response magnification of the building in the second calculation formula. You can

In calculating the dynamic seismic integrity H,
Note Spring constant K in the second calculation formula _eInstead of the spring
Constant K_mTo calculate the dynamic seismic integrity H
You can do it.

In the calculation of the dynamic seismic soundness H, the maximum value τ of the synergistic value of the maximum acceleration response magnification τ _DH of the building and the maximum acceleration response magnification τ _DG of the ground is further calculated.
By including the step of _{obtaining DHG} , the dynamic seismic integrity H is calculated by substituting the maximum value τ _DHG in place of the maximum value τ _DH of the acceleration response magnification of the building in the second calculation formula. You can

The calculation of the dynamic seismic integrity H further includes the step of calculating the acceleration response magnification τ _ADH of the building which is assumed to change with time due to the seismic force when an earthquake occurs. The maximum value τ _DH in place of the maximum value τ _DH of the acceleration response magnification of the building in the formula 2
_The dynamic seismic integrity H may be calculated by substituting _ADH .

In the calculation of the dynamic seismic integrity H, the step of calculating the acceleration response magnification τ _ADH of the building, which is assumed to change with the seismic force when the earthquake occurs, and the step of calculating the seismic force when the earthquake occurs The step of calculating the acceleration response magnification τ _ADG of the ground assuming that it changes over time due to, and the maximum value τ _ADHG of the synergistic value of the acceleration response magnification τ _{ADH of the} building and the acceleration response magnification τ _ADG of the ground By including the step of calculating, the maximum value τ in place of the maximum value τ _DHG of the synergistic value in the second calculation formula
_The dynamic seismic integrity H may be calculated by substituting _ADHG .

[0025] In the calculation of the dynamic seismic soundness H, further, the following equation ^{_{h e = 7.95 · 10 -3 ·}} f 0H -1.17 · 10 -2 or = 7.95 · 10 ^{-3 _{· f 0L -1.17 · 10 -2 τ}} e = 3.17 · h e -1.00 ( where, h _e is the damping coefficient, f _0H is the natural frequency of the building given in the case the roof of a building is heavy, f _0L by including the step of calculating the acceleration response magnification tau _e by formula is the natural frequency of the building given in the case the roof of a building is light, tau _e is given by the acceleration response magnification of the building on the calculation),
The dynamic seismic integrity H may be calculated by substituting the acceleration response magnification τ _e in place of the maximum value τ _DH and the maximum value τ _DHG of the synergistic values in the second calculation formula.

In calculating the dynamic seismic integrity H,
The numerator term (K in the second calculation formula_e・ Instead of x)
, (K_e・ X + F) (However, F is the above dynamic toughness proof strength
Value calculated by calculating the degree F)
The seismic soundness H may be calculated.
Numerator term in calculation formula (K_m-(K) instead of (K _m
-Substitute x + F) to calculate the dynamic seismic integrity H
You may do it.

In this evaluation method, C = (K _e x) / (W τ _DH ) (where C is the dynamic limit seismic intensity and x is the start of damage) as one of the predetermined operations. Displacement, W
The dynamic limit seismic intensity C is calculated by executing the calculation according to the third calculation formula given by (the weight that the certain floor bears when designing the building).

In the calculation of the dynamic limit seismic intensity C, the maximum value τ of the synergistic value of the maximum acceleration response magnification τ _DH of the building and the maximum acceleration response magnification τ _DG of the ground is further calculated.
By including the step of _{obtaining DHG} , the dynamic limit seismic intensity C is calculated by substituting the maximum value τ _DHG for the maximum value τ _DH of the acceleration response magnification of the building in the third calculation formula. You can

In calculating the dynamic limit seismic intensity C,
Note Spring constant K in the third calculation formula _eInstead of the spring
Constant K_mTo calculate the dynamic limit seismic intensity C
You can do it.

In the calculation of the dynamic limit seismic intensity C, the maximum value τ of the synergistic values of the maximum acceleration response magnification τ _DH of the building and the maximum acceleration response magnification τ _DG of the ground is further calculated.
By including the step of _{obtaining DHG} , the dynamic limit seismic intensity C is calculated by substituting the maximum value τ _DHG for the maximum value τ _DH of the acceleration response magnification of the building in the third calculation formula. You can

The calculation of the dynamic limit seismic intensity C further includes the step of calculating the acceleration response magnification τ _ADH of the building, which is assumed to change with time due to the seismic force when an earthquake occurs. In place of the maximum value τ _DH of the acceleration response magnification of the building in the calculation formula of 3, the maximum value τ
_The dynamic limit seismic intensity C may be calculated by substituting _ADH .

In the calculation of the dynamic limit seismic intensity C, a step of calculating the acceleration response magnification τ _ADH of the building, which is assumed to change with time due to the seismic force when the earthquake occurs, and a step of calculating the seismic force when the earthquake occurs The step of calculating the acceleration response magnification τ _ADG of the ground assuming that it changes over time due to, and the maximum value τ _ADHG of the synergistic value of the acceleration response magnification τ _{ADH of the} building and the acceleration response magnification τ _ADG of the ground By including a step of calculating, the maximum value τ in place of the maximum value τ _DHG of the synergistic value in the third calculation formula
_The dynamic limit seismic intensity C may be calculated by substituting _ADHG .

