EP1437459A1 - Materiau d'armature et structure d'armature d'une structure et procede de conception d'un materiau d'armature - Google Patents

Materiau d'armature et structure d'armature d'une structure et procede de conception d'un materiau d'armature Download PDF

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Publication number
EP1437459A1
EP1437459A1 EP02775228A EP02775228A EP1437459A1 EP 1437459 A1 EP1437459 A1 EP 1437459A1 EP 02775228 A EP02775228 A EP 02775228A EP 02775228 A EP02775228 A EP 02775228A EP 1437459 A1 EP1437459 A1 EP 1437459A1
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EP
European Patent Office
Prior art keywords
reinforcing member
range
reinforcement
reinforcing
young
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Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Application number
EP02775228A
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German (de)
English (en)
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EP1437459A4 (fr
Inventor
S. c/o Structural Quality Assurance Inc IGARASHI
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Structural Quality Assurance Inc
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Structural Quality Assurance Inc
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Priority claimed from PCT/JP2002/009838 external-priority patent/WO2003027417A1/fr
Publication of EP1437459A1 publication Critical patent/EP1437459A1/fr
Publication of EP1437459A4 publication Critical patent/EP1437459A4/fr
Withdrawn legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
    • E04C5/04—Mats
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/07—Reinforcing elements of material other than metal, e.g. of glass, of plastics, or not exclusively made of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E04G23/0225—Increasing or restoring the load-bearing capacity of building construction elements of circular building elements, e.g. by circular bracing
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • E04G2023/0255—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements whereby the fiber reinforced plastic elements are stressed

Definitions

  • the present invention relates to a reinforcing member for a structural body, a reinforced structure using the reinforcing member, and a method for designing the reinforcing member.
  • a conventional technique characterized by installing a reinforcing member on the surface of or inside a structure member subject to reinforcement includes (1) a technique of embedding a reinforcing bar in concrete as a substrate, or so-called reinforced concrete technique, (2) a technique of driving a bolt or nail into a substrate, (3) a technique of incorporating a high-strength steel rod inside concrete as a substrate and introducing a tensile force to the steel rod, (4) a technique of wrapping a steel plate around a structure member, or so-called steel-plate wrapping technique, and (5) a technique of using a so-called continuous-fiber reinforcing member made of carbon or aramid fibers and resin, such as epoxy resin, impregnated therein.
  • Another conventional technique characterized by installing a reinforcing member between the respective outer surfaces of adjacent structure members includes (6) a technique of forming a space, such as hole or slit, in the structure members, and penetratingly inserting a reinforcing member into the space, and (7) a technique of forming a space in the structure members, penetratingly inserting bundled fibers of a continuous-fiber reinforcing member into the space, and then spreading out the fibers.
  • Still another conventional technique characterized by installing a reinforcing member on the surface of a flat structure member, such as wall includes (8) a technique of constraining a reinforcing member by a metal plate formed with a hole, and a bar, such as a metal bar, penetrating the structure member, and (9) a technique of bundling the fibers of a continuous-fiber reinforcing member at the edge of the structure member, and anchoring the bundled fibers to the edge of the structure member or another member adjacent to the structure member.
  • Yet another conventional technique characterized by forming a reinforcing member in a cylindrical shape and filling the inner space of the cylindrical reinforcing member with filler includes (10) a technique of forming an iron reinforcing member in a cylindrical shape, and filling the inner space of the cylindrical reinforcing member with concrete to use the obtained reinforcing member as a column.
  • Yet still another conventional technique characterized by installing a plurality of reinforcing members on the outer surface of a structure member in a superimposed manner includes (11) a technique of providing a plurality of continuous-fiber reinforcing members on the outer surface of a structure member in its vertical and horizontal directions in a superimposed manner.
  • Another further conventional technique characterized by providing a strip-shaped reinforcing member on the outer surface of a structure member includes (12) a technique of providing a strip-shaped (tape-shaped) steel plate or continuous-fiber reinforcing member around a structure member, (13) a technique of filling epoxy resin along a crack of a substrate in a strip shape, and (14) a technique of fixing a strip-shaped steel plate on the surface of a structure member by use of epoxy resin or an anchor bolt.
  • Still a further conventional technique characterized by installing a reinforcing member on the outer surface of a junction of structure members includes (15) a technique of providing a steel jacket or attaching a continuous-fiber reinforcing member on the outer surface of a junction of structure members.
  • An additional conventional technique characterized by using a resin-impregnated reinforcing member includes (16) a technique of using a so-called continuous-fiber reinforcing member made of carbon or aramid fibers and epoxy resin impregnated therein.
  • the above techniques (4) to (14) are intended to transmit a shear stress directly to a reinforcing member without causing any displacement or peeling between a substrate and the reinforcing member.
  • the shear reinforcement effect of a reinforced concrete member is said to have the same mechanism as that of a shear-reinforcing bar, and the reinforced concrete member is designed by assigning a reinforcement amount and coefficients expressing the property and reinforcement effect of a reinforcing member to a design formula of the shear-reinforcing bar.
  • Most of the techniques (3) and (15) also include the step of injecting a grouting or resin material between a reinforcing member and a substrate to transmit a shear stress directly to the reinforcing member.
  • substrate herein means a material constituting a structure member, and a physical object to which a reinforcing member is to be fixed.
  • the reinforcing member such as the reinforcing bar, the steel rod and the steel plate, used in the techniques (1) to (4), (6), (8), (10), (12), (14) and (15), has the flexural rigidity and shear rigidity of its own.
  • the reinforcing member cannot follow the local strain, resulting in loss of the reinforcement effect due to the occurrence of local fracture in the substrate or local buckling or cracks in the reinforcing member.
  • the reinforcing member made of resin-impregnated continuous fibers has the same problem as described above due to the flexural and shear rigidities resulting from the effect of resin impregnation in addition to the flexural and shear rigidities of the continuous fibers themselves. Further, while this reinforcing member is designed using a formula based on the assumption that it has only tensile rigidity, an intended reinforcement effect is actually likely to be lost due to occurrence of bending or local buckling in consequence of the flexural rigidity and shear rigidity of its own.
  • the material such as carbon or aramid fibers, used in the techniques (5), (7), (11) and (16), has a fracture strain of 2% to several %, which is liable to cause damages by the comers of a substrate or the unevenness of the surface of a substrate. Thus, an appropriate construction management is essentially required. Further, if the substrate has some cracks due to a certain external force, the reinforcing member will be locally broken, which leads to significant deterioration or disappearance of the reinforcement effect.
  • a plate, a rod or a bundle of continuous fibers which serves as an anchor portion of the reinforcing member has a structure and rigidity different from those of the remaining portion of the reinforcing member.
  • anchor member has a structure and rigidity different from those of the remaining portion of the reinforcing member.
  • the substrate is requited to bear the stress occurring at the fixed portion of the anchor member. Therefore, if the strength of the substrate is lowered due to aged deterioration or such an aged deterioration is calculated, the above technique cannot be applied.
  • the techniques (1) to (16) are required to install the reinforcing member by spending an extended time in association with professional engineers, which involves a high construction cost.
  • the application of these techniques is also limited to a specific substrate which can be formed to have a smooth surface as in reinforced concrete, and allows a reinforcing member to be brought into close contact therewith so as to form a structure capable of locally transmitting a shear force.
  • the reinforcing member is fixed through the many steps as described above, and the adhesive in the step (v) can be applied only after the adhesive applied in the step (iii) is completely cured or hardened by chemical action (if the adhesive in the step (v) is prematurely applied, gas bubbles generated during the chemical action will be confined in the reinforcing member to cause the deterioration in strength of the reinforcing member.
  • the above process has to be completed by taking a great number of days.
  • the impregnating step has to be carried out in the working site under a strict construction management. If an external force acts to cause the peeling between the resin and the continuous fibers, or the resin is defective in curing or deteriorated due to environmental conditions, the design performance of the reinforcing member will be significantly degraded.
  • a structure member has a non-flat or irregular surface, such as a wall-mounted column, or is joined to or located very close to another member or non-structural material, such as a column having a window frame attached thereto, it is difficult to obtain a sufficient reinforcement effect. Further, the interactions between a structure member and a reinforcing member and between the reinforcing member and the surrounding are likely to cause deterioration of the reinforcing member. Furthermore, there is the need for obtaining a sufficient reinforcement effect in a wide range from a small deformation to a large deformation.
  • a reinforcing member comprising a woven body formed by a weaving process to have a high ductility and high bendability.
  • the reinforcing member is adapted to be installed on a surface of or inside a structure member to reinforce the structure member.
  • the woven body has a Young's modulus equal to or less than that of the structure member, and a tensile fracture strain of 10% or more.
  • the Young's modulus of the woven body may be in the range of 1/2 to 1/20, preferably 1/5 to 1/10, of that of the structure member. Specifically, the Young's modulus of the woven body may be in the range of 500 to 50000 MPa, preferably 1000 to 10000 MPa.
  • the woven body may have a thickness in the range of 0.2 to 20 mm, preferably 0.5 to 15 mm, more preferably 1 to 10 mm.
  • the woven body may include yarns made of polyester.
  • the woven body may have a bending deformation angle of 90-degree or more, and a shear deformation angle of 2-degree or more.
  • the reinforcing member set forth in the first aspect of the present invention may be heat-set to allow a Young's modulus in a limit state to be greater than a Young's modulus immediately before fracture.
  • the heat setting process comprises the steps of heating the reinforcing member to apply a tensile force thereto, and then cooling the reinforcing member while maintaining the tensile force, so as to provide enhanced initial rigidity and Young's modulus to the reinforcing member.
  • a resin impregnation process may be performed to impregnate the reinforcing member with resin.
  • This reinforcing member may have an elongation strain in the range of 0.1 % to 10% in the limit state.
  • a reinforcing member comprising a tape-shaped or sheet-shaped body made of a rubber-based or resin-based elastic material having a high ductility and high bendability.
  • the reinforcing member is adapted to be installed on a surface of or inside a structure member to reinforce the structure member.
  • the tape-shaped or sheet-shaped body has a Young's modulus equal to or less than that of the structure member, and a tensile fracture strain of 10% or more.
  • the Young's modulus of the tape-shaped or sheet-shaped body may be in the range of 1/2 to 1/20, preferably 1/5 to 1/10, of that of the structure member. Specifically, the Young's modulus of the tape-shaped or sheet-shaped body may be in the range of 500 to 50000 MPa, preferably 1000 to 10000 MPa.
  • the tape-shaped or sheet-shaped body may have a thickness in the range of 0.2 to 20 mm, preferably 0.5 to 15 mm, more preferably 1 to 10 mm.
  • the tape-shaped or sheet-shaped body may have a bending deformation angle of 90-degree or more, and a shear deformation angle of 2-degree or more.
  • the reinforcing member set forth in the second aspect of the present invention may be formed by spraying or applying a rubber-based or resin-based material or fiber-reinforced mortar to the structure member in the working site. While the material cost in this case is higher than the polyester woven fabric, it is often the case that such a reinforcing member is advantageous in terms of the ratio of reinforcement effect to cost as compared to conventional techniques.
  • a Young's modulus in a limit state such as a design ultimate state, a fracture strain and a fracture stress can be calculated based on the stress-strain relationship of the reinforcing member to determine a required reinforcement amount (the thickness of the reinforcing member) and the performance of the structure member according to an after-mentioned calculation method.
  • the reinforced structures comprise the reinforcing members set forth in the first and second aspects of the present invention, respectively.
