Structural base material, structural member, structure, and construction method for structural member

Abstract

Provided is a structural material for forming a structural member having a simple configuration that eliminates the need for a shear reinforcing bar inside a compression material, the structural member, a structure, and a forming method of the structural member. A structural material (1) is disposed inside a compression material (11) that bears a compressive force applied to a structural member (10). The structural material (1) has a main part (2), a tension member (3), and a plurality of support parts (4). The main part (2) is integrated with the compression material (11) when the compression material (11) is cured, and is formed of a material that bears the compressive force. The tension member (3) is disposed inside the main part (2) across one end to the other end of the main part (2), and includes continuous fiber that bears a tensile force. The tension member (3) is wound on an outer periphery of the support part (4). The support parts (4) are disposed along the tension member (3) inside the main part (2) at a certain interval therebetween. The tension member (3) and the support part (4) are anchored in the main part (2) to transmit stress caused in the tension member (3) and the support part (4) to the main part (2).

Description

[Technical Field]

[0001] The present invention relates to a structural material, a structural member, a structure, and a forming method of the structural member.[Background Art]

[0002] In a reinforced concrete structure or a steel-framed reinforced concrete structure (hereinafter, referred to as a "reinforced concrete based structure"), reinforcing bars or a steel frame bears a tensile force, while concrete and the reinforcing bars or the steel frame constrained by the concrete bear a compressive force. The standards for the reinforced concrete based structure have been revised several times since the reinforced concrete based structure is commercialized, and thus the reinforced concrete based structure now has high liability in safety not to be basically collapsed under an unexpected earthquake in recent years.

[0003] The earthquake resistance of the whole of the existing reinforced concrete based structure constructed based on the old standards before revised under the earthquake is evaluated by calculating the strength and the toughness of the structural members while setting the limitation of the ultimate deformation angle depending on the aspect ratio ho / D, the axial load ratio η, or the like. When the earthquake resistance is below the criteria, the earthquake resistant reinforcement is implemented to prevent the collapse of the structure (see Non Patent Literature 1).

[0004] A technique has been known that further enhances the strength of the reinforced concrete based structure by mixing synthetic fiber into the ready-mixed concrete to improve the toughness of the concrete. Also, in the field of the reinforced concrete, a technique has been known that employs continuous fiber instead of the reinforcing bars, and a technique has been known that generates a material having a stress-strain relation like the reinforcing bar by coating high strength and high ductility carbon fiber with synthetic resin.

[0005] For example, Patent Literature 1 discloses the reinforcing member for the structural material. The reinforcing member is a thin wire, which is formed of a material having high tensile strength (for example, aromatic polyamide resin), formed into a braid-like structure to be embedded into the structural material having low tensile strength (for example, concrete) in order to improve the tensile strength of the structural material. Further, Patent Literature 2 discloses a concrete reinforcing material having a core member formed of light-weight nonferrous metal (for example, synthetic resin, aluminum, or the like) and a fiber layer formed of non-rusting high performance fiber (for example, aramid fiber), disposed on an outer periphery of the core member[Citation List][Patent Literature]

[0006] [PTL 1] Japanese Unexamined Patent Application Publication No. S60-119853 [PTL 2] Japanese Unexamined Patent Application Publication No. S59-199954 [Non Patent Literature]

[0007] [NPL 1] Japan Building Disaster Prevention Association, Ministry of Land, Infrastructure, Transport and Tourism Designated Seismic Retrofit Support Center, "2017 Revision on Seismic Evaluation Standards for Existing Reinforced Concrete Buildings" published by Japan Building Disaster Prevention Association, July 2017 [NPL 2] Ministry of Land, Infrastructure, Transport and Tourism National Institute for Land and Infrastructure Management, "Commentary on structural regulations of the building standard law of Japan" supervised by National Research and Development Agency Building Research Institute, published by Official Gazette Co-Operation of Japan, October 2020 [Summary of Invention][Technical Problem]

[0008] The reinforcing bar to be embedded in the reinforced concrete based structure has a physical disadvantage called buckling. Accordingly, the current structural regulations (Non Patent Literature 2) define that shear reinforcing bars should be arranged at the intervals of 100-150 mm in order to prevent the buckling of the axial direction (longitudinal direction) reinforcing bar (hereinafter, referred to as an axial reinforcing bar) in the structural member such as a beam and a column of the reinforced concrete and to enhance the shear strength of the structural member. This interval is extremely small compared to the thickness of the reinforcing bar. Further, the structural regulations define that the axial load ratio of the column should be less than 0.35 and the aspect ratio thereof should be more than 2.5 for preventing the brittle fracture of the structural member.

[0009] Generally, a deficiency of the shear reinforcing bars causes the tensile yield of the axial reinforcing bar due to its repeating deformation in a beam or a column of the reinforced concrete, and then the buckling of the yielding and extending axial reinforcing bar is caused when transiting to the compression from the tension. As a result, the axial reinforcing bar breaks the concrete from its inside, and the axial strength and the shear strength of the structural member of the reinforced concrete are deteriorated, which might finally result in the brittle fracture of the structural member.

[0010] The shear strength of the structural member such as a column and a beam can be handled by enhancing the compressive strength of the concrete, however there is a limit to prevent the buckling of the axial reinforcing bar only by the enhancing of the strength of the concrete. Accordingly, the shear reinforcing bars are necessary components in the present reinforced concrete based structure to supplement the property of the concrete.

[0011] A technique has been known that continuous fiber is embedded instead of the reinforcing bars into the concrete. However, a specific method for transmitting the stress that the continuous fiber bears to the concrete has not been disclosed except a method that applies the tension to the continuous fiber.

[0012] Further, the continuous fiber does not have a characteristic yielding at a certain stress like the reinforcing bar. Thus, the structural member such as a beam and a column keeps resisting the external load without causing its bending yield, and finally a so-called brittle fracture, which is the break of the concrete or the fracture (ultimate) of the structural member caused by the break of the continuous fiber, might be caused. Also, a method for calculating the ultimate strength of the concrete into which the continuous fiber is embedded has not been disclosed, and thus the calculation of the strength in an ultimate state of the structural member such as a calculation of the ultimate lateral strength in the current regulations and a calculation of the structural earthquake resistant index in the evaluation standards cannot be applied thereto.

[0013] Also, a technique has been disclosed that a complex material of the continuous fiber having the stress-strain relation like the reinforcing bar is embedded instead of the reinforcing bar into the concrete, however the specific method thereof is not disclosed.

[0014] As described above, it is difficult using the conventional technique to obtain a single reinforcing material that yields like the reinforcing bar instead of the reinforcing bar or to obtain a simple configuration that embeds the material other than the reinforcing bar into the concrete to prevent the brittle fracture of the structural member. Further, in the reinforced concrete based structure that employs the reinforcing bar, it is necessary to dispose a lot of shear reinforcing bars for preventing the buckling.