In the calculation of the dynamic limit seismic intensity C, the following equation h _e = 7.95 · 10 ⁻³ · f _0H −1.17 · 10 ⁻² or = 7.95 · 10 ⁻³ is further added. ^{_{· f 0L -1.17 · 10 -2 τ}} e = 3.17 · h e -1.00 ( where, h _e is the damping coefficient, f _0H is the natural frequency of the building given in the case the roof of a building is heavy, f _0L by including the step of calculating the acceleration response magnification tau _e by formula is the natural frequency of the building given in the case the roof of a building is light, tau _e is given by the acceleration response magnification of the building on the calculation),
The dynamic limit seismic intensity C may be calculated by substituting the acceleration response magnification τ _e in place of the maximum value τ _DH and the maximum synergistic value τ _DHG in the third calculation formula.

In calculating the dynamic limit seismic intensity C, instead of the numerator term (K _e · x) in the third calculation formula, (K _e · x + F) (where F is the above dynamic The dynamic limit seismic intensity C may be calculated by substituting a value calculated by calculating the toughness proof strength F) into the numerator term (K _m · x) in the third calculation formula. Instead, (K _m
The dynamic seismic integrity H may be calculated by substituting x + F).

In this evaluation method, the spring constant K _e obtained when a new building is constructed is K _{e (N)} , while the spring constant K _m obtained when a new building is constructed is K _{m (N).} As one of the predetermined calculations, the dynamic seismic deterioration degree I _s is calculated by a calculation formula given by I _s = K _{m (N)} / K _{e (N)} .

In this evaluation method, when a building is newly built
The spring constant K obtained in_eTo K _{e (N)}While,
The spring required for the building that has passed
Constant K_mTo K_{m (O)}And the predetermined calculation
As one of I_s= K_{m (O)}/ K_{e (N)} Based on the calculation formula given by_sIs calculated
To be done.

In the present evaluation method, the spring constant K _m obtained for a building which has passed a certain year and month is set to K
_{m (O),} and one of the predetermined operations is I _s = K _{m (O)} / {(P _w · α · L) / x} (where P _w is held by the unit load bearing wall) Allowable shear strength,
α is the wall magnification in the certain floor, L is the length of the bearing wall,
The dynamic seismic deterioration degree I _s is calculated by a calculation formula given by x is a damage start displacement amount).

[0038]

DESCRIPTION OF THE PREFERRED EMBODIMENTS Before describing the embodiments of the present invention, a house to which the present invention is applied will be described. The present invention can be applied not only to general detached houses up to the second floor, but also to buildings on the third floor and above, so the object will be referred to as a building below.

FIG. 3 is a diagram for explaining the relationship between the load of the building and the spring constant in the case where the target building of the present invention is a three-story building. This is because, as will become clear later, in the present invention, at least the spring constant of the building is used to calculate the seismic resistance in principle.

In FIG. 3 (a), on the first floor of the building
Load W₁The load on the second floor is W ₂Cargo on the 3rd floor
Weight W₃Then, the total load W of the entire building is (W₁+ W
₂+ W₃). And the load W for the first floor₁Nika
Alternate spring constant K₁Is calculated and similarly for the second floor
Load W₂Spring constant K related to₂But about the 3rd floor
W₃Spring constant K related to₃Are calculated respectively. This
In case of, the total spring constant K of the whole building_TIs K₁, K₂, K₃
Is known to be represented by the determinant of
Technology 2001.08. pp184-189, performance design
Introduction to vibration response analysis for).

In FIG. 3 (b), the building is usually built facing south, and in the following, the east-west direction is the X direction,
The north-south direction will be called the Y direction.

In the present invention, the spring constant of a building is obtained by the following method when evaluating the dynamic seismic performance of the building.

Spring constant K _e : As will be described in detail later, the spring constant K _e can be obtained based on a given formula by using a design-time value such as a floor area of the building and a wall magnification.

Spring constant K _m : As will be described in detail later, the building is surveyed to find the acceleration response magnification of the building, and it is found based on the equation given using the natural frequency obtained from this.

[0045] In the present invention, the spring constant K _e or spring constant K _m dynamic seismic soundness H building as shown in FIG. 3 with the dynamic limit seismic force C, the dynamic toughness yield strength of F, By calculating the dynamic seismic deterioration degree _Is , it is intended to evaluate the seismic performance of a new building or a used building.

Since the dynamic seismic integrity H and the dynamic limit seismic force C of the building are known as described above, the dynamic toughness F and the dynamic seismic deterioration degree I _s Briefly explained.

First, the dynamic toughness proof degree F will be described. Generally, in the case of a structure such as a pillar, the line V1 is shown in FIG.
As indicated by, the amount of displacement increases as the acting force (proof strength) increases, but when it reaches the yield point, it is destroyed into an unrecoverable state. However, depending on the material, as shown by the line V2 in FIG. 4, the yield strength increases up to a certain value like a willow, but when it reaches a certain value, the yield strength remains unchanged and only the displacement amount increases to a certain displacement amount. When it reaches, there is something that can not be restored. In this case, if the force is removed before reaching a certain amount of displacement, it does not return to the original state before displacement, but it is considered that there is a restoration property that recovers to a state in which a displacement amount sufficiently smaller than a certain amount of displacement remains be able to.
The dynamic toughness proof strength F is evaluated based on whether the value is larger or smaller than 1. When the value is smaller than 1, the allowable shear strength P is sufficient, and when the value is larger than 1, the allowable shear strength P is insufficient. In order to be sufficient, it means that the allowable shear strength P must be 1 or more by adding a material having toughness.

On the other hand, the dynamic seismic deterioration degree I _s is the spring constant K _e.
Expressed by the ratio of the spring constant K _m to the spring constant K _m, and is preferably larger than 1. The spring constant K _e and the spring constant K _m will be described in detail later.