  • the reinforcing member is fixed on a surface of or inside a substrate which constitutes a structure member of the structural body and consists of at least one material, or on a surface of a boundary portion of the structure member or inside the structure member, to reinforce the structure member.
  • the reinforcing member may be fixed to the structure member in such a manner that an effective constraint range of the reinforcing member covers the pre-calculated width and length of a gap to be generated in the structure member in future.
  • the substrate may be made of at least one material selected from the group consisting of (1) concrete, (2) steel frame, (3) brick, (4) block, (5) gypsum board or plaster board, (6) wood, (7) rock, (8) earth or soil, (9) sand, (10) resin and (11) metal.
  • the fixation may be performed by means of an adhesive.
  • the layer of the adhesive applied to the reinforcing member or the structure member may have a thickness in the range of 5 to 90%, preferably 20 to 40%, of the thickness of the reinforcing member.
  • the fixation may be performed by placing the reinforcing member on the structure member through the layer of the adhesive and then applying a pressing force or a beating force to the reinforcing member while allowing a part of the adhesive to be infiltrated into the reinforcing member.
  • the fixed portion of the reinforcing member may have a void ratio of 1.1 or more.
  • the fixed portion of the reinforcing member may have a void ratio of 1.4 or more.
  • the bonding strength of the fixation may be less than the peeling/shear fracture strength between the structure member and the reinforcing member. This prevents the reinforcement effect from disappearing due to fracture in the structure member and the reinforcing member before the occurrence of peeling in the fixed portion.
  • the bonding strength may be in the range of 10 to 80% of peeling/shear fracture strength in the surface of the structure member applied with the adhesive.
  • the adhesive may be a one-component, non-solvent adhesive.
  • the fixation of the reinforcing member to the structure member may be performed without chamfering the structure member and adjusting the unevenness of the surface of the structure member.
  • the reinforcing member holds or constrains the structure member in such a manner that it forms an envelope surface covering a surface of the structure member adjacent to the gap to serve as a medium for transmitting a stress acting on the structure member on both sides of the gap (bridge for transmitting the stress).
  • the envelope surface serving as the transmission medium is formed by elongation in the reinforcing member adjacent to the gap and/or peeling in the fixed portion adjacent to the gap.
  • the envelope surface serving as the transmission medium is formed by the elastic elongation of the reinforcing member in a free zone where the fixation is released due to the generation of the gap.
  • substrate means a material constitutes a structure member subject to reinforcement, and a physical object to which a reinforcing member is to be fixed.
  • the shape and material of the substrate are appropriately selected depending on a desired performance or function of the structure member.
  • the material of the substrate is not limited to a specific form or type, and may be any conventional structural material, any conventional non-structural material or any filler material.
  • the substrate may be concrete, steel frame, brick, block, gypsum or plaster board, precast concrete, wood, rock, earth or soil, sand, metal, or granular resin.
  • the substrate may include plural kinds of materials. For example, when a filler material such as resin is filled in a space between a structure member and a reinforcing member, the combination of the filler material and the material of the structure member may be defined as the substrate.
  • gap herein means a chap or crack generated in a structure member.
  • a structure member has a deformation inducing a gap therein, the resulting displacement between the structure member and a reinforcing member adjacent to the gap forms an envelope surface in a portion of the reinforcing member around the gap of the structure member without any fracture of the reinforcing member.
  • the enveloped surface serves as a bridge allowing a stress of the structure member to be transmitted across the gap. That is, a shear stress is transmitted through the boundary surface between the reinforcing member and a portion of the structure member having no gap or through a fixed portion.
  • the envelope surface of the reinforcing member is formed based on a plurality of factors including as the elongation of the reinforcing member adjacent to the gap, the release (peeling or another factor) of the fixation adjacent to the gap, and the fixation around the gap.
  • the fixation of a reinforcing member to a structure member is performed by applying an adhesive a part or all of the boundary surface between the structure member and the reinforcing member, or by closingly looping a reinforcing members in an adhesive or mechanical manner while enclosing and deforming a portion of the structure member, so as to provide a tensile force in the reinforcing members to generate a frictional or bearing force between the reinforcing member and the structure members.
  • the adhesive to be applied to the boundary between a structure member and a reinforcing member is required to maintain an adhesion strength required for fixing the reinforcing member to the structure member, for the period of use of the structure member under environmental conditions of the structure member. In this case, there is no need to set the required adhesion strength at a value higher than the fracture strength of the structure member or the reinforcing member.
  • the adhesive may be one-component adhesive.
  • the adhesive may also be applied to the reinforcing member in advance, and stored together with the reinforcing member. In this case, an operation of fixing the reinforcing member can be quickly completed.
  • fixation zone herein means a zone where the reinforcing member is fixed.
  • free zone means a zone where the fixation of the reinforcing member is released (due to peeling or another factor).
  • the ratio of the size of the fixation zone to the size of the free zone is expressed by a numerical value of "constraint ratio".
  • fixation strength and “fixation range” herein mean a strength and a range capable of causing the displacement in a specific finite areas (free zone) of reinforcing and structure members when the structure member has a local fracture inducing a gap, so as to allow a stress of the structure member to be transmitted through the reinforcing member across the gap without any fracture of the reinforcing member.
  • the relationship between load and deformation of the structure member after the generation of the gap is expressed as the functions of the dimensions of the structure member, the boundary condition of the structure member, the position and size of the gap, the Young's modulus and thickness of the reinforcing member, and the size of a free zone caused by the gap.
  • a required strength, required Young's modulus, required amount (required installation range, required thickness etc.) and required fixation strength of the reinforcing member can be calculated based on a value in a limit state (tolerance or threshold value) of the size (width etc.) of a gap to be generated in the structure member, the size of a zone where the elongation of the reinforcing member can be neglected (fixation zone), and the size of a zone where the reinforcing member is to be elongated (free zone).
  • a Young's modulus for use in the calculation of the required amount etc. of the reinforcing member is a value (limit state value) corresponding to a strain to be generated in the reinforcing member in a limit state where the size of the gap reaches the threshold value. Therefore, in view of the elastic property of the reinforcing member, the design of setting a Young's modulus in the limit state to be greater than a Young's modulus corresponding to another strain such as a strain immediately before fracture can advantageously reduce the reinforcement amount.
  • the installation range of the reinforcing member is not necessarily the entire surface of the structure member, but may be a portion of the structure member.
  • the reinforcing member is installed to form an envelope surface in the circumferential direction of the structure member or to form a surface capable of being in contact with the portion of the surface of the structure member smoothly from the outside.
  • the installation range of the reinforcing member is selectively determined depending on a desired performance, shape or configuration of a structure member, or a method of fixing a reinforcing member. For example, if a plurality of structure members are located adjacent to each other, the reinforcing member may be installed such that an envelope surface is formed to cover the junction between the adjacent structure members, or it is penetratingly inserted into a hole or slit formed in the adjacent structure members. Further, if the structure member is a flat member such as a wall, a reinforcing member may be installed on only one of the opposite surfaces thereof, or a reinforcing member may be installed on the respective opposite surfaces thereof and closingly looped through a through-hole formed in the structure member.
  • the aforementioned reinforced structure may be formed by providing a reinforcing member to a structure member of an existing structural body, or may be formed by installing a reinforcing member to a structure member of a structural body to be newly constructed.
  • the size and weight of the structure member can be reduced as compared to the conventional techniques to provide reduced seismic load. This makes it possible to achieve drastically reduced construction cost of the structural body, and significantly enlarged utilizable space of a living room or the like.
  • FIG. 1 is a perspective view of a structure member (or a member of a structural body) with a reinforcement member according to an embodiment of the present invention.
  • FIG 2 is a sectional view taken along the line A-A in FIG. 1.
  • a structure member 1 comprises a substrate 3 with a reinforcing member 5.
  • the reinforcing member 5 is installed, for example, in such a manner that it envelops a portion of the surface of the substrate 3 (see FIG. 1), or it encloses a given portion (periphery etc.) of the substrate (FIG 3).
  • the substrate 3 is principally a material constituting the structure member 1 subject to reinforcement, and a physical object to which the reinforcing member 5 is to be fixed.
  • the shape and material of the substrate 3 are appropriately selected depending on a desired performance or function of the structure member 1.
  • the substrate 3 is a structural material such as reinforced concrete, a non-structural material such as block or brick, or a filler material such as sand or granular resin.
  • the reinforcing member 5 installed on the surface the substrate 3 acts to bear a stress of the substrate 3 while bridging between both sides of a fractured surface such as chap or crack (or gap) generated in the substrate.
  • a reinforcing member 5 is composed of a woven body having all of extensibility (high ductility and high bendability), strength and elasticity, and adapted to be installed on the surface of or inside a substrate of a structural body to reinforce the substrate.
  • the woven body characteristically has a Young's modulus equal to or less than that of the structure member (substrate), and a tensile fracture strain of 10% or more.
  • the term "Young's modulus of the structure member (substrate)" herein means the lowest one in the respective Young's moduluses of the materials.
  • the reinforcing member has high ductility and high bendability, or extensibility.
  • high ductility means to have a large fracture strain.
  • high bendability means to readily cause a large bending deformation and shear deformation (high flexibility) without fracture.
  • the reinforcing member having high ductility can constrain the substrate without fracture to maintain a desired reinforcement effect.
  • the reinforcing member having high bendability can be readily bent at an acute angle.
  • the reinforcement can be installed along an irregular circumferential surface of a structure member, and can be deformed under load to have a fixed portion formed in conformity to the curvature or corner angle of a substrate.
  • the reinforcing member is required to have elasticity for generating a tensile force in response to change in the circumferential length of a substrate to bring out a geometrical constraint effect and coping with a repeated alternate load or the like.
  • the rigidity of the reinforcing member is greater at the initial stage of the generation of strain than immediately before fracture.
  • the Young's modulus of the woven body constituting the reinforcing member 5 is set to be equal to or less that that of the structure member. This is intended to reduce a stress acting on the boundary surface the reinforcing member and the substrate 3 when the reinforcing member starts deforming in response to the occurrence of deformation or crack in the structure member 1 due to a load acting on the substrate 3, so as to increase a limit deformation causing peeling in the boundary surface. Further, the tensile fracture strain of the woven body is set at 10% or more. Because in the design of structural bodies for an accidental load due to earthquake or the like, a design limit is generally about 2 to 4% of deformation in a structure member.
  • the reinforcing member would be not fractured in the design limit if the fracture strain is 10% or more.
  • the fracture strain is 10% or more.
  • the structure member was reinforced by a SRF reinforcing member having 10% or more of fracture strain, no fracture was observed in the reinforcing member
  • the Young's modulus and fracture strain of aromatic polyamide fibers used therein are directly applicable.
  • the Young's modulus is in the range of 80000 to 120000 MPa
  • the tensile fracture strain is in the range of 2.5 to 4.5%.
  • the aromatic polyamide fibers act as an actual reinforcing member, it will be an aromatic-polyamide-fiber-reinforced epoxy resin having higher bending and shear rigidities than those of the elemental fibers.
  • the reinforcing member is likely to peel off over a wide range at the same time due to inability of following the deformation of a substrate.
  • the Young's modulus of concrete is about 20000 MPa
  • the Young's modulus of hard wood such as oak is about 10000 MPa.
