JP2014074264A - Aseismic/insulation-coated reinforced-concrete structure and structure employing the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide aseismic/insulation-coated reinforced-concrete structure capable of effectively preventing a reinforced-concrete member from being destroyed by earthquake, and a structure employing the same.SOLUTION: An existent or new reinforced-concrete member 12 formed by placing concrete 14 around reinforcing bars 13 so as to form a cover concrete layer 15 outside the reinforcing bars 13 is a coating object member 11. In the cover concrete layer 15, a high ductile material 21 formed by weaving polyester fibers is installed via an urethane-based high-tenacity adhesive 31 applied onto a surface 15a of the cover layer 15 so as to impart damage resistance and durability. The high ductile material 21 is made in a woven structure also enriched in an insulation function and a sound insulation/soundproof function, thereby further imparting thermal insulation property and sound insulation property. Moreover, an insulation ceramic coating material 41 also having both an air quality improvement function or a moisture condensation proof function in addition to the more improved insulation function and sound insulation/soundproof function may also be applied onto a surface 21a of the high ductile material 21.

Description

  The present invention relates to a seismic and heat-insulated reinforced concrete structure that can effectively prevent deterioration of a cover portion and cracks in reinforced concrete constituting a structure, and a structure using the same.

  Reinforced (steel) concrete (referred to simply as “reinforced concrete” in this specification) is considered to be a mass-produced, maintenance-free building material embedded in steel (including steel frame; the same shall apply hereinafter). It is believed that even an earthquake will not destroy or injure people, and has shaped cities and infrastructure around the world.

  By the way, concrete is made of sand, gravel, water, and cement, and it doesn't get crushed easily when pushed, but when pulled, it cracks, breaks apart, and slips and breaks. .

  For this reason, it has been said that the concrete can be used as a reinforced concrete in which a reinforcing bar is embedded, thereby imparting a resistance to a tensile force and suppressing the cracked concrete from being separated.

  On the other hand, if the iron material is left exposed, it will rust and rag, so it is necessary to protect the surface, and when pressed, it will bend and the resistance will suddenly disappear, causing a phenomenon of buckling. It is also 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, in the standard documents and the like, it is defined that the surroundings of the reinforcing bars are covered with concrete, and it is determined that a thickness of about 4 cm is necessary under normal conditions. Such a concrete portion having a thickness of about 4 cm is referred to as “cover concrete” or simply “cover” (hereinafter referred to as “cover layer” in this specification).

  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.

  For this reason, columns and beams made of reinforced concrete, no matter how thick they are, and even if a large amount of reinforcing bars and steel frames are put inside, after all, the presence of a cover layer with a thickness of about 4 cm makes it durable. And seismic resistance will be decided. 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 iron is bent, it has the property of plasticity that does not return to its original shape, which is the second structural weakness of reinforced concrete.

  In other words, various forces act on reinforced concrete columns and walls when subjected to earthquakes, resisting the force of pushing the concrete part, but resisting the pulling force almost, so the reinforcing bars are responsible for this. Become. However, once the reinforcing bar is deformed, it does not return to its original shape, and the concrete around the reinforcing bar is broken. In addition, since the reinforcing bar has bending rigidity and compression rigidity, it resists the compression strut (compression force transmission mechanism) of the concrete and destroys the concrete, plasticizes itself, breaks, or And it loses adhesion to concrete. Iron plate winding and continuous fiber winding lose the reinforcing effect by the same mechanism. For this reason, in a large earthquake, concrete starts to break from the surroundings, 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 reinforced concrete that forms the modern city has two structural weaknesses: a cover layer that deteriorates over time and collapses in a major earthquake, and iron that is hard and plastic.

  On the other hand, conventional techniques for increasing the seismic strength of existing buildings and the like are roughly classified into a method of adding reinforced concrete walls and a method of adding steel braces. There are also methods such as iron plate winding and continuous fiber winding. Among these, when it is desired to open the interior of a building, it is common to perform seismic reinforcement by a method of adding a steel brace. For example, the method of expanding a steel brace for seismic reinforcement disclosed in Patent Document 1 is used. Proposed.

Japanese Patent Laid-Open No. 11-71906

  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 seismic reinforcement including the method disclosed in Patent Document 1 is performed by going through 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.