In the following, in order to simplify the explanation,
The case where the building is regarded as one mass point system for calculation will be described, but it is preferable to handle it as a two mass point system in the case of a two-story building and a three mass point system in the case of a three-story building according to the structure of the building. This means that it is only necessary to conduct a survey for each floor and perform a calculation for evaluation for each floor.

Next, the measuring device used in the present invention will be described with reference to FIG. In the present invention, the site to be measured by the sensor is the first floor portion (in the case of one mass system) of the building shown in FIG. 3 and the ground adjacent to the building. That is, the first and second fine motion sensors 31 and 32 are installed in the building and the ground adjacent to the building, respectively. Each of these fine movement sensors can measure in each of the X direction and the Y direction by switching channels. Therefore, the first and second fine movement sensors 31, 3
2 are time-series signals obtained as a result of measurement in the X direction, and the first and second fine movement sensors 31 and 3 are X31 and X32.
The time-series signals obtained as a result of measurement of 2 in the Y direction are Y31 and Y32.

In FIG. 1, these four analog time series signals are input to the amplifier 11 and amplified. The amplified signals are converted into digital signals by the A / D converter 12 and input to the analyzer 13. Analyzer 13
In, spectrum analysis by Fourier transform is performed. For example, when the time series signals X31 and X32 are described,
In the analyzer 13, the two input digital signals X3
1, X32 is Fourier transformed to perform spectrum analysis,
As shown in FIGS. 2A and 2B, a Fourier spectrum waveform whose horizontal axis is frequency and whose vertical axis is amplitude is generated. Subsequently, the analyzer 13 calculates a transfer function from the two Fourier spectrum waveforms to generate a characteristic of acceleration response magnification (amplification degree) τ-frequency f as shown in FIG. Specifically, the transfer function is {X31 (waveform in FIG. 2a)} / {X32
(Waveform in FIG. 2b)}. In the thus obtained acceleration response magnification τ-frequency f characteristic, the frequency at which the acceleration response magnification τ exhibits the maximum value is obtained as the natural frequency f _m .

With respect to the time-series signals Y31 and Y32, the acceleration response magnification τ-frequency f characteristic is obtained by the same method, and the maximum value of the natural frequency and the acceleration response magnification is obtained. Needless to say, when two types of characteristics are obtained in this way, the one having a natural frequency closer to the natural frequency of the ground is adopted. This is because the closer the natural frequency of the building is to the natural frequency of the ground, the easier it is for resonance to occur, and the greater the shaking during an earthquake.

The fine movement sensor may measure only in one of the X and Y directions. in this case,
In FIG. 3, generally speaking, it is clear that the Y direction is weak against shaking, and it is preferable to measure in the Y direction. However, this is not the case because the shaking is also affected by the ground.

As the fine movement sensor, for example, an acceleration sensor can be used, and a so-called vibration-based measuring method in which vibration is forcedly generated on the ground by a vibration generator can be used. good.

Further, a vibration generator is arranged on the floor of the building to vibrate, and acceleration sensors are arranged on the vibration generator and the floor surface, respectively.
The X-direction and Y-direction signals obtained from them may be input to the amplifier 11 shown in FIG. in this case,
The signal from the acceleration sensor arranged on the exciter corresponds to the signal from the sensor installed on the ground described in FIG.

In any case, the waveform and characteristics generated by the analyzer 13, and further the calculation result can be displayed on the display 14 or printed out by the printer 15 by setting operation.

Further, in the present invention, the acceleration response magnification τ _g and the natural frequency of the ground according to the overlapping reflection theory are measured by investigating the ground composed of a plurality of layers. The measurement data for this purpose is S wave (surface wave) velocity value 40
Layer thickness H _i of the ground up to 0 m / sec or 300 m / sec, density ρ _i of each layer, S wave velocity v _si m / sec of each layer
Is required. Then, from these values, the natural period T _G of the ground and the amplification factor A of the seismic wave are calculated by the following simple formulas 1, 2, and 3.

[0058]

[Equation 1]

[Equation 2]

[Equation 3]

The method or apparatus for calculating the thickness of each layer of the ground and the S-wave velocity of each layer is described in, for example, Japanese Patent Application No.
No. 1-151961. Japanese Patent Application 2001-1
The ground exploration device shown in No. 51961 will be briefly described. It is a ground exploration device that excites the ground surface vertically to detect S waves generated around the ground surface and perform ground exploration. This device includes two acceleration detectors arranged on the ground at an interval L, and acceleration time series signals A (t) and B when receiving detection signals from these two acceleration detectors.
A measuring instrument including a seismograph section that outputs (t), and a signal processing section that receives acceleration time-series signals A (t) and B (t) and performs signal processing based on a predetermined analysis program. The power spectrum and the cross spectrum are calculated by conversion, and the transfer function H (f) is calculated using the calculated power spectrum and the cross spectrum.
And the phase difference Δθ (f) between the two acceleration detectors and its time difference Δt (f) from the calculated transfer function H (f).
And a signal processing unit for repeatedly calculating the propagation average velocity Vr (f) and the depth D (f) of the S wave from the calculated time difference Δt (f) and the interval L. The ground exploration apparatus disclosed in Japanese Patent Application No. 2001-151961 is characterized in that it can automatically calculate the relationship between the S-wave propagation average velocity Vr (f) and the depth D (f). It is well known to manually calculate the relationship between the wave propagation average velocity Vr (f) and the depth D (f) layer by layer by a ground survey.

The natural frequency can be obtained as the reciprocal of the natural period T _G. The natural frequency and the acceleration response magnification τ _g are both measured values defined below, and are given to the analyzer 13. An estimated value is used for the density ρ _i .