  • the Young's modulus of the woven body is preferably in the range of 1/2 to 1/20, more preferably 1/5 to 1/10, of that of the substrate. If the Young's modulus is less than the lower limit of the range (or the value of Young's modulus is excessively small), the reinforcing member has to be designed to have an increased thickness to obtain a desired reinforcement amount. This is economically inefficient. Further, as described later, a peeling-limit elongation ( ⁇ 1: FIGS. 44 and 45) is increased, resulting in delayed response of the reinforcement effect and increased damage of the structure member.
  • the Young's modulus of the reinforcing member is preferably in the range of about 500 to 5000 MPa, more preferably about 1000 to 1000 MPa.
  • the tensile fracture strength of the woven body is in the range of 3 to 5 times of that of the structure member. Any local fracture of the structure member can be avoided by setting a stress concentration coefficient in the range of 3 to 5.
  • the thickness of the woven body is preferably in the range of 0.2 to 20 mm, more preferably 0.5 to 15 mm, particularly 1 to 10 mm. This range is desired to obtain an intended performance and facilitate handling.
  • the material of strings constituting the woven body is polyester (fiber).
  • the woven body has a bending deformation angle of 90-degree or more, and a shear deformation angle of 2-degree or more.
  • the woven body is heat-set to allow a Young's modulus in a limit state to be greater than a Young's modulus immediately before fracture.
  • the reinforcing member has an elongation strain in the range of 0.1% to 10% in the limit state.
  • a reinforcing member is a tape-shape or sheet-shaped body made of a rubber-based or resin-based elastic material, and adapted to be installed on a surface of or inside a substrate of a structural body to reinforce the substrate. Further, the tape-shaped or sheet-shaped body has a Young's modulus equal to or less than that of the structure member, and a tensile fracture strain of 10% or more.
  • the Young's modulus of the tape-shaped or sheet-shaped body is preferably in the range of 1/2 to 1/20, more preferably 1/5 to 1/10, of that of the substrate.
  • the Young's modulus of the reinforcing member composed of the tape-shaped or sheet-shaped body is also preferably in the range of about 500 to 5000 MPa, more preferably about 1000 to 1000 MPa.
  • the thickness of the tape-shaped or sheet-shaped body is preferably in the range of 0.2 to 20 mm, more preferably 0.5 to 15 mm, particularly 1 to 10 mm.
  • the tape-shaped or sheet-shaped body has a bending deformation angle of 90-degree or more, and a shear deformation angle of 2-degree or more.
  • Two types of reinforced structures for a structural body according to third and fourth modes embodiment of the present invention comprise the reinforcing members according to the first and second modes of embodiment, respectively. Further, the reinforcing member is fixed on a surface of or inside a substrate constituting a structure member and including at least one material to reinforce the substrate.
  • the reinforcing member is preferably fixed to the substrate in such a manner that an effective constraint range of the reinforcing member covers the pre-calculated width and length of a gap to be generated in the substrate in future.
  • the reinforcing member 5 is fixed to the substrate 3 in the structure member 1. More specifically, the reinforcing member 5 and the substrate 3 are constrained to one another.
  • the mechanism of this constraint is roughly classified into two types. A first mechanism is a bonding constraint, and a second mechanism is a geometrical constraint.
  • the first mechanism or bonding constraint is achieved by bonding the reinforcing member 5 to the substrate 3.
  • the bonding constraint can be maintained.
  • the thickness of the layer of an adhesive applied to the reinforcing member or the substrate is preferably in the range of 5 to 90%, more preferably 20 to 40%, of the thickness of the reinforcing member.
  • the fixation is performed by placing the reinforcing member on the substrate through the layer of the adhesive and then applying a pressing force or a beating force to the reinforcing member while allowing a part of the adhesive to be infiltrated into the reinforcing member.
  • the fixed portion of the reinforcing member preferably has a void ratio of 1.1 or more.
  • the fixed portion of the reinforcing member preferably has a void ratio of 1.4 or more. In this way, gas generated during the curing reaction of the adhesive can be adequately released from the adhesive layer or the reinforcing member.
  • an initial bonding ability can be achieved without generation of gas bubbles in the adhesive layer, defective bonding, and swollenness and float of the adhesive layer.
  • the upper limit of the void ratio is not limited to a specific value, but preferably in the range of about 2 to 3.
  • the bonding strength is less than the strength of the substrate. If the bonding strength is equal to or greater than the strength of the substrate, the fracture of the structure member causes the generation of a tensile force in the reinforcing member and the release of the bonding to annul the reinforcement effect in a wide range at the same time.
  • the bonding strength is preferably in the range of 10 to 80% of peeling/shear fracture strength in the surface of the substrate applied with the adhesive. If the bonding strength is higher than the upper limit of the range, the structure member will be damaged in an operation of detaching the reinforcement. If the bonding strength is lower than the lower limit of the range, a desired reinforcement effect cannot be obtained.
  • the bonding strength is preferably in the range of about 1 to 2 N/mm 2 . In this connection, the peeling/shear fracture strength of concrete is about in the range of 3 to 5 N/mm 2 .
  • the epoxy resin to be impregnated also serves as an adhesive.
  • the bonding strength will become higher than the strength of the substrate to cause the aforementioned problems.
  • the adhesive is preferably a one-component, non-solvent adhesive.
  • This one-component, non-solvent adhesive may include an epoxy-urethane-based, non-solvent, moisture-setting type adhesive. This type of adhesive advantageously has no odor, no open time and long lifetime.
  • the fixation of the reinforcing member to the structure member or the substrate can be performed without chamfering the structure member or the substrate and adjusting the unevenness of the surface of the structure member or the substrate.
  • the fixation can be achieved without the large bonding strength as described above.
  • the reinforcement effect can be maintained by the geometrical constraint.
  • the adhesive 11 may be applied to the reinforcing member 5 at a working site of the bonding operation. Alternatively, the adhesive 11 may be applied to the reinforcing member 5 in advance, and stored until the bonding operation. In these reinforced structures, in an operation of detaching or peeling the adhesive, the substrate 3 or the reinforcing member is never damaged while leaving the adhesive layer thereon.
  • the reinforcing member 5 When it is required to achieve the bonding constraint, as shown in FIG. 1, the reinforcing member 5 is installed in a range (reinforcing-member installation range 9) extending outward from a range (effective bonding constraint range 7) for reinforcing the structure member 1.
  • the effective bonding constraint range 7 is selectively determined depending on a required performance or function of the structure member 1.
  • the effective bonding constraint range 7 may be a portion of the surface of the structure member 1.
  • the reinforcing member 5 is installed to form an envelope surface in the circumferential direction of the structure member 1 or to form a surface capable of being in contact with the portion of the surface of the structure member smoothly from the outside.
  • the second mechanism or geometrical constraint is achieved, for example, by bonding both ends of a reinforcing member and installing the reinforcing member in such a manner that it encloses a given portion (periphery etc.) of a substrate 3, as shown in FIG. 3.
  • the substrate 3 and the reinforcing member 5 is geometrically connected together, and constrained to one another.
  • the length of the closed or looped reinforcing member is changed to generate a tensile force in the reinforcing member. If the reinforcing member is installed in conformity to the curvature or corner angle of the substrate, the tensile force will cause the frictional force or bearing force between the reinforcing member and the substrate so that the substrate and the reinforcing member exert a constraint force against deformation to one another.
  • FIG. 4 is a perspective view showing a portion of a structure member 1 having the reinforcing member 5 installed thereon, wherein the reinforcing member 5 elastically constrains a substrate 3 having a gap 13.
  • the gap is a crack or chap generated in the substrate 3.
  • a gap width 15 (d) means the width of the gap 13.
  • this peeled area is referred to as "free zone 19"
  • the length of the free zone 19 associated with the region having a width 23 ( ⁇ w) of the reinforcing member 5 is referred to as "free length (a)”.
  • the reinforcing member 5 and the structure member are constrained to one another.
  • this constrained area is referred to as "constraint zone 21 ", and the length of the constraint zone 21 associated with the region having the width 23 ( ⁇ w) of the reinforcing member 5 is referred to as "constraint length (a)".
  • a fixation length (s) is reduced from a constraint length (b) by a factor of a free length (a).
  • an average value of shear stresses 18 acting between the surface of the substrate 3 and the non-peeled reinforcing member 5 is T f , and a tensile force, Young's modulus and thickness in the free zone 19 of the reinforcing member 5 being q, E f and t, respectively.
  • the tensile force 17 and the resultant of the shear stresses 18 are balanced in the fixation zone, and thus the following relational expression is formulated.
  • the reinforcing member is presupposed as an elastic body, and the elongation in the region of the fixation length is ignored because it is small as compared to the elongation in the free zone.
  • ⁇ f max b t ⁇ f
  • ⁇ f min 0.5 ⁇ f max
  • ⁇ fmin is a stress at the time when the gap 13 is enlarged, and the gap width d reaches a value d max in the expression [3].
  • the free length (a) is calculated as 1/2 of the constraint length (b). If the gap width d is increased at a value larger than d max , the expression [1] will be invalid in view of dynamical theories, the free length (a) will be sharply increased until a certain constraint such as geometrical constraint is given again.
  • the change in the length (hereinafter referred to as "circumferential length") L of the envelope (the circumference of the envelope surface) can be presupposed as the change in the total value d of the gap width across the circumference.
  • L 0 is the circumferential length before the generation of the gap.
  • ⁇ f B 2 t ⁇ 3 , wherein B is the distance (sectional width) between the reinforcing members, and ⁇ 3 is a constraint pressure of the granular body.
  • the value of the primary stress s 1 can be approximated as a value derived from dividing a compressive force by a pressure-receiving sectional-area.
  • the value of the primary stress s 1 can be approximated as a value derived from dividing a compressive force by a pressure-receiving sectional-area.
  • the relationship of the tensile force of the reinforcing member, the deformation causing a gap of the structure member and the fixation force is obtained from the expressions [3] to [7] and [9]. Further, since the deformation causing a gap would represent the level of the damage of the substrate, the relationship between the damage of the substrate and the tensile force (or strain) of the reinforcing member can also be obtained.
  • the above model is unconfined by the type of the gap 13.
  • the model is applicable to any gap 13 caused by any factor including a dynamical factor, such as bending or shear, and a material factor, such as temperature, dryness, expansion or deterioration.
  • a dynamical factor such as bending or shear
  • a material factor such as temperature, dryness, expansion or deterioration.
  • shear shear chap, shear fracture surface, etc.
  • the substrate 3 may be any construction material, such as reinforced concrete, steel framed reinforced concrete, steel frame, brick, block, gypsum or plaster board, precast concrete product, wood, rock, sand or resin.
  • the substrate 3 may be an existing structural or non-structural martial or a newly installed material.
  • the installation of the reinforcing member 5 may be a portion of the structure member as long as it is wider than an area (effective bonding constraint range 7) corresponding to the constraint zone 21 (constraint length (b)) for the crack or gap 13.
  • an area of the effective bonding constraint range 7 in the reinforcing-material installation range 9 is an effective range.
  • the reinforcement effect is superficially increased in proportion to the bonding strength.
  • the bonding strength is set at a value close to the full strength of the substrate 3 or the reinforcing member 5, the substrate 3 or the reinforcing member 5 will be locally fractured before generation of a free length (a) to annul the reinforcement effect.
  • the bonding strength is required to be set at a level causing no fracture in the substrate 3 and the reinforcing member 5 in the above process.