[0015] An object of the present invention is, in order to solve such problems, to provide a structural material that can form a structural member having a simple configuration that eliminates the need for shear reinforcing bars in a compression material, a structural member, a structure, and a forming method of the structural member.[Solution to Problem]

[0016] In order to solve the above-described problems, the structural material, the structural member, the structure, and the forming method of the structural member according to the present invention employ the following aspects.

[0017] The structural material according to the present invention is configured to be disposed inside a compression material that bears a compressive force applied to a structural member. The structural material includes a main part, a tension member, and support parts. The main part is integrated with the compression material when the compression material is cured, and is formed of a material that bears the compressive force. The tension member is disposed inside the main part across one end to the other end of the main part, and includes continuous fiber that bears a tensile force. The tension member is wound on an outer periphery of the support part. The support parts are disposed along the tension member inside the main part at a certain interval. The tension member and the support part are anchored in the main part to transmit stress caused in the tension member and the support part to the main part.

[0018] According to this aspect, in the structural member, the compression member bears the compressive force applied to the structural member and the structural material is disposed inside the compression material. The structural material includes the main part, the tension member, and a plurality of the support parts. The main part formed of the material that bears the compressive force is integrated with the compression material of the structural member when the compression member is cured. The tension member including the continuous fiber that bears the tensile force is disposed inside the main part across the one end to the other end of the main part. The support parts are disposed along the tension member inside the main part at a certain interval. The tension member is wound on an outer periphery of the support part. The tension member and the support part are anchored in the main part to transmit the stress caused in the tension member and the support part to the main part.

[0019] Accordingly, when the crack is caused on the main part, the tension member in a crack space is extended or the extending direction of the tension member is freely changed while the tension member and the support part are anchoring in the main part in the vicinity of the crack space. And, when the crack is caused on the main part, since the tensile force is applied to the tension member in the crack space, the tension member and the support part can prevent the crack from expanding or delay the expanding of the crack. The tension member and the support part bear the tensile force corresponding to the force that the axial direction (longitudinal direction) reinforcing bar or the shear reinforcing bar bears in the conventional reinforced concrete based structure, depending on the position of the crack. Thus, the structural member can have the required shear strength without using a component corresponding to the shear reinforcing bar.

[0020] In addition to the preceding invention, the main part may have an outer shape to be integrated with the compression material.

[0021] According to this aspect, the main part is integrated by the compression material by the outer shape of the main part, so that the force that the compression material transmits can be surely transmitted to the structural material.

[0022] In addition or in the alternative to the preceding inventions, the main part may have unevenness on its outer periphery.

[0023] According to this aspect, the main part is easily integrated with the compression material by the unevenness formed on the outer periphery of the main part.

[0024] In addition or in the alternative to the preceding inventions, the main part may have a three-dimensional shape formed by combining a plurality of bar-like members.

[0025] According to this aspect, since the main part has the three-dimensional shape formed by combining a plurality of the bar-like members, the main part is easily integrated with the compression material by the three-dimensional shape of the main part.

[0026] In addition or in the alternative to the preceding inventions, the tension member may be disposed inside the structural member to be oblique to a crack face of a crack caused on the structural member.

[0027] According to this aspect, since the tension member is oblique to the crack face of the crack caused on the structural member, the tension member bears the tensile force that an axial direction (longitudinal direction) reinforcing bar in the conventional reinforced concrete based structure bears. In addition, the tension member can bear the tensile force corresponding to the force that the shear reinforcing bar bears, at not only a general region but also a hinge region of the structural member.

[0028] In addition or in the alternative to the preceding inventions, the support part may have a through hole, and the tension member may be inserted into the through hole and may be wound on the outer periphery of the support part.

[0029] According to this aspect, since the support part has the through hole, and the tension member is inserted into the through hole and is wound on the outer periphery of the support part, the tension member and the support part are prevented from moving (slipping off) to each other and thus the support member can be surely held relative to the tension member.

[0030] In addition or in the alternative to the preceding inventions, the tension member may be wound several times on the outer periphery of the support part that is disposed at an end of the tension member.

[0031] According to this aspect, since the tension member is wound several times on the outer periphery of the support part that is disposed at the end of the tension member, the tension member is hardly dropped off from the tension member at the end of the tension member.

[0032] In addition or in the alternative to the preceding inventions, the support part may be formed of a material that yields when a specified tensile force or more is applied thereto.

[0033] According to this aspect, when the specified tensile force or more is applied to the tension member, the support part yields. Thus, the stable structural member can be realized that the ultimate is caused not by the break of the tension member but by the yield of the support part.

[0034] A structural member according to the present invention includes the above-described structural material that is disposed inside the compression material.

[0035] A structure according to the present invention includes the above-described structural member.

[0036] A forming method of a structural member according to the present invention includes: disposing the above-described structural material into a mold together with a non-cured compression material; mixing the structural material and the compression material; and integrating the structural material with the compression material.

[0037] According to this aspect, the structural member is formed by disposing the structural material into the mold together with the non-cured compression material, mixing the structural material and the compression material, and integrating the structural material with the compression material.

[0038] A forming method of a structural member according to the present invention includes: forming a three-dimensional member that is formed of the above-described structural material and has a lattice face; disposing the three-dimensional member inside a non-cured compression material; and integrating the three-dimensional member with the compression material.

[0039] According to this aspect, the structural member is formed by forming the three-dimensional member that is formed of the structural material and has a lattice face, disposing the three-dimensional member inside the non-cured compression material, and integrating the three-dimensional member with the compression material.[Advantageous Effects of Invention]

[0040] The present invention can form the structural member having a simple configuration that eliminates the need for the shear reinforcing bars in the compression material.[Brief Description of Drawings]

[0041] [Fig. 1] Fig. 1 is a vertical sectional view showing a first example of a structural member according to one embodiment of the present invention. [Fig. 2] Fig. 2 is a vertical sectional view showing a second example of the structural member according to one embodiment of the present invention. [Fig. 3] Fig. 3 is a vertical sectional view showing a first example of a structural material according to one embodiment of the present invention. [Fig. 4] Fig. 4 is a vertical sectional view showing a second example of the structural material according to one embodiment of the present invention. [Fig. 5A] Fig. 5A is a perspective view showing a third example of the structural material according to one embodiment of the present invention. [Fig. 5B] Fig. 5B is a perspective view showing a fourth example of the structural material according to one embodiment of the present invention. [Fig. 5C] Fig. 5C is a front view showing a fifth example of the structural material according to one embodiment of the present invention. [Fig. 6] Fig. 6 is a view describing the structural member according to one embodiment of the present invention. [Fig. 7] Fig. 7 is a perspective view showing a tension member and a support part of the structural material according to one embodiment of the present invention. [Fig. 8] Fig. 8 is a perspective view showing the tension member and the support part of the structural material according to one embodiment of the present invention. [Fig. 9] Fig. 9 is a vertical sectional view showing the tension member and the support part of the structural material according to one embodiment of the present invention. [Fig. 10] Fig. 10 is an enlarged general view showing a crack on the structural member according to one embodiment of the present invention, and showing a resistant mechanism against the crack caused on the structural member. [Fig. 11] Fig. 11 is an enlarged general view showing a crack on the structural member according to one embodiment of the present invention, and showing a resistant mechanism against the crack caused on the structural member. [Fig. 12] Fig. 12 is a graph showing a relation between a load per effective sectional area of a tension member and a story drift angle of a test piece No. 6. [Fig. 13] Fig. 13 is a general view showing a section of the test piece No. 6, and showing a break of the tension member and collapse of the support part after the test. [Fig. 14] Fig. 14 is a graph showing a relation between a load per effective sectional area of a tension member and a story drift angle of the test pieces No. 4, No. 5 and No. 6. [Description of Embodiments]