As described above, the analyzer 13 in the measuring device used in the present invention uses the dynamic seismic soundness H, the dynamic limit seismicity C, and the dynamic toughness proof to evaluate the dynamic seismic resistance of the building. The degree F and the dynamic seismic deterioration degree I _s are calculated, and these shall be calculated based on the following factors.

In the following, the values obtained by calculation without using the data obtained by the measuring device used in the present invention are the calculated values, the values obtained by the calculation in the building design stage are the designed values, in the present invention. The value obtained by calculation using the data obtained by the measuring device used will be called the actual value, and the value given by the Ministry of Land, Infrastructure, Transport and Tourism will be called the statistical value.

P: Permissible shear strength of the building wall (N) (convertible to spring constant) (calculated value) Q: Horizontal force acting on the building due to an earthquake (N) (calculated value) W: Building and In this case, the total weight is calculated based on W described in FIG. 3 (Kg) (design value) K _e : The following calculation formula derived from a survey of the structure and materials of the building at the time of new construction Spring constant of building (calculated value) calculated by

K _e = (2π · f _0H ) ² · W / g or = (2π · f _0L ) ² · W / g where g is a value based on the acceleration of gravity of 980 cm / sec ² , f _0H , f _0L is the calculated natural frequency of the building,
It depends on the lightness and weight of the roof of the building (see "physical exploration" Vol. 41, No. 5, pages 360-371, hereinafter referred to as document 1). According to Reference 1, the natural frequency f in the case of a heavy roof
_0H is f _0H = 20.44S ^−0.328 · α1 ^0.085 The natural frequency f _{0L in} the case of a light roof is given by f _0L = 3.69S ^−0.095 · α1 ^0.282 . However, S is the building floor area (cm ² ) (here, the floor area of the first floor), and α1 is the wall magnification of the first floor.

Τ _e : Calculated acceleration response magnification of building (calculated value) According to Reference 1, the damping coefficient h _e given by the following equation is obtained from the natural frequencies f _0H and f _0L of the above equation, and h _e = 7.95 × following equation tau _e from _{^{10 -3 · f oH -1.17 × 10}} -2 or _{^{= 7.95 × 10 -3 · f 0L}} -1.17 × 10 -2 the attenuation coefficient h _e Can be found at.

Τ _e = 3.17 · h _e ^-1.00 K _m : Spring constant (measured value) of a new building or a used building calculated using the measuring device used in the present invention. Of the natural frequency f of the building.
Knowing _{m, it} is calculated by the following formula.

K _m = (2πf _m ) ² · W / g τ _DH : In the point where the natural frequency f _m is obtained from the acceleration response magnification of the building-frequency characteristics generated by using the measuring device used in the present invention. Maximum value of acceleration response magnification of building (measured value) τ _DG : Acceleration response magnification of ground obtained by conducting survey on ground-Acceleration response of ground at point where natural frequency is obtained from frequency characteristics Maximum value of magnification (actual measurement value) τ _DHG : Maximum value of the synergistic value of acceleration response magnification τ _DH and τ _DG of building and ground (actual measurement value). The synergistic value is calculated in this way, because it is more accurate to look at the mutual relationship than to look at the acceleration response magnification only for the building or only for the ground individually.

Τ_ADH: Time-dependent due to seismic force when an earthquake occurs
Maximum acceleration response magnification of a building
Value (calculated value) τ_ADG: When an earthquake occurs, it may change over time due to seismic force.
Maximum value of acceleration response magnification of ground assuming τ_ADHG: Maximum acceleration response magnification τ of the building_ADHAnd of the ground
Maximum value of acceleration response magnification τ_ADGMaximum synergistic value of
Calculated (calculated value). This is τ_ADH, Τ_ADG
Is the natural frequency of each
This is because it is gradually decreasing. Tsuma
Between the spring constant K of the building and the natural frequency,
As you can see, K = (2π · f)²・ There is a relationship of W / g,
When the spring constant K changes due to an earthquake, the natural frequency f also changes.
Turn into. On the other hand, also in the ground, from the above equation (1),
Natural frequency f = v_si/ 4H_iIs expressed as
Number f is S wave velocity v_siProportional to. And due to the earthquake
Rigidity reduction rate of ground G / G ₀(However, G₀Before the earthquake
Of the ground, and G is the ground rigidity after the earthquake) is ρ ・ v
²/ Ρ₀・ V₀ ², The density ρ hardly changes
The rigidity G is
When it becomes smaller, the S wave velocity v also becomes smaller, so
The wave number also becomes smaller. From this, calculation based on actual measurement
Then, the maximum value of the acceleration response magnification of the building τ_DHAnd ground acceleration
Maximum response magnification τ_DGAnd is very different
At some point after the earthquake shook_ADHWhen
τ_ADGAnd resonate when approaching each other, causing a large shake in the building
It is assumed that it may become a factor to bring about life. This
Because τ_ADHAnd τ_ADG250ga when calculating
l, 500 gal, 750 gal
Frequency-acceleration response magnification considering the expected seismic force
Calculation of characteristics is performed.

K _{m (o)} : A spring constant (actual measurement value) of a used building obtained by measurement using the evaluation device according to the present invention, which is a value when the above K _m calculation is applied to a used building. is there.

K _{m (n)} : The spring constant (calculated value) of the new building obtained by the measurement using the evaluation device according to the present invention, which is the value when the above K _m calculation is applied to the new building. is there.

K _{e (n)} : Spring constant when building a new building (calculated by building floor area S and wall magnification α1) (calculated value) Dynamic toughness yield strength F: As mentioned above, bearing walls and other Shear strength (measured value) up to yielding and failure due to the tenacity of the member Dynamic seismic integrity H, dynamic limit seismicity C, dynamic The formulas for the dynamic toughness F and the dynamic seismic deterioration degree I _s will be described.