  To illustrate this, the case of the Aobayama Campus of Tohoku University in Sendai is symbolic. The Aobayama Campus of Tohoku University has the Faculty of Science, the Faculty of Pharmaceutical Sciences, and the Faculty of Engineering, and many rebar (steel) concrete school buildings are scattered on the hill. Immediately after the Great East Japan Earthquake, six of them were forbidden to enter, and will be demolished and rebuilt. Of these, the Human-Environmental Research Building, which has 9 stories of reinforced concrete, was completed in 1968. From 2000 to the following year, large-scale seismic reinforcement work was carried out by replacing steel braces and reinforced concrete walls. The structural earthquake resistance index (Is value) was 0.55 to 1.04 before reinforcement, but has been raised to 0.63 to 1.45 by reinforcement. However, the Great East Japan Earthquake not only destroyed the pillars and walls, but also caused major damage to fixtures and gas leaks.

  The Human-Environmental Research Building encountered the 78 Miyagi-oki earthquake in the 9th year after its completion. At this time, the damage was to the extent that the pillars and walls were cracked, and no special record of damage was found in the Architectural Institute survey report. According to the seismic observation in the building, the shaking in June 1978 was 1.26G on the 1st floor and 1.0G on the 9th floor. In the Great East Japan Earthquake (3.11), it was 0.33G on the first floor and 0.90G on the ninth floor. The magnitude of shaking on the ground and inside the building is almost equal to 78 years. Incidentally, the assumption of new earthquake resistance is about 0.4G on the ground and about 1.0G on the inside, but these values are almost consistent.

  At first glance, in 1978, when there was no seismic reinforcement for almost the same magnitude of shaking, there was almost no damage, and as a result of the seismic reinforcement, there was a lot of damage. I can say that.

  Seismic reinforcement of buildings is performed by calculating the numerical value of the structural earthquake resistance index in the horizontal direction of each floor and providing a steel brace or reinforced concrete wall so that it exceeds the standard value (usually 0.6). In elementary and junior high schools, the standard value is increased from 0.6 to 0.7 mag, and as a result, more steel braces are included. This is the idea that even if there is a weak point in some pillar, the numerical value as a floor should be larger than the standard.

  However, looking at examples such as Tohoku University, even on the floor where the number went up with steel braces, the pillars around the brace were destroyed, and there was no problem with the numbers, even on the floor where the steel braces were not inserted, It turned out that the pillar would be destroyed. Even if the steel brace is fitted, the pillar itself is not prevented from being broken, so it can be said that, for example, as shown schematically in FIG.

  As is clear from the comparison of earthquake motion records up to about 1980 and the records of the Great East Japan Earthquake, the earthquake motions of magnitude 9 of the Great East Japan Earthquake are as follows. The duration (number of repetitions of shaking) increases from several times to 10 times or more. It is highly possible that this increased damage to reinforced concrete and led to damage. Incidentally, the 78 Miyagi-ken Oki earthquake has a magnitude of 7.4.

  In the Great East Japan Earthquake, there are cases in which the pillars and overhead wires that support the upper overhead lines were damaged significantly due to the destruction of the surrounding beams at locations where the Tohoku Shinkansen viaduct legs (columns) were 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 the first place, not destroying as a structure is only a prerequisite for modern buildings. Obviously, if internal equipment or fixtures are damaged, they will eventually have to be demolished and rebuilt. Modern seismic retrofitting has not been able to guarantee the effect in this respect, either methodically or practically. In other words, modern seismic retrofitting has inconveniences that cannot be commensurate with the cost and burden of construction.

  There are reports that fibers were torn off at locations where Tohoku Shinkansen viaduct legs (columns) were reinforced with continuous fiber wrapping during 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. .

  The first invention of the present invention is an earthquake-resistant and heat-insulating coating that can effectively prevent the reinforced concrete material itself used as a column or wall from being destroyed by an earthquake in view of the above-mentioned problems found in the prior art. The object is to provide a reinforced concrete structure.

  In addition, the second invention is an earthquake-resistant and heat-insulated reinforced concrete structure that has received the Great East Japan Earthquake that occurred in March 2011. The purpose of the present invention is to provide a building and an infrastructure structure (collectively referred to as “structure” in this specification) that are less damaged and that do not collapse even in the event of a large earthquake, and that are resource-saving and inexpensive.