[0042] A structural member 10 according to one embodiment of the present invention may be applied to, for example, a building, a civil engineering structure, or a structure such as a telegraph pole. The structural member 10 is, for example, a beam, a column, a floor slab, a foundation or a pile that forms a building. Each of Figs. 1 and 2 basically shows a column as the structural member 10. Thus, in the following description, the structural member 10 is described as a column.

[0043] As shown in Figs. 1 and 2, the structural member 10 includes, for example, a compression material 11 and a structural material 1 disposed inside the compression material 11. The compression material 11 is a structural component that bears a compressive force applied to the structural member 10. The compression material 11 is, for example, concrete, cement or the like. The tensile rigidity of the compression material 11 is small enough to be ignored in structure design.

[0044] As shown in Fig. 3, the structural material 1 includes, for example, a main part 2, a tension member 3, and a support part 4. The structural material 1 is disposed inside the compression material 11 of the structural member 10. As shown in Fig. 1, the structural material 1 is a component as a unit of several centimeters to less than 20 centimeters. The structural materials 1 are disposed inside the compression material 11 in a random manner.

[0045] The structural material 1 is not limited to the examples shown in Figs. 1 and 3. Thus as shown in Fig. 2, the structural material 1 may be a continuous component having a size similar to the structural member 10 and may have, for example, a lattice shape in a two-dimensional direction or a three-dimensional direction. In a case in which the structural member 10 is a column having a rectangular section, the structural material 1 having a lattice shape is disposed to correspond to each of four surfaces of the column. A hollow space between the main parts 2 formed by the lattice shape is filled with the compression material 11. One unit in the lattice shape is not limited to a rectangular shape as shown in Fig. 2, and may be a circular shape or a polygonal shape more than a pentagonal shape.

[0046] As shown in Figs. 1 to 3, in order to prevent the brittle fracture of the structural member 10, the structural material 1 may be uniformly distributed inside the structural member 10, in particular a surface layer of the structural member 10. The arrangement of the structural material 1 is not limited to the examples shown in Figs. 1 and 2. Further, the shape of the structural material 1 is not limited to the examples described below.

[0047] In the structural member 10, the shear reinforcing bars, which are employed in a conventional reinforced concrete based structure, are not disposed in the compression material 11. Here, the shear reinforcing bar is a reinforcing bar disposed such that its longitudinal direction orthogonal or oblique to an axial direction of the structural member 10, or a structural component having the substitute material thereof.

[0048] The main part 2 of the structural material 1 is formed of a material that is integrated with the compression material 11 of the structural member 10 when the compression material 11 is cured, to bear the compressive force. The tension member 3 and the support part 4 are disposed inside the main part 2, and thus the main part 2 bears mainly the compressive force and the shear load, substantially equally to the compression material 11 in the structural member 10. The main part 2 is a material to be integrated with the tension member 3 and the support part 4 when cured. For example, the main part 2 is concrete, cement or the like.

[0049] The main part 2 has an outer shape to be integrated with the compression material 11. Accordingly, the main part 2 is integrated with the compression material 11 due to the outer shape of the main part 2, so that the load that the compression material 11 transmits can be surely transmitted to the structural material 1. For example, as shown in Fig. 3, the main part 2 has unevenness on its outer periphery. Fig. 3 shows an example of the main part 2 formed as a single bar-like member, and a convex and a recess are alternately formed along the longitudinal direction on the outer periphery of the main part 2. The unevenness of the outer periphery may be formed by a mold or the like, or may be formed by scraping a surface of the cured main part 2 to form a rough surface. Thus, the main part 2 has a shape to be easily integrated with the compression material 11. Further, as shown in Fig. 4, the main part 2 may be a curved member instead of the straight bar-like member. With such shapes, the main part 2 is easily integrated with the compression material 11.

[0050] As shown in Figs. 5A to 5C, the main part 2 of the structural material 1 may have a three-dimensional shape formed by combining several bar-like members. Fig. 5A shows an example combining the bar-like members in a tetrapod shape. Fig. 5B shows an example combining the bar-like members in a cubic shape. Fig. 5C shows an example combining the bar-like members in a lattice shape. The main part 2 having a cubic shape or a lattice shape has a hollow space therein with which the compression material 11 is filled. With the shapes shown in Figs. 5A to 5C, the main part 2 is easily integrated with the compression material 11 even though the unevenness is not formed on the surface of the main part 2. Further, the structural material 1 is easily arranged in the compression material 11 such that the tension member 3 is oblique to a crack face to be caused in the structural member 10.

[0051] The tension member 3 is a linear member formed of the continuous fiber, for example, a thread-like member or a string-like member. The tension member 3 is formed of, for example, the continuous fiber such as synthetic resin (for example, polyester) fiber and carbon fiber. The tension member 3 is disposed in the main part 2 across one end to the other end of the main part 2. Several tension members 3 may be disposed in one single main part 2. The tension member 3 can bear the tensile force in the structural member 10 and mainly bear the tensile the force among force applied to the structural member 10.

[0052] The bending rigidity, the shear rigidity and the compressive rigidity of the tension member 3 are small enough to be ignored in structure design, and the buckling of the tension member 3 is not caused even when the compressive force is applied to the tension member 3 in a state in which the tension member 3 is disposed in the main part 2. Thus, when the crack is caused, the tension member 3 is freely deformed in a crack space. Namely, the tension member 3 is extended within the crack space, or the extending direction of the tension member 3 is freely changed. Further, the tension member 3 and the support part 4 are anchored inside the main part 2 in the vicinity (approximately 50-100 mm from the crack face) of the crack space when the crack is caused on the main part 2. Accordingly, when the crack is caused on the main part 2, the tensile force of the tension member 3 becomes a resistant force against the expansion of the crack of the structural member 10.

