JP2019015167A - Design method of structure - Google Patents

Abstract

To provide a design method of a structure capable of acquiring excellent workability while acquiring required strength even with thinner thickness of a high ductile material arranged in a concrete member.SOLUTION: Each concrete member 11 of the structure determines each item separately according to a predetermined performance regulation and specification regulation for conditions except for large earthquake and also determines an aseismic performance separately according to the specification regulation corresponding to each item, thereby making it possible to perform an aseismic design with similar procedures to that of a fireproof design so as to aim for quick design work. By this result, in a design of a structure when constructed newly and in a modifying design of an existing structure, it significantly lessens the possibility that requests in terms of a safety assurance against large earthquake determines arrangements of columns of the structure and items of each concrete member, and the structure with better usability, design quality and less expensive construction cost compared to the conventional technique can be constructed.SELECTED DRAWING: Figure 1

Description

  In the present invention, a concrete member (hereinafter simply referred to as “concrete member”) such as a column or a beam wall which is a structural element of a structure is covered with a highly ductile material (hereinafter referred to as “seismic resistant coating”). It is a technology that gives the structure the required earthquake resistance. Specifically, in a method of imparting the required seismic performance to a concrete member surface by adhering a high ductility material to the surface of the concrete member using a high toughness adhesive, the interfacial peeling energy and adhesive strength of the high toughness adhesive , And a method relating to a method for rationally determining the relationship between Young's modulus and thickness of a high ductility material.

  Concrete, one of the main materials that make up concrete members, is made from sand, gravel, water, and cement, and although it does not collapse easily when pressed, it cracks and breaks up when pulled. Or has a property of breaking and slipping.

  For this reason, it has been said that concrete is usually used as reinforced concrete in which reinforcing bars are embedded, thereby giving resistance to tensile force and suppressing cracked concrete from being separated.

  On the other hand, the steel material, which is one of the main materials that make up the concrete member, is rusted and shabby when left exposed, so its surface needs to be protected and bent when pressed. Since the resistance suddenly disappears and the phenomenon of buckling occurs, it is necessary to prevent this. Furthermore, in order for concrete and iron to work together, it is necessary to transmit force (adhesion) between iron and concrete.

  For this reason, the standard documents that specify the specifications for creating concrete members stipulate that the reinforcing bars should be covered with concrete. Under normal conditions, it is determined that a thickness of about 4 cm is required. ing. Such a concrete portion composed of a cover layer having a thickness of about 4 cm is referred to as cover concrete or simply “cover”.

  That is, the above-mentioned cover layer has a structural weak point that it cannot resist tensile force because it does not contain reinforcing bars. For this reason, if a tensile force is repeatedly applied in a large earthquake, the cover layer becomes cracked and collapses. In addition, even if there is no earthquake, the cover layer collapses due to abnormal reactions such as drying, temperature change, or alkali aggregate reaction, and even if it does not collapse, it deteriorates due to aging or small and medium-sized earthquakes and becomes strong. If it falls, the ability (adhesion) to transmit force to iron will also drop.

  Therefore, no matter how thick the concrete members such as columns and beams made of reinforced concrete are, and even if a large amount of reinforcing bars and steel frames are put inside, after all, a cover layer with a thickness of about 4 cm is used. Its existence will determine its durability and earthquake resistance. In other words, it can be said that the existing reinforced concrete is inevitable that if the cover layer deteriorates or collapses, the whole is unavoidable.

  Moreover, once the iron bends beyond the limit, it has the property of plasticity that does not return to its original shape, and this is the structural weakness of reinforced concrete, which is a representative technique for producing concrete members. Yes.

  In other words, various forces act on reinforced concrete columns and walls (concrete members) when subjected to an earthquake, resisting the force of pushing the concrete part, but hardly resisting the pulling force. Will be responsible. However, once the reinforcing bar is deformed beyond the limit, it does not return to its original shape, and the concrete around the reinforcing bar is broken. In addition, since reinforcing bars have bending rigidity and compression rigidity, they resist the compressive struts (compression force transmission mechanism) of concrete, and destroy concrete, plasticize itself, break, or Will lose its adhesion. Iron plate winding and continuous fiber winding lose the reinforcing effect by the same mechanism. For this reason, in a large earthquake, concrete begins to break from the vicinity of reinforcing bars and continuous fibers, and if this is repeated, there is a risk that the pillars and walls will be broken and the building will eventually be crushed.