  According to a first aspect of the present invention, there is provided an existing or new rod-shaped or planar reinforced concrete material in which concrete is driven around a reinforcing bar so that a covering layer is formed outside the combined reinforcing bar, and the covering layer In order to give damage resistance and durability, a highly ductile material formed by weaving polyester fibers in the form of a belt or sheet through a urethane-based high-toughness adhesive applied to the surface The most important feature is that the component yarns can be displaced from each other when an external force is applied under the condition that the air layer is held.

  In this case, by making the high ductility material a woven structure rich in both heat insulation function and sound insulation / sound insulation function by the air layer, when the high ductility material is installed on the reinforced concrete material, Can also be added. In addition to the heat insulation / heat insulation function and the sound insulation / sound insulation function, a heat insulation ceramic coating material having both an air quality improvement function and a dew prevention function may be applied to the surface of the highly ductile material.

  According to a second aspect of the present invention, there is provided a seismic / heat-insulating coating according to any one of claims 1 to 3 so that damage is within an allowable limit even for a large-scale earthquake motion caused by a magnitude 9 class earthquake. The main feature is that the main structural members are constructed with a reinforced concrete structure, which is coated with a coating that controls damage and prevents destruction.

  According to the first aspect of the present invention, the high ductility material is installed on the reinforced concrete material via the urethane-based high-toughness adhesive, so that the high ductility material resists spreading of cracks, thereby forming the cover layer. Since it is possible to give elastic restoring force to the cracks generated on the containing concrete side, it is possible not only to moderate the deterioration of mechanical performance against repeated loads due to earthquakes, but also to reduce the shaking of the structure. As a result, the reinforced concrete material, the finishing material, and the equipment constituting the columns and walls can be reliably prevented from being damaged and destroyed, and the force can be continuously supported. Furthermore, by installing a high ductility material bonded to a reinforced concrete material via a urethane-based high-toughness adhesive, gravel and sand inside the concrete can engage and resist external forces unless the high ductility material breaks. .

Reinforced concrete coated with the method of the present invention produces several times to 10 times larger amplitude deformation, or several times to 10 times larger deformation times than reinforced concrete reinforced with steel bars, steel plates and continuous fibers. However, it has been confirmed by a large shaking table test and a static repeated loading test that it does not break. This is due to the following mechanism.
The high ductility material has a structure that allows the yarns constituting the high ductility material to be displaced from each other when an external force is applied by being installed on the reinforced concrete material in an air layer inside. As a result, when external force acts on the reinforced concrete material and various deformations occur in the highly ductile material, resistance to bending deformation, shear deformation, and compression deformation is almost exhibited. First, the required resistance is exerted against tensile deformation, that is, deformation that destroys concrete. This is a property different from reinforcing bars, steel plates, and continuous fibers, and does not disturb the compressive force transmission mechanism (compression struts) formed in the concrete, destroying it, or breaking itself or plasticizing. Due to the effect. Moreover, when it winds around rod-shaped members, such as a pillar, it is because there exists a big effect which suppresses a compressive fracture by giving restraint pressure to concrete.
The high toughness adhesive is formulated so as to peel with a strength substantially equal to or less than the surface fracture strength of concrete, a large tension is generated in the high ductility material, and the high toughness adhesive is peeled off. Even in this case, the high ductility material does not destroy the concrete, and the portion that has not yet peeled around the peeled portion fixes the high ductility material to the concrete, so that the high ductility material is And can continue to resist external forces.
By the way, in continuous fiber reinforcement and steel plate reinforcement, concrete and reinforcement are fixed with a strength greater than the breaking strength of concrete with a high-strength adhesive or grout material, so when the fixation breaks, the concrete is destroyed. There was a problem of losing the reinforcing effect at once.

  Moreover, it can make it difficult to destroy against sudden external forces, such as an explosion, by installing in the state in which the highly ductile material was joined to the reinforced concrete material. Furthermore, after the installation work of the high ductility material on the reinforced concrete material is completed, even if it is necessary to replace it for any reason or additional coating is required, it is possible to quickly respond to the request. .