[0053] As shown in Fig. 6, the tension member 3 is disposed inside the structural member 10 to be oblique to the crack face caused on the structural member 10. Since the tension member 3 is oblique to the crack face caused on the structural member 10, the tension member 3 bears the tensile force that the axial direction (longitudinal direction) reinforcing bar bears in the conventional reinforced concrete based structure. Also, the tension member 3 can bear the tensile force corresponding to the force that the shear reinforcing bar bears, at hinge regions 10-1 in addition to a general region. The position of the tension member 3 is determined based on the tensile force applied to the structural member 10.

[0054] The tension member 3 and the support part 4 bear the tensile force corresponding to the force that the axial direction (longitudinal direction) reinforcing bar or the shear reinforcing bar bears in the conventional reinforced concrete based structure. Thus, the structural member 10 can have the required shear strength without using a component corresponding to the shear reinforcing bar. In a case in which the structural member 10 is a column, the tension member 3 resists the tensile force that the main part 2 receives, in the vicinity of the end portion (a so-called hinge region 10-1) of the structural member 10 in which the crack may be caused in a direction orthogonal to the axial direction (longitudinal direction). The tension member 3 resists the shear force that the main part 2 receives, in the center portion (a so-called general region) of the structural member 10 in which the crack may be caused obliquely to the axial direction (longitudinal direction).

[0055] As shown in Fig. 7, the support parts 4 are disposed in the tension member 3 at a certain interval along the tension member 3. The support part 4 is disposed inside the main part 2 to transmit the stress or the tensile force caused in the tension member 3 to the main part 2. The support part 4 is, for example, a cylindrical member.

[0056] The support part 4 is a relatively rigid material of which the Young's modulus is larger than that of the tension member 3. For example, the support part 4 may be metal such as iron, aluminum and stainless. The support part 4 may be a material that is deformed by the tensile force from the tension member 3. Since the support part 4 is formed of the material that yields prior to the break of the tension member 3, the structural member 10 can surely yield. When the tensile force more than the specified force or more is applied to the tension member 3, the support part 4 yields prior to the break of the tension member 3, and thus the ultimate is caused not by the break of the tension member 3 but by the yield of the support part 4. Accordingly, the stability of the structural member 10 can be realized.

[0057] As shown in Fig. 7, the tension member 3 is wound on the outer periphery of each support part 4. In this case, as shown in Fig. 8, the tension member 3 may be wound to tie the support part 4. Further, as shown in Fig. 9, a through hole 4A may be formed in the support part 4. In this case, the tension member 3 is inserted into the through hole 4A of the support part 4 and is wound on the outer periphery of the tension member 3. Thus, the tension member 3 and the support part 4 are prevented from moving (slipping off) to each other, so that the support member 4 can be surely held relative to the tension member 3. Instead of winding the tension member 3 in a circumferential direction of the support part 4, a ring part may be formed in advance on the tension member 3 for arranging the support part 4, and the support part 4 may be inserted into the ring part to be held relative to the tension member 3.

[0058] Further, as shown in Fig. 7, the tension member 3 may be wound several times (for example, five times or more) on the outer periphery of the support part 4 that is disposed at the end of the tension member 3. Thus, since the tension member 3 is wound several times on the outer periphery of the support part 4 at the end of the tension member 3, the tension member 3 is hardly dropped off from the support part 4 at the end of the tension member 3.

[0059] The tension member 3 and the support part 4 are anchored in the main part 2 so as to transmit the stress caused in the tension member 3 and the support part 4 to the main part 2. Since the tension member 3 and the support part 4 are anchored in the main part 2, the tension member 3 and the support part 4 can surely bear the tensile force corresponding to the force that the axial direction (longitudinal direction) reinforcing bar (hereinafter, referred to as an "axial reinforcing bar") bears in the conventional reinforced concrete based structure, in the vicinity of the end portion (the hinge region 10-1) of the structural member 10. Further, in the center (the general region) of the structural member 10, the tension member 3 and the support part 4 can surely bear the tensile force corresponding to the force that the shear reinforcing bar bears in the conventional reinforced concrete based structure.

[0060] The size of the support part 4 and the interval L between the support parts 4 are set to cause the fracture of the structural member 10 at the hinge region 10-1. Thus, the break of the compression material 11 in the general region of the structural member 10 is prevented or delayed.

[0061] The size of the support part 4 is adjusted such that the circumferential length Φ around the support part 4 is larger than d b π of the reinforcing bar, so that the tensile force that the axial direction reinforcing bar having the diameter d b bears can be supported by the anchor length L d .

[0062] The tensile rigidity of the main part 2 is small enough to be ignored in structure design. The main part 2 is disposed inside the compression material 11 to be integrated with the compression material 11, so that the crack caused on the structural member 10 causes on the main part 2 of the structural material 1. Thus, when the crack is caused on the main part 2, a crack space is caused and thus the tensile force is applied to the tension member 3 in the crack space. Accordingly, the tension member 3 in the crack space to which the tensile force is applied can prevent the crack from expanding or delay the expanding of the crack.

[0063] Against this, in a case in which a material such as synthetic resin having a tensile rigidity unlike concrete or cement, is employed in the main part 2 to anchor the tension member 3, the crack is hardly caused on the main part 2 by the tensile force, and thus a required tensile force is not applied to the tension member 3 in the crack space. Namely, the material in which the synthetic resin is immersed into the continuous fiber (FRTP) functions similar to the reinforcing bar in the compression material in the reinforced concrete based structure. As a result, the continuous fiber is not extended in the crack space, or the extending direction of the continuous fiber is not freely changed. Accordingly, the FRTP bears the tensile force only in the longitudinal direction of the continuous fiber disposed in the synthetic resin. Thus, since only the FRTP itself cannot prevent the buckling, it is necessary to dispose the shear reinforcing bars similar to the reinforced concrete based structure.

[0064] In the structural material 1, the tension member 3 connects the support parts 4 to each other with the minimum distance without a slack of the tension member 3 between the adjacent support parts 4. Thus, when the crack is caused and the force is applied to the tension member 3 and the support part 4, the tension member 3 immediately bears the tensile force and extends. In a case in which the material that bears the tensile force is a member connecting a plurality of rings or a mesh-like member formed by the synthetic resin unlike the linear member formed by the continuous fiber of the present embodiment, the slack is caused in the material that bears the tensile force when the main part 2 is cured. Thus, in a case in which the material that bears the tensile force is the connecting member of the rings or the mesh-like member, the material that bears the tensile force cannot bear the tensile force until the slack thereof disappears when the crack is caused, and thus the crack might be expanded.

[0065] It may be considered to dispose a knot of the tension member 3 instead of the support part 4 of the present embodiment, as a member for anchoring the tension member 3 after the main part 2 is cured. However, it is difficult to form the knot not to be further tightened when the tensile force is applied to the tension member 3. Accordingly, when the crack is caused and the tensile force is applied to the tension member 3, the knot is tightened before the tension member 3 is extended, so that the length of the tension member 3 between the adjacent knots becomes longer. As a result, the tension member 3 cannot bear the required tensile force when the crack is caused, and thus the crack night be expanded.