  • the aforementioned model can be achieved if the reinforcing member 5 is not fractured by a stress concentration arising around a crack or gap or at a corner of the structure member 1 in connection with the generation and enlargement of the gap 1 in the structure member 1. Thus, it is also required to provide extensibility (large fracture strain) to the reinforcing member 5. While carbon fibers or aramid fibers have a large elastic coefficient and fracture strength, any material having a small fracture strain is not suitable as the reinforcing member in the first mode of embodiment and another after-mentioned mode of embodiment.
  • the model can also be achieved if the reinforcing member brings out a sufficient performance even after the adhesive layer between the substrate and the reinforcing member is partly fractured.
  • a continuous-fiber reinforcing member whose performance is defined under the condition of a structure in which a carbon or another fibers bound by resin are bonded on the surface of a substrate without float and wrinkle is not suitable as the reinforcing member in the first mode of embodiment and another after-mentioned mode of embodiment.
  • the reinforcing member 5 is also required to have elasticity to bring out a control effect to the phenomenon that the gap 13 is opened and closed by a repeated alternate load.
  • the quantification of the performance of a structure member 1 (structure-member performance model) will be described below.
  • the dynamic performance and durability of the structure member can be quantified in consideration of the performance of a substrate and a desired reinforcement effect.
  • the following description will be made in conjunction with one example in which a substrate 3 of the structure member 1 is a bar-shaped member made of reinforced concrete, and the substrate 3 is reinforced by the reinforcing member 5 and subjected to repeated shear.
  • a shear load-deformation relationship has two extreme values, as described later in conjunction with FIGS. 5, 12, etc.
  • FIG. 5 is a graph schematically showing the above relationship between load and deformation.
  • the horizontal axis represents a deformation (deformation angle) in a structure member 1, and the horizontal axis represents a load acting on the structure member 1.
  • the shape of the curve is described by ten parameters or Q max1 , ⁇ Q max , Q mid , Q min , Q max2 and R 1 to R 5 .
  • Q max1 is an initial maximum vale of the load
  • ⁇ Q max being the load in a limit state (design ultimate state etc.)
  • Q min being a minimum value of the load
  • Q mid being the load by which the bonding constraint is released and shifted to the geometrical constraint
  • Q max2 being the load by which the reinforcing member 5 is fractured, or the deformation of the structure member 1 reaches at an extreme value and becomes unable to bear any load.
  • R 1 to R 5 are the deformations corresponding to Q max1 , ⁇ Qmax, Q mid , Q min , Q max2 , respectively.
  • the limiting point 27 (Q min , R 4 ) is a point where the structure member 1 is fractured by load, and starts exhibiting behaviors of a granular body.
  • FIG. 6 is a graph showing the relationship between circumferential strain and deformation in the structure member.
  • the horizontal axis represents a deformation (deformation angle) in the structure member 1
  • the horizontal axis represents a circumferential strain in the structure member 1.
  • the change in an apparent volume, or a volume associated with an envelope surface, of the structure member 1 is expressed by a circumferential strain (strain in the circumferential length of the section of the structure member 1 in a direction perpendicular to the axis thereof) and an axial strain (strain in the axis of the structure member 1).
  • the circumferential strain ⁇ is changed as shown in the graph 29 in response to the change of the relationship between the load and the deformation in FIG. 5.
  • the circumferential strain is gradually increased as the bonding is separated to increase a free zone 19.
  • the circumferential strain is kept approximately constant by the geometrical constraint.
  • the circumferential strain will be increased again because the structure member 1 behaves as a granular body.
  • the axial strain is changed in the same manner as that of the circumferential strain.
  • FIG. 7 shows the state when a region having the width 39 (H) of a structure member 31 reinforced by a reinforcing member 37 is divided into a first segmental member 33 a second segmental member 35 by a structural gap 41 (gap width 43 (d)), and the opposite ends of the divided structure member receive the action of a shear force 45 (Q).
  • the reinforcing member 37 is installed to form an envelope surface in the circumferential direction of the structure member 31 or to form a surface capable of being in contact with the portion of the surface of the structure member smoothly from the outside.
  • the shear force 45 is being transmitted between the first and second segmental members 33, 35 through the reinforcing member 37 in each section.
  • FIG. 8 is a perspective view of the section (thickness 47 ( ⁇ H)) perpendicular to the axis of the structure member in FIG 7.
  • Each of shear forces, reinforcing-member tensile stresses 51 ( ⁇ f ), and tensile forces 53 ( ⁇ cs ) of concrete and reinforcing bar acts on the structure member 31 (first and second segmental members 33, 35) and the reinforcing member 37.
  • a first shear force to be transmitted from the upper surface of the first segmental member 33 to the lower surface of the second segmental member 35 through the reinforcing member 37 is defined as a transmission shear force 49 ( ⁇ Q f ).
  • the difference between the shear forces in the upper and lower surfaces of the first segmental member 33 provides the transmission shear force 49 ( ⁇ Q f ). The same goes for the second segmental member 35.
  • the thickness 47 ( ⁇ H) is infinitely small, and a body force and a moment with an arm having a length in the thickness direction are ignored. Further, given that there is no distributed load, and the reinforcing member 37 bears only the tensile stress 51 for the purpose of simplicity.
  • FIG 43 is a chart showing properties (test specifications) of the tested columns, loading conditions, test results, and SRF reinforcement effects, on the nine cases under a constant axial force.
  • FIG. 10 is a graph showing the relationship between horizontal load and deformation (restoring force characteristic) on the non-reinforced model column (Case 8).
  • the horizontal axis represents a deformation ( ⁇ (mm)), and the vertical axis represents a horizontal load (Q (kN)).
  • ⁇ mm
  • Q max a maximum load was increased up to 237 kH
  • Q max a maximum load was increased up to 237 kH (Q max ) in a cycle having a deformation angle of greater than 1.5%.
  • FIG 11 a graph showing the relationship between horizontal load and deformation (restoring force characteristic) on the SRF-reinforced model column (Case 9).
  • the horizontal axis represents a deformation ( ⁇ (mm)), and the vertical axis represents a horizontal load (Q (kN)).
  • the model column was reinforced by bonding a reinforcing member formed of a polyester woven fabric having a thickness (t) of 4 mm, around the model column. The properties of the reinforcing member are shown in FIG 43.
  • the bonding strength is about 1 MPa.
  • the peak load is gradually reduced, and minimized (61: minimum point of the peak load) at a deformation angle of 64/400.
  • the peak load is increased.
  • FIG. 12 is a graph showing the relationship between the peak value of the horizontal load and the deformation in each of the loading cycles, on the nine cases under a constant axial force in FIG 43.
  • the horizontal axis represents a deformation angle (R (%)), and the vertical axis represents a maximum horizontal load (peak load) in a positive direction in each of the loading cycles.
  • Numerals in the figure indicate the case numbers illustrated in FIG. 43.
  • Q mid /Q max and Q min /Q max were calculated based on the above maximum point, minimum point and gradient-change point. The result is shown in FIG 62.
  • Q mid /Q max becomes approximately equal to a theoretical value of 0.5 according to the expression [4].
  • Q min is reduced from Q mid only by about 10% thereof. This result supports the validity of the aforementioned quantification of the effect of the reinforcing member.
  • FIG. 13 is a graph showing the relation between structure-member circumferential-length elongation strain and deformation.
  • the horizontal axis represents a deformation angle (R (%)), and the vertical axis of a structure-member circumferential-length elongation strain ( ⁇ (%)).
  • R (%) a deformation angle
  • ⁇ (%) the vertical axis of a structure-member circumferential-length elongation strain
  • the design calculation can be performed according to the aforementioned quantification models of the reinforcement effect and the performance of a structure member having a reinforcing member installed thereon.
  • FIG. 62 shows the calculated K (reinforcement efficiency).
  • a design strength ⁇ fd of the reinforcing member was calculated back according to a method defined in the design/installation manual for continuous-fiber reinforcement of Architectural Institute of Japan.
  • FIG 43 shows the ratio (reinforcement efficiency: ⁇ fd / ⁇ fmax ) of the design strength ⁇ fd to a fracture strength ⁇ fmax of a SRF reinforcing member.
  • a shear strength S after reinforcement was calculated by determining a shear margin from a roughness coefficient. The calculation was also performed on the assumption that a yield deformation angle was 1/250 in all of the cases.
  • a reinforcing-member strain ( ⁇ f ) was calculated from an actually measured shear load (Q) (see the expression [11]), and then a constraint rate (a/L 0 ) was calculated from the calculated reinforcing-member strain ( ⁇ f ) and an actually measured circumferential strain ( ⁇ ) (see the expression [6]).
  • This constraint rate (a/L 0 ) is shown in FIG 62.
  • the constraint rate (a/L 0 ) is the ratio of a free length (a) to a circumferential length (L 0 ).
  • the tested reinforced column receives a shear force from one direction.
  • the constraint rate (a/L 0 ) is theoretically 0.5.
  • the tested reinforced column has a constraint rate (a/L 0 ) ⁇ 0.5 in Cases 3 and 5, and a constraint rate (a/L 0 ) > 0.5 in Cases 9 and 13.
  • a bonding constraint in Cases 3 and 5 having a deformation angle R 2 of 1 to 2% is still effective, a bonding constraint in Cases 9 and 13 having a deformation angle R 2 of 4 to 6% is released and completely shifted to a geometrical constraint.
  • FIGS. 39 and 40 are design flowcharts for a reinforcement amount in a process of reinforcing a structure member through a method of the present invention. With reference to the flowcharts in FIGS. 39 and 40, a method of determining reinforcement parameters will be described below.
  • limit conditions of the weight, shape, function and others of a structural body are first determined (Step 301). Concurrently, the amplitude, cycle or period, duration and energy of a sudden external force likely to act on the structural body are determined (Step 302). Among the sudden external force likely to act on the structural body, a burden share to be bome by a substrate of the structural body, such as reinforcing bar and concrete, is also determined (Step 303).
  • the parameters of the structure member are determined in consideration of the data determined in Steps 301 to 303 (Step 304).
  • the parameters of the structure member may be determined using conventional structural design/calculation methods or any other suitable reinforcement manuals.
  • Step 305 a burden share to be bome by a method of the present invention is determined.
  • this step is intended to determine the type, property, and magnitude (amplitude, period, duration, and energy) of the sudden external force to be bome by the method, structure or material of the present invention.
  • These data may be obtained by subtracting the energy of a sudden external force bearable with other factors than the reinforcement according to the method of the present invention (the burden share of the substrate etc. determined in Step 303) from the total energy of the sudden external force likely to act on the structural body in the durable term thereof, which has been determined in Step 301.
  • the reinforcement of the present invention is used in a structural design for a new construction, the materials and/or parameters of a structure member can be determined in an economically advantageous manner by a factor of the reinforcement of the present invention.
  • the data in Step 305 are determined from the data determined in Steps 302 and 303.
  • such data may be obtained by subtracting a sudden external force bearable with other factors than the reinforcement according to the method of the present invention from the total energy of the sudden external force likely to act on the structural body in the durable term thereof, as with the process (a).
  • Step 306 the amplitude and energy of a sectional force to act on the structure member are calculated (Step 306). Specifically, based of the type, property and magnitude of the sudden external force determined in Step 302, the amplitude and magnitude of a sectional force (shear force, axial force, bending moment, etc.) to act on a structure member including a reinforced structure member and other structure members, and a deformation (shear strain, axial strain, bending strain, etc.) of the structure member. Concurrently, the displacement amplitude and vibrational energy of the entire structure body to be induced by the sudden external force are calculated (Step 307).