1. Calculation formula of dynamic toughness proof strength F of building First method (equation using spring constant K _e ) F = (W · CO · τ _DH ) / (K _e · x) (3-1) Alternatively, F = (W · CO · τ _DHG ) / (K _e · x) (3-2)

Second method (equation using spring constant K _m ) F = (W · CO · τ _DH ) / (K _m · x) (3-3) Alternatively, F = (W · CO · τ _DHG ) / (K _m · x) (3-4)

2. Calculation formula of dynamic seismic integrity H of a building Corresponding to (P / Q) used for calculation of general soundness, it is calculated by the following formula based on formula (1) described above.

First Method (Expression Using Spring Constant K _e ) H = (K _e · x + F) / (W · CO · τ _DH ) (4-1) Alternatively, H = (K _e · x + F) / ( W ・ CO ・ τ _DHG ) (4-2)

Second method (equation using spring constant K _m ) H = (K _m · x + F) / (W · CO · τ _DH ) (4-3) Alternatively, H = (K _m · x + F) / ( W ・ CO ・ τ _DHG ) (4-4)

3. Calculation formula of building dynamic limit seismic intensity C It is calculated by the following formula based on the above formula (2).

First Method (Expression Using Spring Constant K _e ) C = (K _e · x + F) / (W · τ _DH ) (5-1) Alternatively, C = (K _e · x + F) / (W · τ _DHG ) (5-2).

Second Method (Expression Using Spring Constant K _m ) C = (K _m · x + F) / (W · τ _DH ) (5-3) Alternatively, C = (K _m · x + F) / (W · τ _DHG ) (5-4).

The above equations for calculating the dynamic seismic integrity H, the dynamic limit seismic intensity C, and the dynamic toughness proof strength F are as follows: when the spring constant K _e is used, only in a new building, when the spring constant K _m is used. Applies to both new and used buildings.

4. Calculation formula of dynamic seismic deterioration degree I _s of building New building I _s = K _{m (n)} / K _{e (n)} (6-1) Used building I _s = K _{m (o)} / K _{e (n)} (6-2) Alternatively, I _s = K _{m (o)} / {(P _w · α · L) / x} (6-3) In the above equations, x is the damage start position displacement. Quantity, 1/100 (rad), 1/120 (rad),
A fixed coefficient value such as 1/200 (rad) is given in advance. This is because the wall magnification is 20 at the top of the plate with a width of 1 m.
It is considered that when a displacement of 1/120 (rad) occurs when a force of 0 Kg is applied, it is called a wall magnification 1. x
May also be given as a yield start displacement amount and a collapse start displacement amount. This x may be further multiplied by a safety factor (a value of 1 or more and less than 2) in advance. Further, F in the equations (4-1) to (5-4) may be deleted. Furthermore, τ _e may be substituted for τ _DH and τ _DHG , but in this case, τ _e is only a calculated value, so the accuracy will decrease. Further, τ _ADH may be substituted instead of τ _DH . This is a calculation in consideration of the acceleration response magnification of the building, which changes with time, and thus a more preferable value can be obtained. Similarly, instead of τ _DHG , τ
_ADHG may be substituted, and this is the acceleration response magnification calculated over time as the synergistic value of the maximum acceleration response magnification of the building that changes over time and the maximum acceleration response magnification of the ground that changes over time. Since this is the maximum value of, a more accurate value can be obtained.

[0082]

As described above, according to the present invention, the seismic performance is determined based on the data obtained by actually measuring the actual building structure and the ground condition, the dynamic seismic integrity H, the dynamic limit earthquake. C, dynamic toughness F, and dynamic seismic deterioration I _s
It is possible to provide a method and an apparatus for evaluating the dynamic seismic resistance of a building that can evaluate the above four types with higher accuracy. Moreover, the evaluation method and the evaluation apparatus according to the present invention can be applied not only to newly built buildings but also to used buildings.

[Brief description of drawings]

FIG. 1 is a block diagram showing a configuration of an evaluation device according to the present invention.

2 is a waveform diagram showing an example of a Fourier spectrum waveform generated by the analyzer shown in FIG. 1 and an acceleration response magnification-frequency characteristic.

FIG. 3 is a diagram for explaining the relationship between the weight and the spring constant when the target building of the present invention is the third floor.

FIG. 4 is a characteristic diagram for explaining the dynamic toughness proof strength calculated in the present invention.

[Explanation of symbols] 11 amplifier 12 A / D converter 13 Analyzer 14 display 15 Printer 31 First Fine Motion Sensor 32 Second fine movement sensor

   ─────────────────────────────────────────────────── ─── Continued front page    (72) Inventor Naganori Sato             2-14-6 Taimachi, Hachioji City, Tokyo F-term (reference) 2G064 AA05 AB07 AB24 BA02 BA03                       CC29 CC35 CC42 CC43

Claims (32)