  In other words, the concrete members made of reinforced concrete that form the modern city have two structural weaknesses: a cover layer that deteriorates over time and collapses due to a large earthquake, and iron that is hard and plastic.

On the other hand, conventional techniques for improving the seismic strength of structures including existing buildings can be broadly divided into methods of adding or reinforcing reinforced concrete walls and pillars, and newly installing steel braces to suppress deformation of the structure. There are a method for avoiding collapse by this (for example, Patent Document 1) and a method for reducing the input of seismic motion by installing a seismic isolation / seismic control device. It is not a direct deal.
In addition, in the design of new structures and the retrofit design of existing structures (hereinafter simply referred to as “design”), the design standards for large earthquakes or seismic diagnosis standards are complex for the entire structure. This involves a nonlinear calculation, and there is a problem that it takes a great deal of labor for an expert to perform this calculation and to evaluate the result. In addition, there is a problem that the shape of the structure and the specifications of the members are determined by the above-described calculation for a large earthquake, and there are many cases where it is necessary to accept an increase in cost after sacrificing usability in design.
In order to demonstrate the conventional seismic retrofit method for the whole structure, a huge loading device was used to conduct an effect confirmation experiment to load a full-scale structure with a load equivalent to the actual earthquake and the number of repetitions. Need. However, even a large shaking table built in Miki City, Hyogo Prefecture can only reproduce the magnitude (M) 7 class observation site vibrations of the Hyogoken Nanbu Earthquake, and it is even larger to reproduce the newly assumed M9 class earthquake motion. It is practically impossible to construct a new device. The conventional seismic retrofit method and design method for the entire structure has a basic problem that it is impossible to conduct a proof experiment for the newly assumed ground motion.
In addition, there is a method of winding up a column with an iron plate, continuous fiber, etc., and these methods seem to improve the seismic strength of the member itself, but these are also due to plasticization of the iron plate, fiber breakage, etc. There is a problem that the effect is lost.
From the above, it cannot be confirmed that the prior art is a method for giving a structure sufficient earthquake resistance against various magnitude 9 class earthquake motions assumed in the 21st century.

  The technology disclosed in Patent Document 1 is a method of adding steel braces as seismic reinforcement for existing beam column frames, and injecting an adhesive between each contact surface of the beam column frame and the steel brace incorporated in its inner surface And are adhered to each other.

By the way, the conventional earthquake resistance method for the entire structure including the method disclosed in Patent Document 1 is performed by roughly following the following four steps.
1. Investigate existing buildings and measure the presence of design drawings, consistency with design drawings, and concrete strength.
2. The above information is input to a computer as data, and a structural seismic index (Is value) or the like is calculated. If the information exceeds a reference value (usually 0.6), it is determined that the new seismic standard is as strong.
3. If the Is value falls below the standard, calculate again by adding a reinforcement method such as adding walls or inserting braces so that it exceeds the standard value.
4). Work to install the above wall expansion and braces.

  The seismic work performed in this case involves crushing the concrete of the walls and pillars, driving bolts into it, roughening the surface, smoothing, and rounding the corners, so noise, dust, Vibration is intense. In many cases, heavy objects such as iron plates and braces are brought into the building and welded. In some cases, a solvent with an irritating odor is used. Moreover, most windows, ceilings, and floors are broken. For this reason, the impact of seismic construction works not only on the floor where the work is done, but also on the entire building. As a result, the image that “earthquake-proofing work is very difficult” has spread to the general public.

  In addition, the seismic work that is done in this way costs some 10% of the new construction cost, and the construction period is more than half a year, so if the target building is a government building, it is necessary to build a prefabricated temporary transfer If it is a tenant building, the tenant must be removed. If the target building is a school building, it will be held under the condition that the facility is closed using the whole summer vacation, but it is often not completed in one summer alone.

  In addition, the Great East Japan Earthquake that occurred on March 11, 2011 will revisit the question whether it is necessary to perform earthquake-proof construction that imposes various burdens in the first place, or whether it is effective enough to meet it. Various cases are being made one after another.