  According to the invention according to claim 2, since the high ductility material has a woven structure rich in heat insulation and sound insulation, when the high ductility material is installed on the reinforced concrete material, further heat insulation effect and sound insulation An effect can also be obtained.

  According to the invention of claim 3, the surface of the highly ductile material is coated with a heat insulating ceramic coating material having an air quality improving function and a dew proof function in addition to a heat insulating / heat insulating function and a sound insulating / sound insulating function. Therefore, when the high ductility material is installed on the reinforced concrete material, an air quality improvement effect and a dew prevention effect can be obtained in addition to a further excellent heat insulation / heat insulation effect and sound insulation / sound insulation effect.

  According to the fourth aspect of the present invention, it is possible to provide a structure that is less damaged and that does not collapse even in the case of a massive earthquake of magnitude 9 class once in a thousand years and that is not collapsed and is resource-saving and inexpensive.

The perspective view which shows the winding process of a highly ductile material in the state which exposed a part of reinforcing bar and clarified an internal structure about an example of this invention. The whole perspective view which shows an example of the highly ductile material which comprises this invention. It is a graph which shows the response displacement (history loop) of the large-scale vibration experiment about the application example and non-application example of this invention, (a) of them is 1978 Miyagi Prefecture offing earthquake (0.6 times) of 25 kine (B) shows the case where the record of EL Centro (1.1 times) 37.5kine, which was used as one of the standard ground motions of the design until the 1995 Great Hanshin Earthquake, was applied. . Explanatory drawing which shows typically the degree of a deformation | transformation in the case of this invention method which winds a reinforced concrete material with a highly ductile material. Explanatory drawing which shows typically the degree of a deformation | transformation in the case of the conventional method which hardens a reinforced concrete material with a brace or a steel plate.

  The method of the present invention is applied to the outer side of the reinforcing bar 13 which is appropriately combined under the structure, for example, on the outer peripheral side of the reinforcing bar 13 which is combined with the vertical bar 13a and the band bar 13b as shown in FIG. An existing or new reinforced concrete material 12 in which concrete 14 is driven around the reinforcing bar 13 so as to form a cover layer 15 of about 4 cm is implemented as the covering target member 11.

  In this case, the reinforced concrete material 12 as the covering target member 11 includes not only columns and walls but also beams and slabs. In addition, the term “installation” used in the present specification is used to mean “wrap” if the reinforced concrete material 12 is rod-shaped, and to “paste” if the reinforced concrete material 12 is planar. To do.

  In the method of the present invention, in order to impart damage resistance and durability to the cover layer 15 in the reinforced concrete material 12, high ductility is achieved via a urethane-based high-tough adhesive 31 applied to the surface 15a of the cover layer 15. This is done by installing the material 21 on the surface 15a side of the cover layer 15 in a state where it is joined.

The covering layer 15 is subjected to a necessary appropriate cleaning process such as wiping before the high-tough adhesive 31 is applied to the surface 15a, and then applied. As the tough adhesive 31, for example, a polyurethane one-component, solventless, moisture-curing type, which is a product of the present applicant (product name: “SRF20”), can be suitably used. The product standard value of the adhesive strength is 1.0 N / mm ² . However, the adhesive strength is obtained by dividing the maximum load when an attempt is made to shift the adherend by applying a load parallel to the adhesive surface by the adhesive area. The high toughness adhesive 31 is applied to the surface 15a of the cover layer 15 of the reinforced concrete material 12 with a wet film thickness of 0.5 mm or more, for example.

  Further, the high ductility material 21 is not only a sheet-like material woven by twilling using a polyester fiber, but also, for example, along the length direction at an intermediate position in the width direction as shown in FIG. A belt-like one having a mark 22 attached accordingly is used. In this case, considering the dimensions, load conditions, material strength, properties, etc. of the normal reinforced concrete material 12, the high ductility material 21 has a thickness in the range of about 0.5 mm to 6 mm and a width of about 10 mm to 100 mm. It is possible to suitably use a layer having a thickness of about 20 mm to 30 mm in total by installing in several layers.