[0066] Hereinafter, a manufacturing method of the structural material 1 and a forming method of the structural member 10 according to the present embodiment are described.

[0067] In manufacturing the structural material 1 according to the present embodiment, firstly, the support parts 4 are disposed relative to the tension member 3 at some intervals. In a case in which the support part 4 is a cylindrical member as shown in Fig. 7, the tension member 3 may be wound not only simply around the support part 4 but also around the support part 4 to tie the support part 4 as shown in Fig. 8. Further, in a case in which the through hole 4A is formed in the support part 4 as shown in Fig. 9, the tension member 3 may be inserted into the through hole 4A three times to be wound around the support part 4 like a shape of the figure eight.

[0068] Next, the tension member 3 and the support parts 4 are disposed such that the adjacent support parts 4 are connected by the tension member 3 with the minimum distance without the slack of the tension member 3 between the adjacent support parts 4. And then, non-cured material of the main part 2 is poured around the tension member 3 and the support parts 4 to adhere thereto without any gap. Thereafter, when the material of the main part 2 is cured, the tension member 3 is disposed inside the main part 2 to connect the adjacent support parts 4 with the minimum distance without the slack of the tension member 3 between the support parts 4. The structural material 1 manufactured at a factory facilitates securing of its quality, so that the quality of the structural material 1 can be improved. In manufacturing the structural material 1, the management is needed that the tension member 3 is securely fixed to the support parts 4 and the non-cured material of the main part 2 is poured while keeping zero slack of the tension member 3 between the adjacent support parts 4.

[0069] In forming the structural member 10 according to the present embodiment, the forming methods are different between a case in which the structural material 1 is a component as a unit of several centimeters to less than 20 centimeters as shown in Figs. 1 and 3 to 6, and a case in which the structural material 1 is a continuous member having a similar size to the structural member 10 as shown in Fig. 2.

[0070] As shown in Figs. 1 and 3 to 6, in a case in which the structural material 1 is a small unit component as a unit of several centimeters to less than 20 centimeters, firstly, the small unit component of the structural material 1 is manufactured. Further, a mold for forming the structural member 10 such as a column, a beam and a wall is constructed.

[0071] Next, the manufactured structural materials 1 are disposed into the mold together with the non-cured compression material 11 and the structural materials 1 and the compression material 11 are mixed in the mold. Thus, the structural materials 1 are disposed uniformly in the compression material 11 of the structural member 10. When the compression material 11 is cured, the structural materials 1 are integrated with the compression material 11, so that the forming of the structural member 10 is completed.

[0072] As shown in Fig. 2, in a case in which the structural material 1 is a three-dimensional member having a size similar to that of the structural member 10, firstly, the three-dimensional member of the structural material 1 is manufactured. The structural material 1 is, for example, a three-dimensional member having a lattice face. The three-dimensional member of the structural material 1 has a shape corresponding to the structural member 10 such as a column, a beam and a wall. And then, the structural material 1 is conveyed and installed in a construction site where the structural member 10 is formed. Further, a mold for forming the structural member 10 such as a column, a beam and a wall is installed. At this time, the manufactured structural materials 1 are disposed in the mold.

[0073] Next, the non-cured compression material 11 is disposed into the mold and mixed in the mold. When the compression material 11 is cured, the structural material 1 having a three-dimensional shape is integrated with the compression material 11, so that the forming of the structural member 10 is completed.

[0074] Next, a relation between the tension member 3 and the support part 4 is described with reference to Fig. 7. As shown in Fig. 7, the tension member 3 is continuously disposed in the main part 2 along an axial direction (longitudinal direction) of the structural member 10. The support part 4 is, for example, a cylindrical bar-like member. The tension member 3 is wounded, for example, one time in a circumferential direction on the support part 4. Since the tension member 3 is continuous in the axial direction structural member 10, the support part 4 bears the tensile force of the tension member 3 and transmits the stress caused in the support part 4 to the main part 2. The tension member 3 is preferably bonded to the support part 4 using glue or the like. Thus, the slack of the tension member 3 is hardly caused, which is enabled to consider a frictional force between the tension member 3 and the support part 4.

[0075] The stress τ b caused in the main part 2 by the tensile force T is calculated by the following formula (1.1). [Math 1] T = τ b Φl d τ b : stress caused in the main part 2 (N / mm 2< ) Φ: circumferential length around the axial direction (longitudinal direction) of the support part 4 (= 2 × (R + l)) (mm) l d : anchor length (mm)

[0076] The calculation formula for the circumferential length Φ is one example. Here, the circumferential length Φ is calculated on a section, which is orthogonal to the longitudinal direction of the tension member 3, having the longest circumferential length.

[0077] In the conventional reinforced concrete structure, when the stress τ b is calculated by the calculation formula corresponding to the formula (1.1) as the circumferential length Φ of the axial direction reinforcing bar is Φ = d b π (d b is the diameter of the axial direction reinforcing bar), the circumferential length and the anchor length are designed such that the stress τ b is less than the bond failure strength of the concrete. Thus, in the present embodiment, by setting the circumferential length Φ around the longitudinal direction (axial direction) of the support part 4 to be larger than d b π of the reinforcing bar, the tensile force that the axial direction reinforcing bar with the diameter d b bears is supported by the anchor length l d .

[0078] Hereinafter, a calculating method of a resistant force (tensile force) of the tension member 3 relative to the crack in each portion of the structural member 10 is described by focusing on a relation between a crack width of the structural member 10 according to the present embodiment and the strain of the tension member 3.

[0079] Figs. 10 and 11 show general views of a resistant mechanism when the crack is caused on the structural member 10 according to the present embodiment. The crack caused on the structural member 10 is largely classified into two types. One is a so-called bending crack such as a crack in the hinge region 10-1 shown in Fig. 6. The other one is a so-called shear crack such as a crack in the intermediate region 10-2 shown in Fig. 6. The bending crack and the shear crack are different from each other in the final expanding direction of the crack. The bending crack is expanded in the axial direction (longitudinal direction) as shown in Fig. 10. The shear crack is expanded in the axial direction (longitudinal direction) similar to the bending crack in an early stage, while the shear crack is expanded in a direction orthogonal to the axial direction (longitudinal direction) in an ultimate stage as shown in Fig. 11.

[0080] In Figs. 10 and 11, θ denotes an angle between the tension member 3 and an inner surface 2a of the crack in the crack space. α denotes an angle between the axial direction of the tension member 3 and the crack expanding direction. L denotes a distance between the support parts 4. ΔC denotes a crack width. ΔC f denotes elongation of the tension member 3 relative to the distance L.