  For example, in the Great East Japan Earthquake, there is a case where the pillars and overhead lines that support the upper overhead lines are greatly damaged due to the destruction of the surrounding beams at the locations where the Tohoku Shinkansen viaduct legs (columns) are reinforced with steel sheets. This is thought to be due to the fact that the rigidity of the column has increased as a result of reinforcing the steel plate, so that the damage has moved to the surrounding beams and the vibration of the superstructure has been amplified.

  In addition, it has been reported that the fiber was torn off at the location where the Tohoku Shinkansen viaduct leg (column) was reinforced with continuous fiber winding in the Great East Japan Earthquake. The so-called continuous fiber reinforcement made of FRP (Fiber Reinforced Plastic) by resin impregnation of aramid fiber, carbon fiber, etc. is an example that shows that the effect of the fiber breaks in the event of an earthquake and the effect is not good. . In addition, the Tohoku University Aobayama Campus damaged the 3 earthquake-proofed buildings, such as steel braces, additional walls, and continuous fiber reinforcement, and severely damaged and demolished the internal research equipment. I was forced to replace it.

  In the first place, not destroying as a structure is only a prerequisite for modern buildings. There have been many reports of cases where internal equipment and fixtures were destroyed and eventually had to be demolished and rebuilt. Modern seismic methods and design methods have not been able to guarantee an effect in this respect, either methodically or practically. In other words, modern earthquake resistance methods have disadvantages that cannot be commensurate with costs and construction costs.

  The present inventor has already proposed the “earthquake-resistant and heat-insulated concrete structure and structure using the same” disclosed in Patent Document 2 as a solution to this problem in view of the problems found in such conventional methods. .

Japanese Patent Laid-Open No. 11-71906 JP 2014-74264 A

  That is, the technology disclosed in Patent Document 2 is based on an existing or newly installed rod-shaped or planar reinforced concrete material (concrete member) in which concrete is driven around the reinforcing bar so that a cover layer is formed outside the combined reinforcing bar. As a covering object member, in order to give damage resistance and durability to the cover layer, polyester fibers are woven in a belt shape or a sheet shape through a urethane-based high-toughness adhesive applied to the surface. It is used as a pillar or wall by installing a highly ductile material with an air layer inside it, and when the external force is applied, the constituent yarns can be displaced from each other. The reinforced concrete material (concrete member) itself can be effectively prevented from being broken by an earthquake.

  However, in the technique disclosed in Patent Document 2, polyester fibers are woven in a belt shape or a sheet shape so as to give a required strength to a covering target member made of an existing or newly formed bar-shaped or planar reinforced concrete material (concrete member). However, it was necessary to increase the thickness of the high ductility material to obtain the required strength. There was an inconvenience that the outer diameter of the member was increased accordingly.

  The technology disclosed in Patent Document 2 and the present invention are based on the conventional seismic improvement method, seismic design method, and seismic diagnosis method. We are going to solve the basic problem that this demonstration experiment is impossible.

  The present invention has been made in view of the above problems found in the prior art, and is a concrete to be reinforced by using a high toughness adhesive that can increase the peel limit strength per unit thickness of a high ductility material. It is an object of the present invention to provide a method for designing a structure capable of exhibiting excellent workability while obtaining required strength even if the thickness of a highly ductile material to be attached to a member is reduced.

  The present invention has been made to achieve the above object, and in the design method of a structure, each concrete member of the structure is respectively in accordance with a performance rule and a specification rule predetermined for conditions other than a large earthquake. The main feature is that each of the specifications is determined separately, and the seismic performance is determined separately according to the specifications according to these specifications.

  According to the present invention, when designing the structure, the specifications of the high ductility material necessary for the required seismic resistance are listed according to the specifications of the concrete members that are determined in advance by calculation etc. for conditions other than a large earthquake. Therefore, the design work can be speeded up by making it possible to perform seismic design in the same procedure as that of fireproof design. As a result, in the design of new structures and the retrofit design of existing structures, requests from the viewpoint of ensuring safety against large earthquakes compared to the prior art are the layout of the pillar walls of the structure and the specifications of each concrete member. Therefore, it is possible to construct a structure that is superior in usability and design as compared to the prior art, and has a low construction cost.