[Claims] 1. A first fine movement sensor installed on a certain floor of a building detects fine movement in at least one of two directions perpendicular to each other, and a second fine movement sensor installed on the ground outside the building A first step of detecting fine movement in the same direction as the first fine movement sensor; and spectrum analysis by Fourier transform on the time-series signals from the first and second fine movement sensors to calculate the acceleration response magnification of the building. The second step of obtaining the maximum value τ _DH and the natural frequency f _m of the building associated with the maximum value, and the maximum value τ _DG of the acceleration response magnification of the ground by conducting a predetermined survey on the ground and a third step of obtaining the natural frequency of the ground in relation to its maximum value, by performing a survey of the building during the building new construction relating to the certain layer of building spring constant K _e Calculating either or based on natural frequency f _m of the building, equation K _m = (2 [pi
^{_{f m) 2 · W / g}} ( However, g is the gravitational acceleration = 980c
m / sec ² ) based on the fourth step of obtaining the spring constant K _m of a newly constructed building or a used building, the maximum value τ _DH of the acceleration response magnification of the building, and the spring constants K _e and K _m . And a fifth step of performing a predetermined calculation by using one and evaluating the dynamic seismic resistance of the building from the calculation result, and a method for evaluating the dynamic seismic resistance of a building. 2. The method for evaluating dynamic seismic resistance of a building according to claim 1, wherein one of the predetermined calculations is F = (W · CO · τ _DH ) / (K _e · x) (However, F is dynamic toughness, x is damage start displacement, W
Is a weight to be borne by the certain floor obtained in the design of the building, and CO is a design seismic force coefficient).
A method for evaluating the dynamic seismic resistance of a building, which is characterized by calculating 3. The method for evaluating the dynamic seismic resistance of a building according to claim 2, further comprising a maximum value τ _DH of acceleration response magnification of the building and a maximum value τ _DG of acceleration response magnification of the ground. Maximum value τ
A step of _{obtaining DHG} , wherein the maximum value τ _DHG is substituted for the maximum value τ _DH of the acceleration response magnification of the building in the first calculation formula, and the dynamic toughness proof F is calculated. Evaluation method of dynamic seismic resistance of buildings. 4. The method for evaluating dynamic seismic resistance of a building according to claim 2, wherein the spring constant K _m is substituted for the spring constant K _e in the first calculation formula, and the dynamic toughness proof stress is substituted. A method for evaluating dynamic seismic resistance of a building, characterized by calculating a degree F. 5. The method for evaluating dynamic seismic resistance of a building according to claim 4, further comprising: a maximum value τ _DH of acceleration response magnification of the building and a maximum value τ _DG of acceleration response magnification of the ground. Maximum value τ
A step of _{obtaining DHG} , wherein the maximum value τ _DHG is substituted for the maximum value τ _DH of the acceleration response magnification of the building in the first calculation formula, and the dynamic toughness proof F is calculated. Evaluation method of dynamic seismic resistance of buildings. 6. The method for evaluating dynamic seismic resistance of a building according to claim 2, wherein the spring constant K _e is K _e = (2π · f _0H ) ² · W / g or K _e = (2π・ F _0L ) ²・ W / g f _0H = 20.44S ^-0.328・ α ^0.085 f _0L = 3.69S ^-0.095・ α ^0.285 (However, f _0H is the natural frequency of the building given when the roof of the building is heavy. , F _0L is the natural frequency of the building given when the roof of the building is light, W is the weight of the building that is obtained when designing the building, S is the floor area of the building, and α is the wall magnification of the building. A method for evaluating the dynamic seismic resistance of a building characterized by being calculated by the formula given in. 7. The method for evaluating dynamic seismic resistance of a building according to claim 2 or 4, further comprising calculating an acceleration response magnification τ _ADH of the building, which is assumed to change over time due to seismic force when an earthquake occurs. And a step of calculating the dynamic toughness F by substituting the maximum value τ _ADH for the maximum value τ _DH of the acceleration response magnification of the building in the first calculation formula. Evaluation method of dynamic seismic resistance of buildings. 8. The method for evaluating the dynamic seismic resistance of a building according to claim 3 or 5, further comprising calculating an acceleration response magnification τ _ADH of the building, which is assumed to change over time due to seismic force when an earthquake occurs. And the step of calculating the acceleration response magnification τ _ADG of the ground that is assumed to change over time due to the seismic force when an earthquake occurs, the acceleration response magnification τ _{ADH of the} building and the acceleration response magnification τ _{ADG of the} ground. _And calculating a maximum value τ _ADHG of the synergistic values of the dynamic toughness proof stress by substituting the maximum value τ _{AD HG} for the maximum value τ _DHG of the synergistic values in the first calculation formula. A method for evaluating dynamic seismic resistance of a building, characterized by calculating F. 9. The method for evaluating dynamic earthquake resistance of the building according to any one of claims 2 5, further the following equation ^{_{h e = 7.95 · 10 -3 ·}} f 0H - 1.17 · 10 ^-2 or _{^{= 7.95 · 10 -3 · f 0L}} -1.17 · 10 -2 τ e = 3.17 · h e -1.00 ( where, h _e is the damping coefficient, f _0H is The natural frequency of the building given when the roof of the building is heavy, f _0L is the natural frequency of the building given when the roof of the building is light, and τ _e is the acceleration calculated by the calculation formula given by A step of calculating a response magnification τ _e , the maximum value τ _DH in the first calculation formula, and the maximum value τ of the synergistic values.
_A method for evaluating dynamic seismic resistance of a building, characterized in that the dynamic toughness proof strength F is calculated by substituting the acceleration response magnification τ _{e in place} of _DHG . 10. The method for evaluating dynamic seismic resistance of a building according to claim 1, wherein one of the predetermined operations is used.