[0081] As the Young's modulus of the tension member 3 is E f and the breaking strain of the tension member 3 is ε fu , the tensile force q f of the tension member 3 is calculated by the following formula (1.2). [Math 2] q f = E f ε p cosα , ε p = Min ε f ε fu E f : Young's modulus of the tension member 3 (N / mm 2< ) ε f : strain of the tension member 3 (dimensionless) ε fu : breaking strain of the tension member 3 (dimensionless) α: angle between the longitudinal direction of the tension member 3 and the crack expanding direction in the crack space

[0082] At this time, the strain ε f of the tension member 3 crossing the crack is represented as ΔC f / L = (ΔC / sinθ) / L. The tensile force of the tension member 3 in the crack width ΔC is calculated by the following formula (1.3) as the ε f << ε fu . [Math 3] q f = E f ΔC / sinθ / L ⋅ cosα ΔC: crack width (mm) θ: angle between the tension member 3 and the inner surface 2a of the crack in the crack space L: distance between the support parts 4 closest to the crack face in the main part 2 (mm) Others are same as the above-described formulas

[0083] In a so-called bending crack like the crack in the hinge region 10-1 shown in Fig. 6, the resistant force (the tensile force of the tension member 3) relative to the crack width ΔC is calculated with θ ≈ 90° and α ≈ 0° set in Fig. 10.

[0084] Further, in a so-called shear crack like the crack in the intermediate region 10-2 shown in Fig. 6, the resistant force (the tensile force of the tension member 3) relative to the crack width ΔC is calculated with θ ≈ 30-45° and α ≈ 30-45° set in Fig. 11.

[0085] Here, the crack width ΔC is conceived as the maximum crack width allowable for fulfilling the required strength and may be individually designated.

[0086] The present embodiment does not employ the shear reinforcing bars in the reinforced concrete based structure, however the tension member 3 of the structural member 10 according to the present embodiment shows the resistant force in proportion to the crack width ΔC at a stage in which the circumferential length of the member is not changed in a section orthogonal to the axial direction (longitudinal direction) (Fig. 10) and at a stage in which the crack is expanding in the axial direction (longitudinal direction) (Fig. 11) as well. Thus, in the present embodiment, the resistant force can be shown against not only the bending crack but also the shear crack.

[0087] The ultimate strength of the structural member 10 according to the present embodiment is a smaller one among the shear force (= Q mu ) when the structural material 1 disposed in and around the hinge region 10-1 just reaches the yield strength or the breaking tensile strength and the shear (= Q su ) that the compression material 11 and the structural material 1 in the intermediate region 10-2 bear.

[0088] The shear force Q mu (= 2M u / h o ) when the structural material 1 disposed in and around the hinge region 10-1 just reaches the yield strength or the breaking tensile strength may be calculated, for example, by replacing the member relating to the reinforcing bar (at σ y ) in the first member of the bending ultimate strength Mu (formula (1. 3-11)) described in Non Patent Literature 2 with the tensile force (= a f q f ) that the structural material 1 disposed in and around the hinge region 10-1 bears. M u = 0.8 a t σ y D + 0.5 ND 1 − N bD F C N: column axial direction force (kN) at: tension axial direction reinforcing bar sectional area (mm 2< ) σ y : axial direction reinforcing bar yield strength (N / mm 2< ) b: column sectional width (mm) D: column sectional height (mm) F c : compressive strength of the concrete (N / mm 2< )

[0089] The shear force (= Q su ) that the compression material 11 and the structural material 1 in the intermediate region 10-2 bear may be calculated, for example, by the following formula (1. 4) as the sum of shear strength Q c3 of the compression material 11 and the tensile force of the structural material 1 in the intermediate region 10-2. [Math 5] Q su = Q C 3 + ∑ a f ⋅ q fc = Q C 3 + n c ⋅ a f ⋅ q fc Q C3 : shear strength of the compression material 11 (N) g fc : tensile force per unit sectional area of the tension member 3 inside the structural material 1 in the intermediate region 10-2 (N / mm 2< ) a f : sectional area of single tension member 3 inside the structural material 1 in the intermediate region 10-2 (mm 2< ) n c : the number of the tension members inside the structural material 1 in the intermediate region 10-2 effective to the shear deformation (dimensionless)

[0090] The shear ultimate strength (= Q su ) can be set to be larger than the bending ultimate shear force (= Q mu ) by appropriately selecting and setting the mode of arranging the structural material 1, the configurations and the properties of each of the tension member 3 and the support part 4. Thus, the structural member 10 can be prevented from causing a shear ultimate (brittle fracture) thereof when receiving the design shear force.

[0091] Further, the structural member 10 according to the present embodiment is configured as a member that is not led to the brittle fracture by setting the ultimate strength of the structural member 10 to be larger than the expected lateral force.

[0092] For example, in a case in which the tension member 3 in the structural material 1 employs the carbon fiber (Torayca (registered trademark) produced by Toray Industries, Inc. T300, Young's Modulus Ef: 230,300 N / mm 2< , breaking strain ε fu : 1.5%), the tension member 3 can bear the tensile force equivalent to the deformed reinforcing bar D22 having the yield strength σ y of 345 N / mm 2< , by setting the expected crack width ΔC to 0.2 mm and the distance L between the support parts 4 to 30 mm. In this case, the sectional area of the tension member 3 is one fourth of that of the deformed reinforcing bar. The carbon fiber has the Young's modulus larger than that of the reinforcing bar but has a problem that the breaking strain thereof is smaller than that of the reinforcing bar. However, the stable structural member 10 can be realized that the ultimate is caused not by the break of the tension member 3 but by the yield of the support part 4 by employing the yieldable material in the support part 4 of the structural material 1 such that the support part 4 yields prior to the break of the tension member 3.

[0093] Further, the failsafe structure having higher toughness can be also realized by employing a material having small Young's modulus and large breaking strain like polyester fiber in the tension member 3 of the structural material 1.

[0094] In this manner, unlike the reinforced concrete based structure in which the shear reinforcing bars are installed, the structure to which the structural member 10 according to the present embodiment is applied has the ultimate strength equivalent to that of the reinforced concrete based structure without additionally disposing a member in a direction orthogonal to the axial direction (longitudinal direction). Thus, the material for forming the structure is largely reduced, which can reduce a construction period, the construction cost and the environmental load. In addition, the reduction of the weight of the structure can reduce the seismic force and improve the earthquake resistance.

[0095] Also, in a case in which the structural member 10 is a beam, a wall, a floor slab, a foundation, a pile or a telegraph pole, the above-described calculation is similarly applied thereto.

[0096] The material of the tension member 3 in the hinge region 10-1 may be different from that of the tension member 3 in the intermediate region 10-2. Further, in the above-described example, the expected crack width is 0.2 mm, however the expected crack width may be set depending on the usage of the structure or required performance. For example, in a case in which the structural member of which the deformation is allowed to some extent such as a piloti column of the first floor having a parking area, the expected crack width may be set to 1-2 mm.