Explanatory drawing which shows typically the example of a state at the time of rod-shaped concrete members, such as a beam, bending-deforming with a crack. Explanatory drawing which shows microscopically the bending deformation accompanying the crack of FIG. It is explanatory drawing which shows typically the state at the time of a concrete member carrying out a shear deformation | transformation with a crack, The (a) of them shows the case where a concrete member exhibits wall shape, (b) is a concrete member having columnar shape. Each case is shown. Explanatory drawing which shows the shear deformation accompanying the crack of FIG. 3 microscopically.

  The present invention is constituted by a method for designing a structure realized by combining the performances of a high tough adhesive and a high ductility material.

  Specifically, the thickness of the high ductility material used as the reinforcing material is suppressed while preventing the concrete member to be reinforced from breaking at the bonding interface and maintaining the predetermined tenacity (peeling limit crack width). And a concrete member having a required seismic performance, and a seismic structure composed of the concrete member. In the present specification, the high ductility material refers to a reinforcing material formed by weaving polyester fibers in a belt shape or a sheet shape, and the high toughness adhesive is a urethane one-component, solventless, moisture-curing type. A conventionally known adhesive having a large peeling limit displacement is assumed. The concrete member to be reinforced is a structural element that constitutes a structure that breaks with cracks (cracks), such as reinforced concrete including cover concrete.

  In this case, the deformation modes of the concrete member include bending deformation shown in FIGS. 1 and 2 and shear deformation shown in FIGS. 3 and 4.

  That is, FIG. 1 schematically shows a state in which a beam (concrete member) 11 having a high ductility material 12 attached to its side surface via a high tough adhesive 13 is bent and deformed with a crack c. It is drawn. In this case, as is apparent from FIG. 2 schematically showing the state of stress in FIG. 1, the high ductility material 12 does not resist the compressive force generated inside the concrete member 11 and borne by the concrete member 11. Bending reinforcement is realized by giving only a tensile force and giving a restoring force against bending deformation. In the continuous fiber reinforcement and the steel plate pasting reinforcement, which are conventional techniques, the reinforcing effect is limited because the concrete member is destroyed because it resists the compressive force.

  FIG. 3 schematically shows a state in which the concrete member 11 having the high ductility material 12 attached to the surface 11a via the high tough adhesive 13 undergoes shear deformation with cracks c. It is. In this case, as is apparent from FIG. 4 showing the state of FIG. 3 in a microscopic manner, the highly ductile material 12 is made of a wall-shaped concrete member 11 shown in FIG. 3A or a columnar shape shown in FIG. The concrete member 11 can be reinforced by acting on the concrete member 11 with a tensile stress associated with the shear deformation acting along with the crack c, and acting to provide a restoring force in cooperation with the compressive stress borne by the concrete member 11.

ただし、
Ｇ_ｆ：高靱性接着剤の界面剥離エネルギー ［Ｎ／ｍｍ］
Ｅ_ｆ：高延性材の有効ヤング率 ［Ｎ／ｍｍ^２］
ｔ：高延性材の厚さ ［ｍｍ］ According to past studies outlined below, in a concrete member reinforcement method performed by sticking the high ductility material 12 to the surface 11a of the concrete member 11 with the high toughness adhesive 13, the peeling limit strength per unit width (high toughness) The tension per unit width q _fe ) generated in the high ductility material 12 at the peeling limit of the adhesive 13 can be expressed by the following equation (1).

However,
G _f : Interfacial peeling energy of high tough adhesive [N / mm]
E _f : Effective Young's modulus of high ductility material [N / mm ² ]
t: Thickness of highly ductile material [mm]

That is, according to the formula of “Equation 1”, if the effective Young's modulus E _f and the thickness t of the high ductility material 12 are made constant, the higher the interfacial peeling energy G _f of the high tough adhesive 13, the higher the ductility. It becomes clear that the greater the effective Young's modulus E _f of the material 12, the greater the strength.