  For example, the high ductility material 21 having a thickness of about 4 mm and a width of about 100 mm, for example, the high ductility material 21 (product name: “SRF4100”) of the applicant of the present application is a 1670T (decitex) polyester filament yarn. About 500 twisted yarns obtained by twisting four strands of yarn, and weft yarns obtained by twisting four same yarns into a woven fiber obtained by reciprocating about 20 strands per 50 mm length. This can be heat-set and used as the highly ductile material 21 of the present invention as finished dimensions with an average thickness of 3.9 mm and an average width of 100.0 mm.

  The high ductility material 21 has a structure in which fine twisted yarns are densely woven and an air layer is confined inside. For example, the above-mentioned “SRF4100” is about 400 g per meter, and the volume porosity (void volume / apparent total volume) is about 26%. When an external force is applied to the belt, the air layer allows the yarns to be shifted from each other little by little to receive compression, shearing, bending, and to resist pulling, thereby creating toughness in the belt. Further, the air layer confined inside imparts a heat insulating effect to the high ductility material 21. It also provides a soundproofing effect.

  Furthermore, the surface 21a of the high ductility material 21 can be coated with a heat insulating ceramic coating material that has an air quality improvement function and a dew prevention function in addition to a more excellent heat insulation function and sound insulation / sound insulation function.

  As the heat insulating ceramic coating material used in this case, a paint containing fine ceramic hollow particles, for example, “GAINA (registered trademark)” manufactured by Nisshin Sangyo Co., Ltd. can be suitably used.

  For this reason, according to the method of the present invention, by installing a highly ductile material on the reinforced concrete material 12 via the urethane-based high toughness adhesive 31, the highly ductile material 31 resists spreading of cracks. Since the elastic restoring force can be given to the crack generated on the concrete 14 side including the cover layer 15, not only the deterioration of the mechanical performance against the repeated load caused by the earthquake can be made moderate, but also the structure 51 As a result, the reinforced concrete material 12, the finishing material, and the equipment constituting the pillar and the wall can be reliably prevented from being damaged and destroyed, and the force can be continuously supported. Furthermore, by connecting the high ductility material 31 to the reinforced concrete material 12 via a urethane-based high toughness adhesive, the gravel and sand inside the concrete 14 mesh with each other and the external force is applied unless the high ductility material 31 is cut. Can resist.

  FIG. 3 is a graph showing the response displacement (history loop) of a large-scale vibration experiment for the application example and non-application example of the present invention, of which (a) is the 78 Miyagi-ken Oki Earthquake (0.6 (B) When the seismic wave of 25 kine was applied, (b) hung the record of EL Centro (1.1 times) 37.5 kine, which was used as one of the standard ground motions of the design until the 1995 Great Hanshin Earthquake Each case is shown.

  Among these, FIG. 3 (a) shows a vibration with a deformation angle of 1/1300 and a very small deformation level. Both the uncovered (indicated by the present invention) shown in gray in FIG. 3 (a) and the seismic coated (shown as “SRF” in the figure) shown in black in the figure are both elastic responses. doing. It is found that the earthquake-resistant coating (application example of the present invention) has higher rigidity than the non-covering (application example of the present invention). It can be seen that the seismic coating (application example of the present invention) has a maximum displacement of 57% and an amplitude reduction of 22% compared to the uncovered (application example of the present invention). The vertical axis represents the response shear force [kN] of the first-order piloti surface, and the horizontal axis represents the corresponding displacement response [mm].

  Moreover, FIG.3 (b) is the vibration of the level assumed by the primary design as 1/160 in a deformation angle. In FIG. 3B, uncovered (indicated by the present invention) shown in gray shows a large loop in the vicinity where the maximum response was recorded, which indicates that there is a high possibility that the damage is large. The earthquake-resistant coating shown in black in the figure (application example of the present invention: shown as “SRF” in the figure) has little rigidity deterioration and shows an elastic response. It is found that the seismic coating (application example of the present invention) has a maximum displacement of 24% and an amplitude reduction of 21% compared to the non-coating (application example of the present invention).

  In other words, when subjected to an earthquake shake, the surface is deformed more than the inside of the concrete. Therefore, in the case of uncovered (an example in which the present invention is not applied), if a small crack enters from the surface, it will start from the part of the cover layer without reinforcing bars. The yield strength decreases, the effective cross-sectional area gradually decreases, and the shaking increases. On the other hand, in the case of the method according to the present invention, it is found that as a result of effectively suppressing damage to the concrete 14 and keeping the entire cross section of the reinforced concrete material 12 such as a column effective, the shaking can be reduced.