[0097] As described above, according to the present embodiment, the tension member 3 is formed by a material in which each of the bending rigidity, the shear rigidity and the compressive rigidity is small enough to be ignored in structure design and the buckling is not caused even when the tension member 3 disposed in the main part 2 receives the compressive force. Thus, when the crack is caused, the tension member 3 is freely deformed in the crack space. Namely, the tension member 3 in the crack space is extended, or the extending direction of the tension member 3 is freely changed. Further, the tension member 3 and the support part 4 are anchored inside the main part 2 in the vicinity (approximately 50-100 mm from the crack face) of the crack space when the crack is caused on the main part 2. Accordingly, when the crack is caused on the main part 2, the tensile force of the tension member 3 becomes a resistant force against the expansion of the crack of the structural member 10.

[0098] Accordingly, the structural material 1 in which the tension member 3 having the high tensile strength like the high strength continuous fiber is combined with the support part 4 is disposed inside the compression material 11 and the tension member 3 and the support part 4 are integrated by the main part 2 that bears the compressive force like concrete, so that the structure can be provided that eliminates the need for the shear reinforcing bars. Unlike a configuration in which the shear reinforcing bars are disposed in the reinforced concrete based structure, the structural member 10 eliminates the need for disposing the material in the direction orthogonal to the axial direction (longitudinal direction) for preventing the buckling of the axial direction reinforcing bar or resisting the shear crack. Accordingly, the material for forming the structure can be largely reduced, and thus the weight of the structure can be reduced.

[0099] The forming of the structural member 10 includes steps, which are mainly classified into two steps, including a step of forming the structural material 1 and a step of integrating the structural material 1 with the compression material 11. Thus, the structural material 1 can be formed at a factory, which can easily secure the quality improvement of the structural material 1. In the construction site for forming the structural member 10, the structural material 1 formed at the factory is merely carried in and installed, which eliminates the need for forming the structural material 1 at the construction site. In the construction site, the mold for forming the structural member 10 is constructed and the compression material 11 is poured into the mold, so that the structural material 1 and the compression material 11 are integrated and then the forming of the structural member 10 is completed.

[0100] The structural member 10 can omit the most part of the reinforcing bar work, the construction period and the construction cost can be reduced. Further, a special worker such as a reinforcing bar worker is not needed for disposing the tension member 3, so that workers can be easily secured and the quality of the structure can be improved.

[0101] The shear reinforcing bar is not necessary in the structural member 10, so that most of the typical disadvantages of the reinforcing bar such as corrosion or expansion of the volume caused by neutralization of the concrete or by a chloride ion can be dissolved. Further, the shear reinforcing bar is not necessary, so that a heat bridge phenomenon caused by the reinforcing bar during a high temperature period can be largely improved, the load of the air-conditioning equipment can be reduced, which suppresses generation of the greenhouse gases, and the environment load can be also reduced.<Test Example>

[0102] A model (test piece) of the structural member 10 according to one embodiment of the present invention was formed, and a lateral loading test was executed thereon so as to evaluate the strength of the test piece.

[0103] The test piece according to this test is formed in a rectangular columnar shape in which a portion that integrates the compression material 11 and the main part 2 according to the present embodiment is plaster (compressive strength of 2.6 N / mm 2< ) and the tension member 3 is polyester fiber. In the lateral loading test, a column upper end and a column lower end of the test piece are fixed, non-constrained is set only in a lateral direction displacement of the column upper end, and the lateral load is applied to the column upper end.

[0104] Table 1 shows specifications of the test piece (test piece No. 6) and specifications of the reinforcing bar for calculating theoretical values. Table 2 shows specifications of the tension member of the test piece. [Table 1]ITEMSIGNUNITSECTIONAL WIDTHbmm24SECTIONAL HEIGHTDmm24COLUMN INTERNAL STANDARD DIMENSION BETWEEN BEAM BOTTOM AND FLOOR TOPHomm140COLUMN INTERNAL HEIGHThomm60COVER THICKNESScdmm4COLUMN AXIAL DIRECTION FORCENkN0PLASTER COMPRESSIVE STRENGTHFcN / mm22.6CIRCUMFERENTIAL LENGTH OF MAIN REINFORCING BARψ1mm / bar3.1DIAMETER OF MAIN REINFORCING BARdbmm1YIELD STRENGTH OF REINFORCING BARσyN / mm 2< 295SECTIONAL AREA OF MAIN REINFORCING BARmm2 / bar0.8125OUTERMOST DIAMETER OF MAIN REINFORCING BARDbmm1NUMBER OF REINFORCING BARS AT TENSILE SIDEbars3BENDING ULTIMATE SHEAR FORCE OF COLUMNQmukN0.40SHEAR STRENGTHQsukN0.10ULTIMATE SHEAR FORCE OF COLUMNQukN0.10TOUGHNESS INDEX (RC DIAGNOSIS BASIS)Fdimensionless1CLASSIFICATION BASED ON FAILURE MODE OF COLUMNSHEAR COLUMN [Table 2] ITEMSIGNUNITSECTIONAL AREA RATIOaf / atmm20.5ANGLE BETWEEN CRACK AND TENSION MEMBERθ∘90ANGLE BETWEEN CRACK EXPANDING DIRECTION AND AXIS OF MEMBERα∘0YOUNG'S MODULUS OF TENSION MEMBEREfN / mm24500BREAK STRAIN OF TENSION MEMBERεpu%10ESTIMATED CRACK WIDTH Cmm1.6DISTANCE BETWEEN SUPPORT PARTSLTmm12STRAIN OF TENSION MEMBERεf%13.3

[0105] In a case in which the bond failure is considered, the theoretical value of the shear ultimate strength of the structural member using the deformed reinforcing bar as the axial direction reinforcing bar (main reinforcing bar) is calculated as no shear reinforcing bar (hoop) is employed by the method of the design guidelines for earthquake resistant based on inelastic displacement concept. In a case in which the bond failure is not considered, the shear ultimate strength of the structural member is calculated by the method disclosed in Non Patent Literature 1, which is 0.38 kN.

[0106] The theoretical value of the bending ultimate shear force of the structural member using the deformed reinforcing bar as the axial direction reinforcing bar is calculated by the method disclosed in Non Patent Literature 1.

[0107] Since the shear ultimate strength Q su is less than the bending ultimate shear force Q mu in both cases in which the bond failure is considered and in which the bond failure is not considered, the structural member using the deformed reinforcing bar without the shear reinforcing bar theoretically results in the shear failure. The nominal diameter is used as the outermost diameter of the reinforcing bar for the convenience.