H = (K _e · x) / (W · CO · τ _DH ) (where H is the dynamic seismic integrity, x is the damage start displacement, W
The dynamic seismic soundness H is obtained by executing the calculation by the second calculation formula given by the weight given by the certain floor obtained in the design of the building, and CO the design seismic force coefficient).
A method for evaluating the dynamic seismic resistance of a building, which is characterized by calculating 11. The method for evaluating dynamic seismic resistance of a building according to claim 10, further comprising a maximum value τ _DH of acceleration response magnification of the building and a maximum value τ _DG of acceleration response magnification of the ground. Maximum value τ
A step of _{obtaining DHG} , wherein the dynamic seismic integrity H is calculated by substituting the maximum value τ _DHG for the maximum value τ _DH of the acceleration response magnification of the building in the second calculation formula. Evaluation method of dynamic seismic resistance of buildings. 12. The method for evaluating dynamic seismic resistance of a building according to claim 10, wherein the spring constant K _m is substituted for the spring constant K _e in the second calculation formula to obtain the dynamic seismic soundness. A method for evaluating dynamic seismic resistance of a building, characterized by calculating a degree H. 13. The method for evaluating dynamic seismic resistance of a building according to claim 12, further comprising: a maximum value τ _DH of acceleration response magnification of the building and a maximum value τ _DG of acceleration response magnification of the ground. Maximum value τ
A step of _{obtaining DHG} , wherein the dynamic seismic integrity H is calculated by substituting the maximum value τ _DHG for the maximum value τ _DH of the acceleration response magnification of the building in the second calculation formula. Evaluation method of dynamic seismic resistance of buildings. 14. The method for evaluating dynamic seismic resistance of a building according to claim 10, wherein the spring constant K _e is K _e = (2π · f _0H ) ² · W / g or K _e = (2π・ F _0L ) ²・ W / g f _0H = 20.44S ^-0.328・ α ^0.085 f _0L = 3.69S ^-0.095・ α ^0.285 (However, f _0H is the natural frequency of the building given when the roof of the building is heavy. , F _0L is the natural frequency of the building given when the roof of the building is light, W is the weight of the building that is obtained when designing the building, S is the floor area of the building, and α is the wall magnification of the building. A method for evaluating the dynamic seismic resistance of a building characterized by being calculated by the formula given in. 15. The method for evaluating dynamic seismic resistance of a building according to claim 10 or 12, further comprising calculating an acceleration response magnification τ _ADH of the building, which is assumed to change over time due to seismic force when an earthquake occurs. The dynamic seismic integrity H is calculated by substituting the maximum value τ _ADH in place of the maximum value τ _DH of the acceleration response magnification of the building in the second calculation formula. Evaluation method of dynamic seismic resistance of buildings. 16. The method for evaluating dynamic seismic resistance of a building according to claim 11 or 13, further comprising calculating an acceleration response magnification τ _ADH of the building, which is assumed to change over time due to seismic force when an earthquake occurs. And the step of calculating the acceleration response magnification τ _ADG of the ground that is assumed to change over time due to the seismic force when an earthquake occurs, the acceleration response magnification τ _{ADH of the} building and the acceleration response magnification τ _{ADG of the} ground. Calculating a maximum value τ _ADHG of the synergistic value of the dynamic seismic integrity by substituting the maximum value τ _{AD HG} for the maximum value τ _DHG of the synergistic value in the second calculation formula. A method of evaluating dynamic seismic resistance of a building, characterized by calculating H. 17. A method for evaluating dynamic earthquake resistance of the building according to any one of claims 10 13, further the following equation ^{_{h e = 7.95 · 10 -3 ·}} f 0H - 1.17 · 10 ^-2 or _{^{= 7.95 · 10 -3 · f 0L}} -1.17 · 10 -2 τ e = 3.17 · h e -1.00 ( where, h _e is the damping coefficient, f _0H is The natural frequency of the building given when the roof of the building is heavy, f _0L is the natural frequency of the building given when the roof of the building is light, and τ _e is the acceleration calculated by the calculation formula given by comprising the step of calculating the response ratio tau _e, the maximum value tau _DH in the second formula, the maximum value tau said dynamic seismic sound by substituting the acceleration response ratio tau _e instead of _DHG the synergistic value A method for evaluating dynamic seismic resistance of a building, characterized by calculating a degree H. 18. The method for evaluating dynamic seismic resistance of a building according to claim 10 or 11, wherein (K _e · x + F) is used instead of the numerator term (K _e · x) in the second calculation formula. (However, F is a dynamic seismic strength H calculated by substituting the dynamic toughness proof strength calculated in any one of Claims 2 to 9.) Dynamic seismic resistance of the building characterized by the above-mentioned. Evaluation method. 19. The method for evaluating dynamic seismic resistance of a building according to claim 12 or 13, wherein (K _m · x + F) is used instead of the numerator term (K _m · x) in the second calculation formula. (However, F is a dynamic seismic strength H calculated by substituting the dynamic toughness proof strength calculated in any one of Claims 2 to 9.) Dynamic seismic resistance of the building characterized by the above-mentioned. Evaluation method. 20. The method for evaluating dynamic seismic resistance of a building according to claim 1, wherein one of the predetermined operations is used.
C = (K _e · x) / (W · τ _DH ) (where C is the dynamic limit seismic intensity, x is the damage start displacement, W
Is a dynamic seismic intensity C of a building characterized by calculating a dynamic limit seismic intensity C by executing an operation according to a third calculation formula given by the weight that the certain floor bears when designing the building) Sex evaluation method. 21. The method for evaluating dynamic seismic resistance of a building according to claim 20, further comprising: a maximum value τ _DH of acceleration response magnification of the building and a maximum value τ _DG of acceleration response magnification of the ground. Maximum value τ