  Further, by winding the reinforced concrete material 12 in a state in which the high ductility material 21 is joined, it is possible to make it difficult to break against sudden external forces such as an explosion. Furthermore, after the installation work of the high ductility material 21 to the reinforced concrete material 12 is completed, even if it is necessary to replace it for any reason or additional coating is required, it is possible to respond promptly to the request. Can do.

That is, since the cover layer 15 does not contain the reinforcing bar 13, it has a structural weakness that it cannot resist the tensile force, but by installing the high ductility material 21, it is elastic to cracks generated on the concrete 14 side. Therefore, it is possible to moderate degradation of mechanical performance against repeated loads caused by earthquakes. Moreover, even if there is no earthquake, the cover layer 15 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. If it falls, the ability (adhesive force) to transmit force to iron will also drop, but by installing the high ductility material 21, wind and rain on the concrete surface, moisture from the surface, carbon dioxide gas, etc. Such structural weaknesses can be effectively improved by preventing intrusion, suppressing concrete deterioration, aging and neutralization, and reducing expansion and contraction due to heat insulation.
Further, the high toughness adhesive 31 is prepared so as to peel with a strength substantially equal to or smaller than the surface fracture strength of the concrete 14, and a large tension is generated in the high ductility material 21, so that the high toughness adhesive 31. Even when the concrete 14 is peeled off, the concrete 14 is not destroyed, and the part that has not been peeled around the peeled part fixes the high ductility material 21 to the concrete 14. The high ductility material 21 cooperates with this and makes it possible to continue resisting external force.

  That is, since the reinforced concrete material 12 can suppress deterioration and collapse by installing the high ductility material 21 in the cover layer 15, it is ensured that the entire structure 51 collapses as shown in FIG. Can be avoided.

  Further, the reinforced concrete material 12 made of pillars and walls can effectively prevent plastic deformation of the rebar 13 by installing the high ductility material 21 on the cover layer 15. By resisting the pulling force while resisting the pressing force of the concrete 14 portion when the force is applied, for example, the risk of the entire building being crushed can be eliminated.

  Therefore, according to the method of the present invention, the reinforced concrete 12 forming the modern city has two structural weaknesses, namely, the presence of the cover layer 15 that has deteriorated over time and collapsed by a large earthquake and the reinforcing bar 13 that is hard and plasticized. Can be effectively improved.

  In addition, when the highly ductile material 21 has a woven structure rich in heat insulation and sound insulation / soundproofing, when the highly ductile material 12 is installed on the surface 15 a of the cover layer 15 in the reinforced concrete material 12, A heat insulating effect and a sound insulation / sound insulation effect can also be obtained.

  The second invention is made by applying the first invention to a structure, and details thereof will be described below.

New structural design or existing seismic retrofit design is performed through the following steps.
1. The verification of seismic performance in the seismic diagnosis performed during the structural design of new structures and the seismic retrofit of existing structures is based on the primary design shown in the current seismic standards (base shear 0.2 elastic response calculation allows each member to accept Confirm that the stress level is not exceeded.) Do not perform nonlinear calculations such as calculation of retained horizontal strength.
2. The structural member and the member important in securing the usability are subjected to the earthquake-resistant and heat-insulating coating by applying the present invention.
3. The coating thickness of the previous item is determined so that the collapse risk (If value) and the damage (Id value) are below the reference value.

  The collapse risk (If value) here refers to the fact that the structure framework (shaft) can support the weight of the structure without collapsing when the deformation is several times higher than the conventional assumption. It is an index, and is the maximum value of the value obtained by dividing the acting axial force of each member of the shaft group by the axial strength. Here, the axial force at the time of earthquake is calculated from the constant axial force at the time of the primary design of the current standard and the axial force that fluctuates during the earthquake. The axial strength of ordinary members is calculated according to the current standards. For members to which the present invention is applied, Reference 1 (Structural Quality Assurance Laboratory Co., Ltd. “SRF construction design guidelines and explanations 2010 revised edition”) The calculation method is described in ISBN4-9021052-3). Here, the axial strength of a general member is only a value for deformation caused by a conventional assumed earthquake, and is not a value under a large number of vibrations as in a newly assumed earthquake. It is necessary to judge the collapse risk in the new assumption in consideration of the degree of damage.