[0108] The sectional area of the tension member 3 of the test piece No. 6 is set to a half of that in a configuration using a deformed reinforcing bar of 1 mm as the axial direction reinforcing bar. Further, in the tension member 3 of the test piece No. 6, the distance LT between the adjacent support parts 4 is set such that the tensile strength equivalent to that of the deformed reinforcing bar of 1 mm is obtained in the half sectional area of the deformed reinforcing bar. Further, the strain of the tension member 3 is set to exceed the breaking strain, which causes the ultimate by the break of the tension member 3.

[0109] In the test piece No. 6, the three tension members 3 are disposed to face each surface of the test piece. Thus, when the lateral load is applied, the number of the tension members 3 that are effective to the tensile force is three. In the test piece No. 6, the support part 4 employs an acrylic resin bead (with the through hole 4A). As shown in Fig. 9 described in the above-described embodiment, the tension member 3 is inserted into the through hole 4A and is wound on the outer periphery of the support part 4. The tension member 3 is wound two times on the outer periphery of the support part 4 disposed at the end of the tension member 3.

[0110] Fig. 12 shows a graph of a result of the test. Since the sectional area of the tension member 3 is set to be a half of the sectional area of a target reinforcing bar in this test, the vertical axis of the graph in Fig. 12 is not an absolute value of the lateral load but a lateral load (unit of kN / mm 2< ) per unit sectional area of the tension member, which is the lateral load divided by the sectional area of the tension member.

[0111] According to the result of the test, the test piece of this test shows not the bond splitting failure which is a theoretical failure mode when using the deformed reinforcing bar without the shear reinforcing bar but a bending deformation with a bending crack in the hinge region. The test piece is led to the ultimate by the break of the tension member 3 at the lateral load of approximately 0.28 kN (0.47 kN / mm 2< ).

[0112] As described above, a bending failure column can be realized by using only the tension member 3 in the longitudinal direction and the support parts 4 without using the shear reinforcing bars. The axial load is not applied in this test, however since the component that breaks the compression material 11 and the main part 2 from the inside like the conventional axial direction reinforcing bar is not used in the present invention, the structural member 10 can be set to be led to the ultimate by the yield or the break of the tension member 3 similar to this test even when the axial load is applied.

[0113] In this test, as shown in Fig. 13, since the support part 4 at the tensile side is collapsed in accordance with the increase of the lateral load, two tension members 3 at the center portion resist the lateral load to be finally broken. Thus, the strength of the test piece No. 6 in this test did not reach 0.4 kN which is the theoretical value of the bending ultimate shear force in a state in which the shear failure is not caused, however the structural member 10 can resist the lateral load using the three tension members 3 at the tensile side by setting the support part 4 not to be collapsed. Accordingly, the test piece in which the support part 4 is not collapsed can resist the lateral load of 0.42 kN, which is 1.5 times as large as the ultimate lateral load obtained in this test, unless the shear failure is caused. This is beyond the theoretical value of the bending ultimate shear force of 0.4 kN using the deformed reinforcing bars without the shear reinforcing bar.

[0114] Apart from the test piece No. 6 of this test, the lateral loading test was executed on a test piece (test piece No. 4) in which the knots of the tension member are formed instead of the support parts 4 and a test piece (test piece No. 5) in which the tension member is braided without using the support part 4. Fig 14 shows the results thereof while comparing with the result of the test piece No. 6. The compression material of each test piece is plaster, and the tension member is disposed in the longitudinal direction of the test piece. Since only the test piece No. 5 is a 15 mm rectangular column, the lateral load is divided by the sectional area of the tension member and the sectional area of the test piece. The unit of the vertical axis of the graph in Fig. 14 is kN / mm 4< .

[0115] According to the graph in Fig. 14, the test piece No. 6 has the rigidity and the ultimate strength largely larger than those of other test pieces. In the test piece No. 4, the knot is tightened and thus the strain is hardly caused in the tension member, so that the rigidity thereof is low. In the test piece No. 5, the braided tension member has neither the knot nor the support part 4 and thus the strain is not caused in the tension member, so that the rigidity thereof is low. Further, the test piece No. 5 is led to the ultimate by the shear failure of the compression material. Thus, by disposing the support part 4 on the tension member 3, the tension member 3 that is disposed in the longitudinal direction of the structural member 10 can effectively resist the shear deformation, which improves the shear strength.

[0116] In the test piece No. 4, the tension member has the sectional area as same as that of the deformed reinforcing bar, so that the test piece finally shows the bending deformation and is not collapsed at the lateral load of 0.6 kN. Thus, unlike the test piece No. 6 in which the support part 4 is formed of the acrylic resin or the test piece No. 4 in which the knot is formed instead of the support part 4, it may be considered that a test piece in which the tension member 3 has the sectional area as same as that of the deformed reinforcing bar such that the support part 4 is not collapsed shows the excellent result compared to the test piece No. 4 and the test piece No. 6.[Reference Signs List]

[0117] 1structural material 2main part 2ainner surface 3tension member 4support part 4Athrough hole 10structural member 10-1hinge region 10-2intermediate region 11compression material

Claims

1. A structural material that is configured to be disposed inside a compression material that bears a compressive force applied to a structural member, the structural material comprising: a main part that is integrated with the compression material when the compression material is cured, and is formed of a material that bears the compressive force; a tension member that is disposed inside the main part across one end to the other end of the main part, and includes continuous fiber that bears a tensile force; and support parts that are disposed along the tension member inside the main part at a certain interval, the tension member being wound on an outer periphery of the support part, wherein the tension member and the support part are anchored in the main part to transmit stress caused in the tension member and the support part to the main part.

2. The structural material as defined in claim 1, wherein the main part has an outer shape to be integrated with the compression material.

3. The structural material as defined in claim 2, wherein the main part has unevenness on its outer periphery.

4. The structural material as defined in claim 2 or 3, wherein the main part has a three-dimensional shape formed by combining a plurality of bar-like members.

5. The structural material as defined in claim 1, wherein the tension member is disposed inside the structural member to be oblique to a crack face of a crack caused on the structural member.

6. The structural material as defined in claim 1, wherein: the support part has a through hole, and the tension member is inserted into the through hole and is wound on the outer periphery of the support part.

7. The structural material as defined in claim 1, wherein the tension member is wound several times on the outer periphery of the support part that is disposed at an end of the tension member.

8. The structural material as defined in claim 1, wherein the support part is formed of a material that yields when a specified tensile force or more is applied thereto.

9. A structural member comprising the structural material as defined in claim 1, the structural material being disposed inside the compression material.

10. A structure comprising the structural member as defined in claim 9.

11. A forming method of a structural member comprising: disposing the structural material as defined in claim 1, into a mold together with a non-cured compression material; mixing the structural material and the compression material; and integrating the structural material with the compression material.

12. A forming method of a structural member comprising: forming a three-dimensional member that is formed of the structural material as defined in claim 1 and has a lattice face; disposing the three-dimensional member inside a non-cured compression material; and integrating the three-dimensional member with the compression material.

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