ただし、
ε_ｐｕ：コンクリート部材の圧縮ストラット（圧縮力伝達機構）の終局ひずみで、通常１％とする。［無次元］

ただし、
τ_ｆ：高靱性接着剤の平均接着強度 ［Ｎ／ｍｍ^２］
Δｄ_Ａ：コンクリート部材の許容剥離限界ひび割れ幅、通常２ｍｍとする。
［ｍｍ］ However, interfacial peeling energy G _f may be less than or equal concrete element 11 is shown by the formula for a "number 2" because not large need for more destroy. Further, since the crack width Δd _A of the concrete member 11 at which the high ductility material 12 peels is determined from the relationship between the adhesive strength τ _f and the interfacial peeling energy G _f , Can be secured.

However,
ε _pu : ultimate strain of compression strut (compression force transmission mechanism) of concrete member, usually 1%. [Dimensionless]

However,
τ _f : Average adhesive strength of high tough adhesive [N / mm ² ]
Δd _A : Permissible peeling limit crack width of the concrete member, usually 2 mm.
[Mm]

Furthermore, by suppressing the strength of the high-tough adhesive 13 lower than the shear strength τ _B of the concrete member 11 according to the condition of the following “Equation 4”, it is possible to prevent the concrete member 11 from being broken at the time of peeling. be able to.

ただし、
σ_ｆｐ：コンクリート部材の曲げ変形とせん断変形に対する高延性材の強度
［Ｎ／ｍｍ^２］
ε_ｐ：高延性材の強度発現時のひずみ ［無次元］ As shown in FIGS. 1 to 4, the strength of the high ductility material 12 bonded to the surface 11 a of the concrete member 11 with the high toughness adhesive 13 is expressed by the following “Equation 5”.

However,
σ _fp : Strength of high ductility material against bending deformation and shear deformation of concrete member
[N / mm ² ]
ε _p : Strain at the time of strength development of high ductility material [Dimensionless]

ただし、
ε_ｆｅ：高延性材の剥離限界ひずみ（ｂ_ｆ≧ｂ_ｆｎｅｓ） ［無次元］
ε_ｆｕ：高延性材の破断ひずみ Here, the strain ε _p when the strength of the high ductility material 12 is expressed is expressed by the following equation (6).

However,
ε _fe : Peeling limit strain of high ductility material (b _f ≧ b _fnes ) [Dimensionless]
ε _fu : Breaking strain of high ductility material

In this case, the peeling limit strain ε _fe of the high ductility material 12 can be expressed by the following equation (7).

ただし、
ｍ_ｂ：、界面接着力の分布形状から決まる定数で１とできる。 ［無次元］ The expression of “Equation 1” is obtained by substituting the peeling limit strain ε _fe of the expression of “Equation 7” into the strain ε _p when the strength of the highly ductile material 12 of the expression of “Equation 5” is developed, and the high ductility material 12 on both sides. It is obtained by multiplying the thickness t by the strength, and is a strength developed in the high ductility material 12 under the assumption that the high ductility material 12 does not break and the concrete member 11 does not break. The equation of “Equation 2” is obtained by substituting the ultimate strain ε _pu of the compression strut of the concrete member 12 into the peeling limit strain ε _fe of the equation of “Equation 7” and solving for the interfacial debonding energy G _f of the high-tough adhesive 13. It is obtained and represents the condition that the concrete member 11 does not break until the highly ductile material 12 peels off. However, in the stress state shown in FIGS. 2 and 4, it can be said that the absolute values of the compressive strain of the concrete member 11 and the tensile strain of the high ductility material 12 are substantially equal.
Further, the crack width Δd _A of the concrete member 11 when the highly ductile material 12 peels is expressed by the following equation (8). The expression of “Equation 3” is obtained by solving this with respect to the average adhesive strength τ _f of the high-tough adhesive 13.

However,
m _b : is a constant determined from the distribution shape of the interfacial adhesive force and can be set to 1. [Dimensionless]

Therefore, if the crack width Δd _A at the peeling limit is suppressed to an allowable value or less, the condition of the above-described equation (3) is required. Since maintaining the tenacity of reinforcement of the concrete member 11 is an important requirement for reinforcement, this condition is set. If the concrete member 11 is a structure, it is generally sufficient that Δd _A = 2 mm. The result of substituting this into the equation (8) is the right side of the equation (3).