  The degree of damage (Id value) is an index indicating whether damage received when a structure is repeatedly deformed by a large earthquake falls within an allowable limit. Input energy and damage to the structure due to earthquake motion It is the ratio to the limit energy. Here, the input energy is calculated by multiplying the current standard of the energy law by the influence of the number of repetitions. Damage limit energy is calculated based on the basic performance index and toughness index of the existing seismic diagnostic method, and the absorbed energy for one main motion is calculated, and this is the limit number of repetitions between general members and members to which the present invention is applied. Multiply each to calculate and calculate. The calculation method of these indexes is described in the above-mentioned document 1.

In short, the above method is to design the structure based on the old standard (standard before 1981), and to reduce the risk of collapse (If value) and the degree of damage (Id value) below the standard value. As shown in Fig. 4, by applying it, the damage will be within the allowable limit for seismic motion with seismic intensity of 5 class to seismic motion with a larger energy than the conventional assumption of magnitude 9 class. The structure 51 is intended to prevent the collapse of the structure 51. In addition, instead of the collapse risk (If value) and the damage (Id value), the structural earthquake resistance index (Is value) is used as a design index, and the covering position and thickness according to the present invention are determined so that this exceeds the standard. Can achieve a certain effect. The same applies when only the collapse risk (If value) is used.
The current method still presupposes a method of confirming the safety by calculating the response of the structure on the assumption of an assumed earthquake as a method of dealing with a natural phenomenon with a magnitude 9 class earthquake that is beyond human knowledge. However, the Great East Japan Earthquake has revealed that there are still problems such as the possibility that the calculation will not match the actual situation, an unexpected earthquake will occur, and the structure will be destroyed.
The present invention changes the seismic resistance from reinforcing a structure to covering individual members such as columns and walls. That is, by giving the required seismic resistance not to the structure but to the individual members that make up the structure, the structure (structure and finishing, equipment) loses its usability or collapses as a result. It is a technique to avoid it.
At present, the design for fire is not a method of determining the countermeasure by calculation assuming the fire location and the spread of fire, but the required fire resistance, fire-resistant coating, or burn-out of each member is ensured. It is based on the basic policy of granting. The method of the present invention performs earthquake resistance in the same manner as fire resistance. This has the effect of greatly simplifying earthquake-resistant design calculations and earthquake-resistant diagnostic calculations compared to current methods, and the structure of the entire Japanese archipelago, where a huge earthquake is imminent, with a limited number of specialists, materials, and funds. It is possible to provide a method and material that can be realized in urgent earthquake resistance.

  Further, when the heat insulating ceramic coating material 41 having an air quality improving function and a dew proof function in addition to the heat insulating function and the sound insulation / soundproof function is applied to the surface 21a of the high ductility material 21, the high ductility material 21 is applied. In addition to the excellent heat insulation / heat insulation effect and sound insulation / sound insulation effect, the air quality improvement effect and the dew prevention effect can be obtained.

Sendai city of tenant building is a 1972 (1972) the structure of the total floor area of 7751m ² of completion. The 2008 Iwate-Miyagi inland earthquake caused many large cracks in the walls and beams, and repair work was performed by resin injection. The repair design was carried out by applying the present invention, and the earthquake-proof repair work was carried out from August to October 2010. 72 columns and 5 walls are covered. However, a structural earthquake resistance index (Is value) is used as a design index. Photos and drawings are published in the mouthpiece of Reference 2 (Shunichi Igarashi “Earthquake disaster prevention in the active period by earthquake-resistant coating” ISBN 978-4-902105-26-1).

  The structure was subjected to the ground motion of the Great East Japan Earthquake on March 11, 2011. When converted to the seismic intensity of the Japan Meteorological Agency, the seismic intensity is 6 or less, but the duration is much longer than the seismic intensity of 6 seismic intensity previously recorded, and the energy is large. According to a management company employee, immediately after the earthquake, the building was inspected and was surprised with almost no damage such as cracks inside. After the earthquake, surveys were conducted in June and August, but there were no deformations in the finish of the walls, columns, etc., although bending and cracking were confirmed in the columns and beams. The interior and exterior of the first floor were stone-finished, but the situation was the same as before the earthquake. The main shock and several aftershocks continue to be used without damage. From March 15th on the fourth day of the earthquake, Sakurano Department Store started temporary store operation on the 4th and 5th floors of this building, and Sendai citizens lined up around the building in multiple layers to make a living item. Can be cited as a case where the effect of applying the present invention has been successfully demonstrated.