  • the data in Step 306 or 307 may be rigorously calculated by performing a structural analysis calculation, such as a finite element method or frame analysis method taking account of a restoring force characteristic of a reinforced structure member and other structure members as shown in FIG 51.
  • a structural analysis calculation such as a finite element method or frame analysis method taking account of a restoring force characteristic of a reinforced structure member and other structure members as shown in FIG 51.
  • the data in Step 306 or 307 may be calculated by simplifying a structural system and setting assumptions such as energy formulas, as in practical structural designs. Except that an associated deformation range is wider than that in a conventional calculation, the calculations in Steps 306 or 307 can be performed in the same manner as that in a structural design for a structure member having a known restoring force characteristic.
  • Step 308 the relationship of a reinforcement amount, a restoring force characteristic and an axial strain of the reinforced structure member is determined (Step 308).
  • the data in Step 308 are determined by the calculations in Steps 306 and 307.
  • Step 308 it is generally required to perform a feedback from 310 to Steps 306 and 307 through Steps 308, as indicated by the dashed lines of FIG 59.
  • Step 309 limit conditions of the function, usability, recoverability and others of the structural body after the action of the sudden external force such as a seismic force are determined (Step 309), and the determined limit conditions are compared with the displacement amplitude and vibration energy of the structural body calculated in Step 307 to determine reinforcement parameters (Step 310).
  • the reinforcement parameters are determined by comparing the deformation of the structural body calculated in Steps 306 to 308 with an allowable deformation amount to be derived from the conditions determined in Step 309 or the use conditions of the structural body after the action of the sudden external force such as a seismic force.
  • Step 310 is performed in consideration of the limit conditions of the weight, shape, function and others of the structural body which have been determined in Step 301.
  • Step 309 If the conditions in Step 309 are determined based on the policy of simply preventing collapse against a large earthquake, the allowable deformation can be set at a large value. If a large deformation involves the risk of disaster such as derailment even immediately after occurrence of a large earthquake, as in an elevated railroad for the bullet train, the reinforcement amount will be determined in consideration of such a factor.
  • the reinforcing member can be designed by the following process.
  • the reinforcement design has to be performed using a sufficient safety factor for a fracture strain because there is a possibility of causing a strain several times larger than the reinforcing-member strain ⁇ f in the expression [11].
  • a shear force transmitted by a substrate a shear force transmitted by concrete. reinforcing bar or the like, etc.
  • the subtraction of this shear force may be set at 0 (zero) on the safe side.
  • a load-withstanding capacity of the structure member after the structure member goes beyond the above design ultimate state can also be calculated using the expressions [8] and [9].
  • the performance of the structure member and the reinforcement amount are experimentally checked as needed as in a conventional design for reinforced concrete members.
  • a structure member can be produced using a substrate consisting of a material, such as brick or block, which has been considered as a non-structural material,
  • the material of the reinforcing member is selected such that the Young's modulus of the reinforcing member is less than that of the substrate, as described above.
  • the Young's modulus of the reinforcing member is excessive low, the thickness of the reinforcing member required for obtaining a desired reinforcement effect will be increased as shown in the expressions [3] and [11].
  • the material of the reinforcing member is selected from one having a Young's modulus preferably in the range of about 1/2 to 1/20, more preferably about 1/5 to 1/10, of that of the substrate.
  • the bonding constraint mechanism becomes effective for a larger gap and can suppress the deformation (circumferential strain) of the substrate at a smaller value as the reinforcing member has a larger Young's modulus in the design ultimate state.
  • This deformation (circumferential strain) of the substrate is quantified by the expressions [3] and [11].
  • FIG 9 is a graph showing a stress-strain relationship of the reinforcing member.
  • the horizontal axis represents a strain ( ⁇ ) of the reinforcing member, and the vertical axis represents a stress ( ⁇ f ) of the reinforcing member.
  • the reinforcing member is required to have extensibility (large fracture strain).
  • the design for the reinforcing member and others is preferably performed in consideration of the curve of the stress-strain relationship as shown in FIG. 9.
  • the ratio 59 ( ⁇ fu / ⁇ fu ) of a stress ⁇ fu of the reinforcing member to ⁇ fu of the reinforcing member in a design ultimate state 57 of a structure member is defined as a Young's modulus E f of the reinforcing member in the design ultimate state, and the design of the reinforcing member and others is performed using the Young's modulus E f , and a fracture strain ⁇ max and fracture stress (strength) ⁇ max of the reinforcing member
  • the reinforcing member is selected to satisfy a desired performance of the reinforced structural with reference to the expressions [1] to [9].
  • a polyester woven fabric or the like When a polyester woven fabric or the like is used as the reinforcing member, it may be heated to provide a tensile force thereto, and then cooled while maintaining the tensile force or subjected to a treatment for impregnating the reinforcing member with resin (resin impregnation treatment), to provide E f larger than ⁇ fu / ⁇ fu .
  • the reinforcing member subjected to the above treatment can have a higher reinforcement efficient (reinforcement effect per unit thickness) than that of the reinforcing member without the treatment, to achieve a reduced material cost.
  • FIG 14 is a perspective view of a walled column with the reinforcing member installed thereon.
  • the walled column comprises a column 71 and a wall 73.
  • the reinforcing member 75 is installed in such a manner it is wound around the column 71 and bonded on a reinforcing-member installation range 79.
  • the reinforcing-member installation range 79 has a larger area than that of an effective bonding constraint range 77.
  • the effective bonding constraint range 77 corresponds to a given constraint length (b).
  • the wall 73 is formed with no through-hole for installing the reinforcing member 75.
  • a safety factor is 2
  • a design constraint length (b d ) is about 40 cm.
  • FIG 15 is a sectional view of the walled column 69 in FIG 14.
  • the design constraint length (b d ) corresponds to the effective bonding constraint range 77 in FIGS. 14 and 15.
  • a restoring force characteristic in the state after the shear force goes beyond the design ultimate state to cause fracture of the walled column 69 and thereby the bonding restraint is completely released and shifted to the geometrical restraint can be calculated according to the expressions [8] an [9].
  • the limit ((Q max2 , R 5 ): FIG. 5) of the validity of the geometrical restraint is determined by smaller one of the strength of the reinforcing member and the strength of the substrate at the joint portion. At any rate, the geometrical restraint can be maintained up until the limit (Q max2 , R 5 ) without forming a hole or the like in the walled column 69 and penetrating the reinforcing member therethrough.
  • FIG 16 is a sectional view of the walled column 69 in FIG 14. While the reinforcing member 75 installed around the column 71 is opened at the joint plane between the column 71 and the wall 73, a portion of the column 71 in this open zone 183 is constrained by the wall 73 having the reinforcing member 75 installed thereon. Thus, the entire circumferential of the column 71 is constrained by the reinforcing member 75 and the wall 73 having the reinforcing member 75 installed thereon. In this case, the geometrical constraint is achieved in an effective geometrical constraint range 81.
  • a given reinforcement effect can be obtained by installing the reinforcing member on only one of the surfaces of a structure member such as wall.
  • a earthquake-resisting wall may be formed by placing a pair of boards, such as precast concrete boards, in parallel with one another between two existing columns to form a wall, pouring concrete or filling sands or the like into the space between the boards, and installing the reinforcing member around the wall and/or the columns.
  • the reinforcing member having a given rigidity and extensibility is installed a portion of the surface of a structure member to be reinforced, to reinforce the structure member.
  • the reinforcement can be applied to a structure member having any shape such as a convexo-concave or irregular shape.
  • the reinforcing member can be installed without forming any hole or the like in a structure member subject to reinforcement. Therefore, a reinforced structure excellent in toughness and load-withstanding capacity can be constructed quickly and readily at a low cost.
  • the reinforcement effect of the reinforcing member and the performance of the reinforced structure with the reinforcing member can be quantified and/or evaluated according to the aforementioned reinforcement effect model and structure-member performance model.
  • the reinforcing member can be adequately selected and designed depending on a structure member subject to reinforcement.
  • the reinforcing member and the adhesive according to the first mode of embodiment can be effectively selected depending the material, category and type (existing or new construction, etc.) of a structure member.
  • the labor load and cost for constructing the reinforced structure having a desired performance and preparing/installing the reinforcing member having a desired reinforcing effect or quake-resistance effect can be constructed can be reduced while shortening a construction period.
  • a strip-shaped polyester belt 199 as shown in FIG 21 may be used as a substitute for the reinforcing member 75.
  • the material of the polyester belt 199 may be polyester-based fibers for use in bell rope or the like. While a reinforcing sheet such as a construction sheet has a strength in the range of 500 to 1000 kgf/3 cm width, the polyester belt 199 has a strength of about 15000 kgf/5 cm width.
  • FIG 17 is a perspective view of an H-shaped structure member 143 after reinforcement. As shown in FIG 17, the H-shaped structure member 143 is reinforced using a reinforcing member 145 and a granular filler material 147.
  • the sheet-shaped reinforcing member 145 is shaped into a cylindrical shape and disposed around the H-shaped structure member 143 to form a space therebetween.
  • the granular filler material 147 is filled in the space between the H-shaped structure member 143 and the reinforcing member 145.
  • a fiber or rubber-based sheet material may be used for the reinforcing member 145.
  • the filler material 147 may be a natural granular material, such as sands, or an artificial granular material, such as resin.
  • the glandular filler material 147 transmits a stress to the reinforcing member 145 while being deformed in connection with energy loss.
  • the conventional reinforcing techniques such as continuous fibers or steel-plate wrapping
  • the bonding or fixation may be performed in a temporary level allowing the shape of the filler material to be held under ordinary loading or in earth tremor.
  • This type of reinforced structure may be used to reinforce a structure member having a complicated sectional shape, as well as the H-shaped structure member 143.
  • the granular filler material 147 transmits the apparent volume expansion to the reinforcing member to provide enhanced reinforcement effect.
  • the granular filler material may be formed of an inorganic noncombustible material having high heat capacity to have an additional effect of protecting the H-shaped structure member 143 from heat.
  • FIG 18 is a perspective view of a hollow structure member 149 after reinforcement. As shown in FIG. 18, the hollow structure member 149 is reinforced using a reinforcing member 145 and a granular filler material 147.
  • the sheet-shaped reinforcing member 145 is installed on and around the outer surface of the cylindrical hollow structure member 148.
  • the inside of the hollow structure member 149 is filled with the granular filler material 145.
  • a fiber or rubber-based sheet material may be used for the reinforcing member 145.
  • the filler material 147 may be a natural granular material, such as sands, or an artificial granular material, such as resin.
  • the granular filling material 147 is installed to fill the space of the hollow structure member 149.
  • the glandular filler material 147 transmits a stress to the reinforcing member 145 while being deformed in connection with energy loss.
  • the granular filler material 147 is installed inside the structure member to provide enhanced reinforcement effect.
  • the filler material acts to transmit to the reinforcing member 145 an apparent volume expansion cased when the hollow structure member 149 is fractured in connection with energy loss.
  • the hollow structure member in the above example has a circular sectional shape, the present invention is not limited to such a shape.
  • FIG. 19 is a partial sectional view of a reinforced member 181.
  • the member 181 is reinforced by use of a protective reinforcement 183, a reinforcement 185, a reinforcement 187, and a protective reinforcement 189.
  • the protective reinforcement 183, the reinforcement 185, the reinforcement 187, and the protective reinforcement 189 are sequentially, from inside to outside, disposed on the member 181.