In other words, high tenacity glue 13 has a large interfacial peeling energy G _f, it is characterized in that the average bonding strength tau _f is less than the shear strength tau _B of the concrete member 11 is reinforced object.

Incidentally, the shear fracture strength of general concrete is about 1/6 to 1/4 of the compressive strength, and the concrete used in general buildings has a compressive strength of 21 N / mm ^2. In the case of a concrete member, the shear fracture strength is about 3 to 5 N / mm ² , and this can be expressed as the following “Equation 9”.

  Next, an embodiment example in which the performances of the high ductility material 12 and the high toughness adhesive 13 are combined will be described.

  The types of the high ductility material 12 to be used are the high ductility material A (product name “SRF2100” of the applicant company), the high ductility material B (the product name “SRF3100”), and the high ductility material C that have already been commercialized. (Product name “SRF4100”) and high ductility material D (product name “SRF5100”) are used. Each thickness, effective Young's modulus, etc. are as shown in Table 1.

  In addition, as for the type of the high-toughness adhesive 13, the adhesive A in Table 2 (product name “SRF20” of the applicant company) and the adhesive B (same product name “SRF30”) that have already been commercialized, The newly developed adhesive C (scheduled product name “SRF40”), adhesive D (scheduled product name “SRF60”), adhesive E (scheduled product name “SRF90”) Is used.

The high ductility material 12 and the high toughness adhesive 13 are combined as shown in Table 4, for example. However, the interfacial peeling energy G _f of high tenacity glue 13 used for the calculation is multiplied by 0.7 as a safety factor in the design.

Moreover, about the combination of the thickness and the high-toughness adhesive agent 13 in the case of using the high ductility material 12 in layers and using it thickly, for example, as shown in Table 5. In addition, about the classification of the high ductility material 12, since all have the same Young's modulus, any of the high ductility materials AD may be sufficient. The high-ductility material 12, since the upper limit of interfacial peeling energy G _f of high tenacity glue 13 to be calculated when the thickness is increased from the equation "number 2" increases, such as high toughness as in Table 5 better to use adhesive E is, since the intensity sigma _fp calculated in the "number 5" to the "number 7" is made large, the interfacial peeling energy G _f is relatively small cost increase Do e.g. high tenacity adhesive a Economical selection is possible compared to the case of using.

That is, according to Table 5, high ductility material 12 depending on the thickness, the high interfacial peeling energy G _f toughness adhesive 13 By using what is large, for example, a small high toughness adhesive interfacial peeling energy G _f As compared with the case of using A, it can be seen that it can be used more efficiently (by increasing the strain ε _p when the strength of the high ductility material 12 is developed).

  As described above, by combining the performance of the high ductility material 12 and the high toughness adhesive 13, the concrete member 11 to be reinforced is prevented from being broken and has a predetermined tenacity (peeling limit crack width). It is found that the thickness t of the high ductility material 12 used as the reinforcing material can be suppressed while maintaining the above.

  Further, the high ductility material 12 has a rigidity other than the tensile rigidity sufficiently smaller than that of the concrete member 11, and avoids peeling or destruction of the concrete member 11 due to the compressive strain of the concrete member 11. The compressive stress of 11 and the tensile stress borne by the high ductility material 12 can provide the concrete member 11 with an effect of imparting a restoring force against bending deformation and shear deformation.

  Moreover, since the high ductility material 12 used by this invention has a big fracture | rupture distortion, even if it receives a big deformation | transformation, it can maintain a reinforcement effect.

That is, according to the high toughness adhesive used in the present invention, since the interfacial peel energy _Gf is large, the effect of increasing the peel limit strength can be obtained as is apparent from the formula (2). Since the strength is smaller than the shear strength of the member 11, the reinforcing effect can be maintained even if a part of the material 11 is peeled off due to a large deformation. Further, as is clear from the equation (8), the crack width is large. It is also possible to obtain an effect that the peeling does not start until reaching the value.

Therefore, the high ductility material 12 and the high toughness adhesive 13 described above are such that the Young's modulus E _f and thickness of the high ductility material 12 and the interfacial peeling energy G _f of the high toughness adhesive 13 are the final compression of the concrete member 11. By combining the strain and the expression of “Equation 3”, the debonding limit strength is reached at the limit of the compressive ultimate strain of the concrete member 11, so an expensive adhesive having a large interfacial debonding energy _Gf is used. Compared to the case, an inexpensive adhesive can be selected.