A step of _{obtaining DHG} , wherein the dynamic limit seismic intensity C is calculated by substituting the maximum value τ _DHG for the maximum value τ _DH of the acceleration response magnification of the building in the third calculation formula. Evaluation method of dynamic seismic resistance of buildings. 22. The method for evaluating the dynamic seismic resistance of a building according to claim 20, wherein the spring constant K _m is substituted for the spring constant K _e in the third calculation formula to obtain the dynamic limit earthquake. A method for evaluating the dynamic seismic resistance of a building, characterized by calculating a degree C. 23. The method for evaluating dynamic seismic resistance of a building according to claim 22, further comprising a maximum value τ _DH of acceleration response magnification of the building and a maximum value τ _DG of acceleration response magnification of the ground. Maximum value τ
A step of _{obtaining DHG} , wherein the dynamic limit seismic intensity C is calculated by substituting the maximum value τ _DHG for the maximum value τ _DH of the acceleration response magnification of the building in the third calculation formula. Evaluation method of dynamic seismic resistance of buildings. 24. The method for evaluating dynamic seismic resistance of a building according to claim 20, wherein the spring constant K _e is K _e = (2π · f _0H ) ² · W / g or K _e = (2π・ F _0L ) ²・ W / g f _0H = 20.44S ^-0.328・ α ^0.085 f _0L = 3.69S ^-0.095・ α ^0.285 (However, f _0H is the natural frequency of the building given when the roof of the building is heavy. , F _0L is the natural frequency of the building given when the roof of the building is light, W is the weight of the building that is obtained when designing the building, S is the floor area of the building, and α is the wall magnification of the building. A method for evaluating the dynamic seismic resistance of a building characterized by being calculated by the formula given in. 25. The method for evaluating the dynamic seismic resistance of a building according to claim 20 or 22, further comprising calculating an acceleration response magnification τ _ADH of the building, which is assumed to change over time due to seismic force when an earthquake occurs. And calculating the dynamic limit seismic intensity C by substituting the maximum value τ _ADH for the maximum value τ _DH of the acceleration response magnification of the building in the third calculation formula. Evaluation method of dynamic seismic resistance of buildings. 26. The method for evaluating dynamic seismic resistance of a building according to claim 21 or 23, further comprising calculating an acceleration response magnification τ _ADH of the building, which is assumed to change over time due to seismic force when an earthquake occurs. And the step of calculating the acceleration response magnification τ _ADG of the ground that is assumed to change over time due to the seismic force when an earthquake occurs, the acceleration response magnification τ _{ADH of the} building and the acceleration response magnification τ _{ADG of the} ground. _And calculating a maximum value τ _ADHG of the synergistic values of the dynamic limit seismic intensity by substituting the maximum value τ _{AD HG} for the maximum value τ _DHG of the synergistic values in the third calculation formula. A method for evaluating dynamic seismic resistance of a building, characterized by calculating C. 27. A method for evaluating dynamic earthquake resistance of the building according to any one of claims 20 to 23, further the following equation ^{_{h e = 7.95 · 10 -3 ·}} f 0H - 1.17 · 10 ^-2 or _{^{= 7.95 · 10 -3 · f 0L}} -1.17 · 10 -2 τ e = 3.17 · h e -1.00 ( where, h _e is the damping coefficient, f _0H is The natural frequency of the building given when the roof of the building is heavy, f _0L is the natural frequency of the building given when the roof of the building is light, and τ _e is the acceleration calculated by the calculation formula given by comprising the step of calculating the response ratio tau _e, the third of said at equation maximum tau _DH, the dynamic limit earthquake by substituting the acceleration response ratio tau _e instead of the maximum value tau _DHG the synergistic value A method for evaluating the dynamic seismic resistance of a building, characterized by calculating a degree C. 28. The method for evaluating dynamic seismic resistance of a building according to claim 20 or 21, wherein (K _e · x + F) is used instead of the numerator term (K _e · x) in the third calculation formula. (However, F is the dynamic toughness proof strength calculated in any one of claims 2 to 9) is substituted, and the dynamic limit seismicity C is calculated. Evaluation method. 29. The method for evaluating dynamic seismic resistance of a building according to claim 22, wherein the numerator term (K _m · x) in the third calculation formula is replaced by (K _m · x + F). (However, F is a dynamic seismic strength H calculated by substituting the dynamic toughness proof strength calculated in any one of Claims 2 to 9.) Dynamic seismic resistance of the building characterized by the above-mentioned. Evaluation method. 30. The method for evaluating dynamic seismic resistance of a building according to claim 1, wherein the spring constant K _e obtained at the time of new building of the building is K _{e (N)} , while it is obtained at the time of new building of the building. The spring constant K _m
Is K _{m (N),} and the dynamic seismic deterioration degree I _s is calculated by a calculation formula given by I _s = K _{m (N)} / K _{e (N)} as one of the predetermined operations. A method for evaluating dynamic seismic resistance of a building, which is characterized by the following. 31. The method for evaluating dynamic seismic resistance of a building according to claim 1, wherein the spring constant K _e obtained at the time of new building of the building is K _{e (N)} , while a certain year has passed. A calculation given by I _s = K _{m (O)} / K _{e (N)} as one of the predetermined calculations, where K _{m (O)} is the spring constant K _{m found} for the building. A dynamic seismic resistance evaluation method for a building, characterized in that the dynamic seismic deterioration degree _Is is calculated by an equation. 32. The method for evaluating the dynamic seismic resistance of a building according to claim 1, wherein the spring constant K _m obtained for a building that has passed a certain year is K _{m (O),} and As one of the defined operations, I _s = K _{m (O)} / {(P _w · α · L) / x} (where P _w is the allowable shear strength of the unit load bearing wall,
α is the wall magnification in the certain floor, L is the length of the bearing wall,
x by formula given in damage start displacement amount), the dynamic earthquake resistance evaluation method of building and calculates the dynamic seismic deterioration degree I _s.