  • the protective reinforcement 183 is disposed in order to protect the reinforcements 185 and 187 and the protective reinforcement 189 from the action of the member 181.
  • the protective reinforcement 183 is made of a material, such as a resin, which has a function to prevent separation of alkali from the member 181.
  • the protective reinforcement 189 is disposed in order to prevent a deterioration in the function of the protective reinforcement 183 and the reinforcements 185 and 187 which would otherwise result from the action of substances in the external environment.
  • the protective reinforcement 189 is made of epoxy, urethane, or a like resin to thereby prevent a deterioration of the reinforcements disposed inside the same.
  • a fireproof belt can also be used as the protective reinforcement 189.
  • the reinforcement 185 and the reinforcement 187 differ in a reinforcement effect on the member 181.
  • the reinforcement 187 is made of polyester fiber or the like, and the reinforcement 185 is made of a resin or fiber impregnated with resin.
  • the reinforcement 187 exhibits a reinforcement effect at up to a large strain (up to about 15%) of the member 181, whereas the reinforcement 185 exhibits a reinforcement effect at a low strain (not greater than 1 %) of the member 181.
  • the reinforcement When the member 181 is to be reinforced merely by use of a polyester fiber reinforcement, the reinforcement must assume a large thickness in order to exhibit a reinforcement effect at the stage of a small strain of the member 181, since the reinforcement is smaller in Young's modulus than the member 181.
  • the polyester fiber reinforcement thinner than that used solely for reinforcing the member 181 can exhibit a reinforcement effect even at a small strain (not greater than 1%) of the member 181.
  • the reinforcement 185 can exhibit a reinforcement effect at small strain.
  • the protective reinforcement 183 assumes, as needed, a function for transmitting a shear force induced between the surface of the member 181 and the reinforcement 185.
  • a resin primer is used as the protective reinforcement 183.
  • the reinforcement 185 and the reinforcement 187 may differ in a mechanism for yielding a reinforcement effect so as to exhibit a reinforcement effect under different load conditions and over the range of deformation. For example, there are combined a method in which part of a shear force imposed on the member 181 is directly borne by a reinforcement, and a method in which the expansion of an apparent volume of the member 181 is restrained.
  • Material and configuration of the reinforcement 187 can be such that a reinforcement effect is yielded through restraint of the expansion of an apparent volume.
  • the reinforcement 185 is made of an iron plate, carbon fiber, aramid fiber or the like. Through direct transmission of a shear force between the member 181 and the reinforcement 185, the shear force is shared between the member 181 and the reinforcement 185, whereby the member 181 is reinforced.
  • a polyester sheet or belt or the like whose rigidity is enhanced through impregnation with resin or through application of adhesive to the entire surface thereof can be used as the reinforcement 185. This yields a merit in that the reinforcement 185 and the reinforcement 187 can be continuously laid.
  • FIG. 20 is a graph showing the relationship between load and deformation with respect to the member 181 which is reinforced by means of a multilayer configuration as shown in FIG. 19.
  • the vertical axis represents load
  • the horizontal axis represents deformation.
  • the load represents section forces of the member 181, such as axial force, bending moment, shear force, etc.
  • the deformation represents deformations corresponding to the section forces; specifically, axial contraction, flexural modulus, shearing strain, etc.
  • a curve 193 which represents the case of reinforcement by means of multilayer configuration indicates that the member 181 has load bearing capacity over a wider range of deformation as compared to the case of no reinforcement employed as represented by a curve 191.
  • FIG. 20 shows an ordinary example in which the effective deformation range of the reinforcement 185 does not overlap with that of the reinforcement 187; i.e., a slight reduction in load bearing capacity occurs between an effective range195 of the reinforcement 185 and an effective range 197 of the reinforcement 187.
  • the reduction of load bearing capacity can be avoided by overlapping the effective deformation ranges of the reinforcements 185 and 187.
  • the member 181 is not limited to a concrete member or the like but may be the filler 147 shown in FIGS. 17 and 18. In this case, through employment of the filler 147 that yields an effect equivalent to that yielded by the protective reinforcement 183, the protective reinforcement 183 may be omitted.
  • a beltlike reinforcement of high strength and rigidity such as the polyester belt 199
  • the polyester belt 199 can be woven into texture that exhibits greater Young's modulus per unit width as compared with a polyester sheet
  • the polyester belt 199 can be used as the reinforcement 185, which exhibits a reinforcement effect at the stage of small strain.
  • strain is 2% under a load of 2500 kgf.
  • a column 205 shown in FIGS. 22 to 25 corresponds to the member 181 of FIG 19.
  • a reinforcement method by use of the polyester belt 199 as shown in FIGS. 22 to 25 will be described in the subsequent section of an eighth embodiment.
  • FIG 21 is a plan view of the polyester belt 199
  • FIGS. 22 and 23 are perspective views showing examples of the column 205 reinforced by use of a beltlike reinforcement 201
  • FIG 24 is an elevation of the column 205 shown in FIG 23.
  • a plurality of beltlike reinforcements 201 are disposed at predetermined intervals on the column 205 in such a manner as to be wound about the column 205. End portions of each of the beltlike reinforcements 201, which are wound about the column 205, can be connected together by means of bonding and/or a clasp, which are mechanical joints. Use of mechanical joints can implement reinforcement in a short period of time and is thus suited for urgent reinforcement to be performed immediately after an earthquake disaster.
  • Beltlike reinforcements 203 bonded axially to the column 205 can be expected to yield the effect of controlling a crack(s) extending along a direction intersecting the same.
  • the beltlike reinforcement 201 is compactly wound about the column 205 shown in FIGS. 23 and 24. While tension is imposed on the beltlike reinforcement 201 in the direction of arrow C, the beltlike reinforcement 201 is wound onto the column 205 in the direction of arrow D, thereby enhancing a reinforcement effect.
  • the beltlike reinforcement 201 is bonded directly to the column 205. Comer portions of the column 205 are not particularly required to be chamfered or to undergo like processing in order to avoid breaking textile at the comer portions. However, a beltlike reinforcement (not shown) bonded to a comer portion of a member in parallel with the edge of the comer portion can be expected to yield the effect of easing stress concentration of an edge portion on a reinforcement.
  • the beltlike reinforcement 201 is wound onto an upper end portion 207 and lower end portion 211 of the column 205 in parallel with the circumferential direction of the column 205 and is spirally wound onto a general portion 209 such that, as the beltlike reinforcement 201 is wound one turn, it axially advances by the width thereof, whereby the beltlike reinforcement 201 can be wound about the column 205 compactly and evenly.
  • the winding direction (clockwise or counterclockwise) can be altered so as to wind the beltlike reinforcement 201 onto the column 205 in two layers, three layers, etc., thereby enhancing a reinforcement effect.
  • the reinforcing member In order to allow the reinforcing member to be in close contact with the substrate in the above winging manner, it is required that the reinforcing member can be bent at an angle equal to or greater than the comer angle of the column, and sheared at an angle equal to or greater than the displacement angle between the parallel winding and the spiral winding. In a typical column, the bending angle and the displacement angle are 90-degree or less and 2-degree or less, respectively. When a reinforcing member is installed in a crossed manner as described later in connection with FIG. 56, it is preferable that the reinforcing member can be sheared at a large angle.
  • FIG. 25 is a sectional view of a surface portion of the column 205 shown in FIGS. 22 to 24. As shown in FIG. 25, the beltlike reinforcement 201 is bonded directly to the column 205 by use of an adhesive 213.
  • the beltlike reinforcement 201 shown in FIGS. 22 to 25 is, for example, the polyester belt 199 shown in FIG. 21.
  • the polyester belt 199 is made of polyester fiber, which is a material for a strap or the like.
  • the polyester belt 199 is used particularly in view of the following: being higher in rigidity and strength than a civil engineering sheet, the polyester belt 199 restrains an increase in the width of crack in the column 205 and controls the deformation of an apparent volume for the range of small strain.
  • FIG. 26 is a view showing an effective bond length between the beltlike reinforcement 201 and a crack 215.
  • the crack 215 appears on the surface of the member.
  • the crack 215 is made on the surface of the column 205, to which the beltlike reinforcement 201 is bonded directly.
  • the belt width 219 of the beltlike reinforcement 201 is w.
  • a force which attempts to expand the crack 215; i.e., tension 221, is imposed on the beltlike reinforcement 201 in the amount of q per belt.
  • the beltlike reinforcement 201 restrains crack width 217 to d or less.
  • Restraint length 225 is the length of a single side in the case a rectangular cross section, as in the column 205, and is the length of an arc corresponding to a central angle of about 90 degrees in the case of a circular cross section. When these lengths are significantly large as compared with belt width 219 (w) of the beltlike reinforcement 201, restraint length 225 is a length along which an effective bonding force is not zero.
  • restraint length 225 extends to another surface of the member.
  • the beltlike reinforcement 201 When a material which is inexpensive and has excellent stretchability, such as the polyester belt 199, is used as the beltlike reinforcement 201, since the Young's modulus of the material is about one-tenth that of concrete or one-hundredth that of iron, the following problem is involved. Even when the adhesive 213 having large average shear force ⁇ is used for bonding, the material encounters difficulty in sharing with a member a force which is elastically imposed on the member, without formation of the crack 215. However, when a reinforcement effect is particularly needed at the stage of small deformation, a polyester belt or the like is impregnated with resin to thereby enhance the rigidity of the reinforcement. The thus-prepared reinforcement is used together with an epoxy resin adhesive.
  • the polyester belt 199 has a woven body of a weft double weave using a polyester-fiber yam with 1700 dtex (dcitex).
  • the column 205 is made of reinforced concrete. Concrete has a compression fracture strength of 13.8 MPa (135 kgf/cm 2 ), a Young's modus of 19500 MPa, and a direct shear strength of about 2.6 MPa. The reinforcing member was installed without performing any chamfering and any adjustment of surface unevenness.
  • Rubiron 101 (one-component: available from Toyo Polymer Co.) was used as an adhesive.
  • the layer of the adhesive is 1 mm.
  • the adhesive has a bonding strength of about 1 MPa (10 kgf/cm 2 ), and a specific gravity of 1.4.
  • a part of the adhesive is infiltrated into the texture of the polyester belt 199, and cured.
  • the entire adhesive of 1 mm thickness enters into the void of the polyester belt 199, it will occupy only about 70% of the void of the polyester belt 199, and the breathability or air-permeability of the reinforcing member can be maintained.
  • Rubiron 101 is not a non-solvent adhesive, it has been experimentally verified that the same reinforcement effect can be obtained even using a non-solvent adhesive having a bonding strength equivalent to that of Rubiron 101.
  • the beltlike reinforcement 201 is the polyester belt 199 having a width of 64 mm and a thickness of 4 mm;
  • the adhesive 213 is LUBIRON, which is the trade name of an epoxy urethane adhesive produced by Toyo Polymer Corp.
  • FIG. 27 is a schematic view of the column 205 subjected to an axial force, bending, and a shear force.
  • FIG. 28 is a view showing a force which attempts to expand the crack 215 formed in the column 205. Described below is a reinforcement effect to be yielded in the case where the column 205 is reinforced by use of the polyester belt 199, which serves as the beltlike reinforcement 201, according to the method of FIG. 24; and the thus-reinforced column 205 is loaded in the following manner: while axial force 229 (P) is applied to the column 205, a horizontal force is applied to the column 205 so as to repeatedly generate bending moment 231 (M) and shear force Q.