  Further, according to the method for reinforcing a concrete member of a structure to which the present invention is applied, when the high ductility material 12 is installed on the concrete member 11 via the high toughness adhesive 13, the Young's modulus, thickness and By combining the interfacial debonding energy of the high toughness adhesive 13 and the ultimate strain of the compression strut (compression force transmission mechanism) of the concrete member 11 in a state where a predetermined mathematical relationship is established, the concrete member Since the condition to reach the peel limit strength at the limit of the compression end of 11, that is, the tough adhesive having a relatively low interface peel energy and being cheaper can satisfy the condition, the high tough adhesive used The economic choices can be diversified accordingly.

  In addition, the restoring force (strength) can be maintained even for a large crack width generated in the concrete member 11, or the risk of the effect being lost at a stretch by breaking the high ductility material 12 or breaking the concrete member 11 is reduced, By reducing the interference with the internal stress transmission of the concrete member 11, the concrete member 11 itself can be prevented from being substantially destroyed even when subjected to deformation corresponding to the size and the number of repetitions of the action of the M9 class earthquake. it can. In addition, when the high ductility material 12 is affixed as shown in FIG. 1 and FIG. 2, when the concrete compression strut reaches the final state as shown in the formula (6), the concrete member 11 is subjected to a large deformation. It is inevitable that the strength will decrease and the compression strut will gradually compress and break. However, due to the effect of adjusting the strength of the high-toughness adhesive 13 as shown in the formula (4), the exfoliation of the high ductility material 12 accompanying the fracture avoids destroying the concrete in a wide range and does not yet break. As long as the high-ductility material 12 and the high-toughness adhesive 13 are integrated into a portion of the concrete and most of the concrete is not crushed, the concrete member 11 can be prevented from being broken as a whole. The result is a beam that does not fall, and a wall that does not fall. In addition, as shown in FIG. 1 of Patent Document 2, when a highly ductile material is installed so as to circulate around the column, the column that does not collapse unless the high ductility material breaks even after the concrete inside is crushed. Is possible. Furthermore, since the highly ductile material 12 can be made thin, it is possible to reduce the material cost and construction labor, and to reinforce the construction without substantially changing the initial shape and dimensions of the finished member.

  Further, the earthquake-proofing member of the structure to which the present invention is applied is a concrete member 11 reinforced with the performance of a high-toughness adhesive and a high ductility material, set in an experimental apparatus, and has a predetermined direction and size. In addition, it is a member that has been confirmed to be loaded and subjected to repeated deformations and not to be destroyed. The experimental apparatus may be a pressing apparatus and a reaction wall for concrete member experiments currently owned by research institutes such as the Institute for Architectural Research and Kyoto University. The deformation to be loaded can be determined and documented as a method for testing seismic members, taking into account past earthquake cases, actions of future earthquakes, and the like. The concrete member experiments currently being conducted are up to about 1/50 of the member angle, and the number of repetitions is up to about 3 times per cycle, but the deformation and the number of repetitions are much larger than this. Even if it is defined in the above document, it can be implemented with existing experimental equipment. In civil engineering structures, members such as huge column bases with a height exceeding 100 m are used, but in this case, a scale model of about one-tenth can be tested using the similarity rule. .

  In other words, the earthquake-resistant member of the above structure is a member that is small and does not break even if the action of a large earthquake is directly applied to the member by preventing damage and destruction of the reinforced concrete that is the main material of the member of the structure. The effect of creating.

  As a result, the concrete member reinforcement method cannot be used with existing facilities and equipment in the light of the fact that full-scale experiments on the entire structure are not possible against the effects of the newly assumed earthquake, which greatly exceeds the conventional assumptions. The effect of making it possible to confirm the seismic resistance against a large earthquake using an experiment of a possible scale is achieved.

  Further, the earthquake-resistant structure is a structure having a required earthquake resistance by forming the structure with a concrete member whose required earthquake resistance is confirmed by the above-described concrete member reinforcing method.