  At stores in the suburbs of Sendai, renovation design was carried out by applying the present invention from November to December 2009, and the renovation work covering 16 pillars on the first floor was completed. With the Great East Japan Earthquake suffering damage to surrounding buildings and being forced to suspend business operations or collapse, business operations continue with clean-up work. However, the collapse risk (If value) is used as a design index.

  The condominium in Sendai is a new earthquake-resistant building built in 1990, but it was renovated by applying the present invention, and repair work was carried out to cover 40 piloti pillars. However, the collapse risk (If value) is used as a design index. After the Great East Japan Earthquake, it has been confirmed that neither the pillar nor the tile to which the present invention is applied is abnormal. In areas where repair work other than the piloti is not being implemented, tile repair on the upper floor is required. The two examples described above are the results that suggest the fact that the structure (structure, finishing, and equipment) can be prevented from being damaged by the effects of the present invention.

Finally, another specific example of effect obtained by applying the present invention will be described. In other words, in a certain building in Tokyo (total floor area 1357m ² , RC structure, 6 floors above ground, 1st floor, 1st floor tower, completed in 1969), concrete frame repair work (earthquake repair) and renewal of equipment with the coating of the present invention The construction work was carried out from March 2011 to September of the same year.
The seismic retrofit is made up of 15 pillars from the 1st basement to the 6th floor, and 12 seismic walls, 4 tower walls, and the risk of collapse (If value: the acting axial force and axial strength of the column). Maximum ratio) from infinity. The goal was to reduce it to less than 08.
The facility renewal was the target to achieve an energy saving rate of 38.2% for the entire building through the use of paired glass, renewal of air conditioning facilities, replacement of electric lighting LEDs, and elevator replacement.
In the case of this building, most of the energy was supplied by electricity, so the power consumption was planned to be reduced by almost 38.2%. However, the power consumption in August 2012 was about 60% lower than in 2010 before construction, surpassing the plan by nearly 20%.
Neither the exterior wall coating with heat insulating ceramic nor the coating by the method of the present invention (SRF) is counted in the initial plan. This approximately 20% increase in energy savings is believed to be due to the effects of the insulating ceramic and the inventive technique (SRF).

DESCRIPTION OF SYMBOLS 11 Covering member 12 Reinforced concrete material 13 Reinforcement 14 Concrete 15 Cover layer 15a Surface 21 High ductility material 21a Surface 22 Mark 31 High toughness adhesive 41 Heat insulation ceramic coating material 51 Structure

Claims (4)

The existing or new bar-shaped or planar reinforced concrete material formed by driving concrete around the reinforcing bar so that a cover layer is formed outside the combined reinforcing bar is used as a covering target member.
The covering layer is made of a highly ductile material formed by weaving polyester fibers in a belt shape or a sheet shape with a urethane-based high-toughness adhesive applied to the surface in order to impart damage resistance and durability. An earthquake-resistant and heat-insulated reinforced concrete structure, which is installed in such a way that when an external force is applied with the air layer held inside, the constituent yarns can be displaced from each other. By providing the highly ductile material with a woven structure rich in heat insulation function and sound insulation / sound insulation function by the air layer, further providing heat insulation properties and sound insulation properties when the high ductility material is installed on the reinforced concrete material. The earthquake-resistant and heat-insulated reinforced concrete structure according to claim 1. The seismic resistance according to claim 1 or 2, wherein the surface of the highly ductile material is coated with a heat insulating ceramic coating material that has both a better heat insulation function and a sound insulation / sound insulation function, as well as an air quality improvement function and a dew prevention function.・ Insulated reinforced concrete structure.   The earthquake-resistant and heat-insulated reinforced concrete structure according to any one of claims 1 to 3, in order to keep damage within an allowable limit even for a large-energy ground motion caused by a magnitude 9 class earthquake. A structure characterized in that a main structural member is formed by applying a coating to control and prevent destruction.

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