  • P axial force 229
  • M bending moment 231
  • the column 205 is assumed to be an ordinary structural column. Conditions of study are as follows: shear force 227 (Q) is horizontally imposed on the column 205 at the middle of height h; i.e., at height (h/2); and the upper and lower ends of the column 205 slide horizontally without involvement of rotation. As a result, a horizontally even shear force (resultant force Q) and an axial force (resultant force P) are generated in the column 205.
  • FIG. 29 is a schematic view showing the deformation of the column 205.
  • FIGS. 30 to 35 show experiment results, in which horizontal displacement ⁇ h 239 represents the horizontal displacement of the column 205; and vertical displacement ⁇ v 241 represents the vertical displacement of the column 205.
  • FIG. 30 is a graph showing the relationship between horizontal force Q of the column 205 and an envelope indicative of displacement hysteresis of the column 205.
  • FIG. 31 is a graph showing the relationship among the horizontal displacement of the column 205, the vertical displacement of the column 205, and a horizontal force.
  • FIG. 32 is a graph showing restoring-force characteristics of the column 205.
  • the horizontal axis represents horizontal displacement ⁇ h (239) of the column 205
  • the vertical axis represents horizontal force Q (shear force 227)
  • the horizontal axes represent horizontal displacement ⁇ h (239) of the column 205 and the angle of deformation
  • the vertical axis represents horizontal force Q (shear force 227).
  • a reinforcement-absent curve 243a is an envelope as observed when the column 205 is not reinforced with the beltlike reinforcement 201
  • a reinforcement-present curve 243b is an envelope as observed when the column 205 is reinforced.
  • the reinforcement-present curve 243b is an envelope along the following points on a hysteretic loop 253 shown in FIG 32: a point corresponding to a level 255a equivalent to the level of the Great Hanshin Earthquake Disaster, a point corresponding to a level 255b equivalent to two times the level of the Great Hanshin Earthquake Disaster, a point corresponding to a level 255c equivalent to three times the level of the Great Hanshin Earthquake Disaster, a point corresponding to a level 255d equivalent to five times the level of the Great Hanshin Earthquake Disaster, etc.
  • the horizontal axis represents horizontal displacement ⁇ h (239); the upward vertical axis represents horizontal force Q (shear force 227); and the downward vertical axis represents vertical displacement ⁇ v (241).
  • a reinforcement-absent curve 243a and a reinforcement-present curve 243b are envelopes similar to those shown in FIG. 30.
  • the reinforcement-absent curve 245a shows vertical displacement ⁇ v of the column 205 which is not reinforced with a beltlike reinforcement.
  • the reinforcement-present curve 245b shows vertical displacement ⁇ v of the column 205 which is reinforced with the beltlike reinforcement 201 (polyester belt 199).
  • the reinforcement-absent curve 243a which shows horizontal force Q of the unreinforced column 205
  • the reinforcement-absent curve 245a which shows vertical displacement ⁇ v
  • the beltlike reinforcement 201 exhibits a reinforcement effect; i.e., the beltlike reinforcement 201 bears substantially the entire shear force in a horizontal-displacement region ranging from a horizontal displacement corresponding to Q max2 to a horizontal displacement corresponding to Q min .
  • the experimentally obtained value of minimum horizontal force Q min appearing on the reinforcement-present curve 243b is lower than a calculated value of 9 tf, which is obtained through calculation using the models of FIGS. 27 and 28. This can be said to be an experimental error and implies the occurrence of a drop in strength at the bond area between the concrete surface of the column 205 and the beltlike reinforcement 201 (polyester belt 199).
  • the value of maximum shear force Q max2 is substantially equal to a calculated value of 18 tf.
  • Displacement amplitude ⁇ hc 247 is horizontal displacement ⁇ h at around a point corresponding to the level 255c equivalent to three times the level of the Hyogo-Ken Nanbu Earthquake on the hysteretic loop 253 shown in FIG. 32; i.e., about 140 mm (angle of deformation 0.15 rad).
  • FIG. 33 is a graph showing the relationship between cumulative horizontal displacement ⁇ h and hysteretic absorbed energy W in the column 205.
  • FIG 34 is a detailed view of FIG 33.
  • the horizontal axis represents cumulative horizontal displacement ⁇ h
  • the vertical axis represents hysteretic absorbed energy W.
  • Cumulative horizontal displacement ⁇ h which is represented by the horizontal axis in FIGS. 33 and 34, was calculated by the equation shown below.
  • i is the number of steps in data recording
  • n is the current number of steps.
  • Cumulative horizontal displacement ⁇ h is calculated as an indicator of a position on the hysteretic loop 253 shown in FIG 51.
  • the curve of hysteretic absorbed energy 257 shown in FIG. 33 shows hysteretic absorbed energy which is calculated from the experimentally obtained hysteretic loop 253 shown in FIG. 51, by use of Eq. 28).
  • the straight lines indicative of a level 259a equivalent to the level of the Great Hanshin Earthquake Disaster and a level 259b equivalent to five times the level of the Great Hanshin Earthquake Disaster represent values which are calculated by Eq. 29) for comparison with the curve of hysteretic absorbed energy 257.
  • FIG 53 additionally show values which are calculated by Eq.
  • FIG. 35 is a graph showing the relationship between calculated cumulative horizontal displacement ⁇ h and vertical displacement ⁇ v by use of Eq. 27).
  • the horizontal axis represents cumulative horizontal displacement ⁇ h
  • the vertical axis represents vertical displacement ⁇ v (241 ).
  • cumulative horizontal displacement ⁇ h is about 1500 mm.
  • vertical displacement ⁇ v is not greater than 5 mm (strain 0.5%) until cumulative displacement reaches about 1500 mm at the vertical-displacement inflection point 251.
  • a conventional reinforcement method in which a member is wrapped with reinforcement is characterized in that, in order to prevent formation of cracks, a reinforcement material, such as carbon fiber or wrapping iron plate, having rigidity equivalent to or greater than that of a major dynamic component of the member is bonded directly to the surface of the member by use of resin or the like.
  • the beltlike reinforcement 201 such as the polyester belt 199, is bonded directly to a member, such as the column 205 is not adapted to suppress formation of the crack 215 on the member surface but is adapted to restrain crack width 217 to an effective value; for example, to about 2 mm, whereby the functional impairment of a member is controlled to thereby maintain usability and safety of a structure.
  • a method in which a high-rigidity material, such as the polyester belt 199, is bonded directly to the surface of a member is intended to enhance the effect of maintaining the shape of the member with respect to deformation accompanied by finite crack 215.
  • this effect is enhanced in proportion to the circumferential rigidity of a reinforcement, and the enhancement of the effect is limited by the magnitude of a shear force to be transmitted between the surface of the member and the reinforcement. Accordingly, through a high-rigidity reinforcement being bonded directly to a member, a reinforcement effect can be enhanced.
  • the beltlike reinforcement 201 used in the ninth embodiment is not limited to the polyester belt 199. Any material having strength and rigidity equivalent to those of the polyester belt 199 can be used.
  • the reinforcement method is such that, through control of an increase in crack width 217, the expansion of an apparent volume of a member is restrained.
  • the method is identical to that of the previous application.
  • the method employs the mechanism of restraining variation in shape and axial strain and is verified theoretically and experimentally, thereby indicating high practical viability thereof.
  • FIG. 36 is a perspective view showing a state in which connecting reinforcements 269a and 269b are disposed on the joint between a column 261 and a beam 263.
  • the beam 263 is joined to the column 261 at right-hand and left-hand side surfaces 265b.
  • the joint between the column 261 and the beam 263 is reinforced by use of two sheetlike connecting reinforcements 269a and four connecting reinforcements 269b.
  • the connecting reinforcement 269a assumes the form of a sheet and is bonded to the column 261 and the beam 263 in such a manner as to cover the joints between the side surfaces 265b of the column 261 and the side surface 267a of the beam 263.
  • a central portion of the connecting reinforcement 269a is bonded to a side surface 265a of the column 261 and the right-hand and left-hand side surfaces 265b adjacent to the side surface 265a.
  • Opposite end portions of the connecting reinforcement 269a are bonded to the side surface 267a of the beam 263.
  • the connecting reinforcement 269a assumes the form of a sheet and is bonded to the column 261 and the beam 263 in such a manner as to cover the joint between the side surface 265b of the column 261 and the side surface 267b of the beam 263.
  • the connecting reinforcements 269a and 269b are, for example, stretchable, fibrous or rubber sheet materials.
  • the connecting reinforcements 269a and 269b are not necessarily sheetlike reinforcements but may assume the form of a beltlike reinforcement, such as the polyester belt 199.
  • the thickness, width, length, etc. of the connecting reinforcements 269a and 269b, either sheetlike or beltlike, are determined to provide a required amount of reinforcement.
  • the connecting reinforcements 269a and 269b may be bonded to the column 261 and the beam 263 in a tentative condition but may be bonded in such a manner as to yield strength.
  • the displacement amplitude of a structure depends greatly on the deformation of a member-to-member joint.
  • use of the latter bonding is practical.
  • FIG. 37 is a perspective view showing a state in which a beltlike reinforcements 271a and 271b are disposed on the joint between the column 261 and the beam 263.
  • a single beltlike reinforcement 271a and two beltlike reinforcements 271b are disposed in such a manner as to cover the connecting reinforcements 269a and 269b which are disposed as shown in FIG. 36.
  • the beltlike reinforcement 271a is disposed on the exterior of a bigger member; i.e., on the exterior of the column 261.
  • the beltlike reinforcement 271a is wound onto the column 261 in such a manner as to be continuously wound between a portion of the column 261 located above the joint between the column 261 and the beam 263 and a portion of the column 261 located below the joint while obliquely crossing the joint.
  • the beltlike reinforcement 271b is disposed on the exterior of a thinner member; i.e., on the exterior of the beam 263.
  • the beltlike reinforcement 271b is independently wound about the right-hand and left-hand beams 263 joined to the column 261.
  • the beltlike reinforcements 271a and 271b are disposed in two layers and cross-wound onto the joint between the column 261 and the beam 263.
  • FIG. 38 is a sectional view of the joint between the column 261 and the beam 263 on which the connecting reinforcements 269b, etc. are disposed.
  • the beltlike reinforcements 271a and 271b are disposed on the connecting reinforcement 269b in a winding condition.
  • the column 261 or the beam 263 and the sheetlike connecting reinforcement 269b are bonded such that tension is mutually transmitted via shear resistance of a bond zone.
  • the connecting reinforcement 269b and the beltlike reinforcements 271a and 271b are bonded the following combinations: the connecting reinforcement 269b and the beltlike reinforcements 271a and 271b; the column 261 or the beam 263 and the connecting reinforcement 269a; and the connecting reinforcement 269a and the beltlike reinforcements 271a and 271b.
  • a reinforcement 273a is wound about the exterior of the column 261, and a reinforcement 273b is wound about the exterior of the beam 263.
  • the reinforcements 273a and 273b are stretchable sheetlike or beltlike materials.
  • the connecting reinforcements 269a and 269b are disposed on the joint between the column 261 and the beam 263 so as to enhance a member-to-member reinforcement effect. Furthermore, the beltlike reinforcement 271a is cross-wound onto a joint of a bigger member, i. e., about a joint of the column 261, and the beltlike reinforcements 271a and 271b are wound about the exterior of the column 261 and that of the beam 263 in layers, to thereby obtain a required amount of reinforcement.
  • the reinforcement is cross-wound onto the joint.