  The following is an example of an embodiment of a Japanese building. First, the specifications of the building are determined in accordance with the part (up to the primary design) of the current earthquake resistance standards other than the examination for the major earthquake. Next, the structural members such as beams, columns, walls, etc. of this building were subjected to earthquake resistance reinforcement using high ductility material and high toughness adhesive, and the earthquake resistance was confirmed by the above concrete member reinforcement method. Fit the member. The above may be described in the design standard book and construction should be carried out according to this.

  Further, in the structure design method according to the present invention, when designing a structure, the specifications of each concrete member 11 are determined in advance by calculation or the like for conditions other than a large earthquake. This is a method for determining the specifications of the high ductility material 12 necessary for the required seismic resistance according to each specification using a list.

In this case, the confirmation test of the seismic member is performed in advance, and depending on the dimensions of the columns, walls, etc., the internal reinforcement, etc., for example, if the concrete member 11 is a reinforced concrete column, a highly ductile material is used. If the installation specifications such as 12 are listed as shown in Table 6 as an example, the design can be speeded up. In other words, the seismic design can be performed in the same procedure as the fireproof design. In the example of Table 6, various specifications appearing on the members of the structure are further listed, and the earthquake-resistant coating (high ductility material, high toughness adhesive) corresponding to this is described. Table 6 shows the form of the specification provisions of the design method of the structure according to the present invention, taking a reinforced concrete column of a building as an example. In the specifications column of the table, the column dimensions of the building (width b, seismic D, internal ratio h0 / D), and material specifications (concrete strength Fc, material and amount of main bars and horizontal bars ( Reinforcing bar ratio)) is described.
To design a construct with the method of the present invention, the following procedure is followed. First of all, the shape of the building so that all the conditions (legal constraints, economic constraints, the intention of the building owner, etc.) required to satisfy the building satisfy the conditions other than ensuring safety against a major earthquake. , Layout, column wall layout, specifications, etc. Next, the design is completed by determining the specifications (material, thickness) of the earthquake-resistant coating according to the specifications defined in the example of Table 6 according to the specifications of each concrete member.

That is, in the structure design method according to the present invention, when the structure is designed, the specifications of the high ductility material 12 necessary for the required earthquake resistance of the concrete member 11 determined in advance for the conditions other than the large earthquake are calculated. Since the specifications specified in the list and the like are used according to the specifications, it is possible to speed up the design work by enabling the seismic design in the same procedure as the fireproof design. As a result, in the design of new structures and the retrofit design of existing structures, the demand from the viewpoint of ensuring safety against large earthquakes compared to the prior art is the arrangement of the pillar walls of the structure and various concrete members 11 Deciding the origin is greatly reduced, and it becomes possible to construct a structure that is superior in usability and design compared to the prior art, and has a low construction cost.
In other words, the present invention differs from the design standards of earthquake countries represented by Japan and the design standards of regional countries that do not consider earthquake risk only to the provisions for medium and small earthquakes and the specifications for earthquake resistant coatings for large earthquakes. It is a technology that makes it possible to fasten.
Furthermore, the present invention is designed to inexpensively design structures such as buildings and infrastructure facilities pursuing usability, functionality, design, and cost, as if they were to be constructed in an earthquake-prone area, even in an earthquake-prone country.・ It is a technology that allows construction to be confirmed without using a full-scale experiment or non-linear calculation for the entire structure to prevent it from collapsing due to a newly assumed M9 class earthquake.
Large earthquakes are a natural phenomenon, and the effects on this structure are beyond the reach of human knowledge. Of course, the members and structures designed and constructed by the method of the present invention still have a risk of being destroyed by a large earthquake that occurs in the future. The technology of the present invention is a conventional technology that defines the required seismic performance for each member and confirms it by experiment, leaving the individual members broken, and making the calculation of the whole structure good. In comparison, the risk can be evaluated and recognized in more detail and dealt with.

11 Concrete member 11a Surface 12 High ductility material 13 High toughness adhesive

Claims (1)

In the design method of the structure, each concrete member of the structure is determined separately according to performance specifications and specification specifications determined in advance for conditions other than a large earthquake, and according to these specifications. A method for designing a structure, characterized in that each seismic performance is determined separately according to the specification rules.

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