  • the reinforcement can be wound about the joint in the form of the letter T or the like.
  • Reinforcement is applicable not only to the joint between a column and a beam but also to the joint between other members.
  • the method can be combined with the method using slits or bores. This combined method is particularly effective for reinforcing the joint between members of greatly different thicknesses or shapes, such as the joint between a slab and a beam or the joint between a wall and a beam.
  • the connecting reinforcements 269a and 269b can be omitted.
  • the reinforcing member is made of a material having high ductility and high bendability, or extensibility, and installed on the surface of or inside a structure member or substrate through the fixation using an adhesive, so as to constrain the apparent volume expansion of the structure member to control the change in shape or the damage of the structure member.
  • a material which is inexpensive and facilitates working and bonding such as a polyester sheet, is used as a reinforcement material.
  • the Young's modulus of such a material is about one-tenth that of concrete or one-hundredth that of iron.
  • the reinforcement material's effect of bearing part of a load imposed on a member during the elastic stage accompanied by very small strain as do reinforcing bars of reinforced concrete is very weak; specifically, as weak as the above-mentioned Young's modulus ratios.
  • the reinforced member absorbs very large energy in the above-mentioned sequential repeated-deformation process while maintaining rigidity, thereby preventing the collapse of a structure which would otherwise result from reception of an abrupt external force, such as a seismic force.
  • FIG. 41 is a diagram showing the relationship between cumulative deformation and hysteretic absorbed energy with respect to a reinforced member on which a repeated load is imposed.
  • the horizontal axis represents cumulative deformation
  • the vertical axis represents hysteretic absorbed energy.
  • a certain limit (called a shape retainment limit energy 275) is present according to the type and amount of material. When this limit is exceeded, a material behaves in a granular fashion, and thus the shape of a member begins to vary significantly.
  • a member reinforced according to a method of the present invention or the previous application is deformed such that the cross section assumes a circular shape, and the entire shape approaches to the shape of linked balls. Accordingly, the shape of a structure also varies significantly.
  • the method of the present application is characterized by being able to cope with a wide energy region and a wide deformation region, and an enhancement of an effect to be yielded as shown in FIG. 41.
  • the seismic isolator can absorb energy in such an amount that a material having a volume equivalent to that of the seismic isolator is pulverized substantially completely, while variation in shape is minimized, and rigidity is retained. This is a very efficient behavior for a seismic isolator.
  • the filler When a special filler is mixed into a component material of a seismic isolator, the filler functions to internally reinforce the material through utilization of energy, such as heat, to be generated by work which is done by an external force in the above-mentioned process, thereby further enhancing a seismic isolation effect.
  • FIG. 42 is a graph showing the relationship between tensile stress and strain with respect to a reinforcement material impregnated with resin and a reinforcement material unimpregnated with resin.
  • the vertical axis represents tension
  • the horizontal axis represents extensional strain (%).
  • An impregnated-with-resin curve 277 shows the stress-strain relation obtained from a tensile test which was conducted on a polyester sheetlike textile impregnated with epoxy resin after the resin was cured.
  • An unimpregnated-with-resin curve 279 shows the stress-strain relation obtained from a tensile test which was conducted on the same sheetlike textile unimpregnated with epoxy resin.
  • the test results shown in FIG. 42 show the following: as a result of a sheet or beltlike material woven from polyester fiber being impregnated with resin, resin yields the effect of restraining deformation of fiber for the range of small strain; thus, the material represented by the impregnated-with-resin curve 277 exhibits increased rigidity as compared with the material represented by the unimpregnated-with-resin curve 279.
  • the material represented by the impregnated-with-resin curve 277 loses the above-mentioned effect without significant breakage of fiber. As a result, deformation can be maintained until a large strain of not less than 15% is reached.
  • a reinforcement material impregnated with resin i.e., a material of a single kind, enhances the effect of restraining deformation for the range of small strain as well as yields the effect of bearing a load for the range of large strain.
  • the aforementioned reinforcing member can be designed as follows.
  • the dynamic property (the relationship between external force and deformation) of the reinforced structure is defined by the following parameters.
  • the reinforced structure can be designed by calculating the performance of a structural body subject to reinforcement, according to these parameters and data of the structural body.
  • Thickness of reinforcing member t 2) Young's modulus of reinforcing member E f 3) Fracture strain of reinforcing member ⁇ fb 4) Reinforcing-member stress at yield of fixation structure ⁇ fmax 5) Reinforcing-member installation mode (Whether reinforcing-member is closingly looped (FIG. 1) or not (FIG.
  • the gap width and reinforcing-member tensile force in a SRF-reinforced structure has a relationship as shown in FIG. 44. Specifically, if the gap width is increased from zero, a reinforcing member will be elongated in a fixation zone, and thereby a reinforcing-member stress will be generate. When the elongation of the reinforcing member on the gap reaches ⁇ 1, the release of the fixation structure is initiated to generate a free length a (FIG. 44).
  • the fixation force will be maintained to increase a reinforcing-member tensile force in proportion to the gap width until the reinforcing member reaches a fracture stress (stress corresponding to the fracture strain ⁇ fb ) (range from Point C to Point D).
  • the relationship between reinforcing-member tensile force and restoring force can be determined from the theory as shown in the expressions [9] and [10], or an experimental test.
  • the reinforcing-member elongation ⁇ 1 providing the maximum value of the reinforcing-member tensile force is a value derived from integrating strains in the fixation zone of the reinforcing member at the time of the limit where the bonding is released (when the reinforcing-member tensile force reaches ⁇ fmax ), and becomes smaller as the Young's modulus of the reinforcing member is increased. This factor is ignored in the theory shown in the expressions [1] to [4].
  • the boundary-surface peeling energy is defined as energy required for peeling the bonding boundary-surface of unit area between a thin elastic body and a substrate as shown in FIG. 44, and can be calculated from the following expression [102] using the maximum tensile force ⁇ fmax caused in the elastic body and the thickness t and Young's modulus of the elastic body, which are obtained as the result of a peeling test.
  • G f t 2 E f ⁇ 2 f max
  • the expression [101] is obtained by resolving the formula [102] about ⁇ fmax .
  • a conventional design formula for reinforced concrete structure members can be applied to the calculation of the reinforcement effect of a SRF reinforcing member by substituting the SRF reinforcing member with a reinforcing bar and calculating the reinforcement effect using the boundary-surface peeling energy etc. by use of the phenomenon that a SRF reinforcing member apparently yields at ⁇ fmax as shown in FIG. 55 (expression [103]).
  • the gap width in the design limit state does not reach the peeling-limit elongation ⁇ 1 illustrated in FIGS. 44 and 55 due to a small Young's modulus of the SRF reinforcing member as compared to that of reinforcing bar.
  • the above apparent yield stress ( ⁇ fmax in the expressions [101] and [102]) is a maximum stress capable of being borne before the fixation of the reinforcing member is released (FIG. 45), and calculated from the Young's modulus of the reinforcing member, the boundary-surface peeling energy and the thickness of the reinforcing member using the expression [101].
  • the apparent yield stress is reduced in reverse proportion to the square root of the thickness.
  • the reinforcing-member thickness can be determined by a simple repeated calculation.
  • the present invention can provide a reinforcing material or member excellent in ductility and load-withstanding capacity, quickly at a low cost.
  • the effects of the reinforcing member according to the present invention is effective to repair, maintenance and reinforcement of existing structure bodies, and usable in new structural bodies. In either case, the cost, construction period etc. required for satisfying a desired performance can be reduced as compared to those in conventional techniques.
  • the reinforcing material or member according to the present invention is useable as a safeguard against sudden external forces such as explosion, which have been untreatable by conventional techniques.
  • the reinforcing member installed on the outer surface of a structure member as a primary element thereof makes it possible to provide a reinforced structure readily at a low cost and achieve enhanced reinforcement performance.
  • the present invention facilitates reuse of decrepit or affected structural bodies to promote effective use of existing structural bodies and industrial resources and to allow industrial wastes to be reduced.
  • a reinforcement configuration, a seismic isolator, and a reinforcement method for a structure according to the present invention can suitably be applied to, for example, the following cases: a member to be reinforced involves undulation or an irregular profile; a member is joined to or located in proximity to another member or a nonstructural member; a reinforcement is possibly deteriorated due to interaction between a member and the reinforcement or between the reinforcement and an external environment; a reinforcement effect must encompass a small deformation through a large deformation; and seismically isolating reinforcement is required.

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EP02775228A 2001-09-25 2002-09-25 Materiau d'armature et structure d'armature d'une structure et procede de conception d'un materiau d'armature Withdrawn EP1437459A4 (fr)

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PCT/JP2001/008287 WO2003027416A1 (fr) 2001-09-25 2001-09-25 Construction de renforcement de structure, materiau de renforcement, dispositif permettant de resister aux tremblements de terre et procede de renforcement
WOPCT/JP01/08287 2001-09-25
WOPCT/JP02/02167 2002-03-08
PCT/JP2002/002167 WO2003027414A1 (fr) 2001-09-25 2002-03-08 Construction et procede de consolidation de structure, construction et procede d'isolation de base et materiau de consolidation
PCT/JP2002/009838 WO2003027417A1 (fr) 2001-09-25 2002-09-25 Materiau d'armature et structure d'armature d'une structure et procede de conception d'un materiau d'armature

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ITRM20090380A1 (it) * 2009-07-17 2011-01-18 Giovanni Cenci Metodo per la realizzazione di un edificio antisismico con struttura portante in legno fibrorinforzata e con isolatori sismici.
ITBO20120564A1 (it) * 2012-10-16 2014-04-17 Anton Massimo Galluccio Metodo e apparecchiatura per il rinforzo di strutture edilizie

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JP4639380B2 (ja) * 2005-06-22 2011-02-23 学校法人東京理科大学 袖壁付柱の補強工法
JP2008008142A (ja) * 2007-07-27 2008-01-17 Ohbayashi Corp コンクリート部材の補強構造および補強方法
CN103717939B (zh) * 2011-07-28 2015-09-23 株式会社普利司通 基础隔震结构中的塞用组合物、基础隔震结构用塞、基础隔震结构、基础隔震结构中的塞用组合物的制造方法和基础隔震结构用塞的制造方法
CN108979196A (zh) * 2018-08-27 2018-12-11 西安建筑科技大学 利用带斜缝内填板预防钢框架结构连续倒塌的加固结构
KR102030966B1 (ko) * 2019-04-24 2019-10-10 석용희 접착강도 향상용 부재 및 이를 이용한 성형품 제조방법
KR102440309B1 (ko) * 2021-11-19 2022-09-05 이지안 유연성이 보강된 내진 보강용 프레임구조 및 그 시공방법

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ITRM20090380A1 (it) * 2009-07-17 2011-01-18 Giovanni Cenci Metodo per la realizzazione di un edificio antisismico con struttura portante in legno fibrorinforzata e con isolatori sismici.
ITBO20120564A1 (it) * 2012-10-16 2014-04-17 Anton Massimo Galluccio Metodo e apparecchiatura per il rinforzo di strutture edilizie

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TWI268980B (en) 2006-12-21
WO2003027416A1 (fr) 2003-04-03
JPWO2003027414A1 (ja) 2005-01-06
EP1437459A4 (fr) 2005-07-06
JPWO2003027417A1 (ja) 2005-01-06
JPWO2003027416A1 (ja) 2005-01-06
WO2003027414A1 (fr) 2003-04-03
TW521113B (en) 2003-02-21

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