WO2018199509A1 - Composite renforcé par des fibres 3d, et structure de renforcement de colonne de béton et procédé de renforcement l'utilisant - Google Patents

Composite renforcé par des fibres 3d, et structure de renforcement de colonne de béton et procédé de renforcement l'utilisant Download PDF

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Publication number
WO2018199509A1
WO2018199509A1 PCT/KR2018/004162 KR2018004162W WO2018199509A1 WO 2018199509 A1 WO2018199509 A1 WO 2018199509A1 KR 2018004162 W KR2018004162 W KR 2018004162W WO 2018199509 A1 WO2018199509 A1 WO 2018199509A1
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Prior art keywords
fiber
reinforced composite
reinforcing
reinforcement
support member
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PCT/KR2018/004162
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English (en)
Korean (ko)
Inventor
김승직
장준호
권영태
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계명대학교 산학협력단
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Priority claimed from KR1020180031406A external-priority patent/KR101948856B1/ko
Application filed by 계명대학교 산학협력단 filed Critical 계명대학교 산학협력단
Publication of WO2018199509A1 publication Critical patent/WO2018199509A1/fr

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • 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
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • 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

Definitions

  • the present invention relates to a 3D fiber-reinforced composite, a reinforcing structure and a reinforcing method of a concrete column using the same, and more specifically, it is possible to construct a uniform quality on-site construction and secure initial stiffness, and thus it is also applicable to a building of high importance.
  • the building is generally composed of a plate-like structure or a pillar that physically supports the superstructures located above the structure.
  • the column must be able to withstand the load of the structure and other loads on it, and also to withstand the external force applied in the horizontal direction such as earthquake or wind pressure.
  • the column cannot tolerate it, it will collapse, and the superstructures that are physically supported by it will also be able to escape collapse.
  • Republic of Korea Patent No. 10-1568016 is a plurality of reinforcement plate is installed to surround the outer circumferential surface of the pillar formed of concrete, and is installed on the reinforcement plate of the one side around the pillar A first fastening member, a head portion supported by the reinforcement plate on the other side of the pillar, a wire extending from the head portion toward the first fastening member through a through hole formed in the pillar, and the wire And a second fastening member formed at an end of the second fastening member including a screw coupling part screwed to the first fastening member, and fastening the screw coupling part to the first fastening member so that a tensile force is applied to the wire.
  • Reinforcement device for a concrete column has been disclosed, characterized in that the tension is formed to be introduced.
  • seismic reinforcement methods are traditionally steel plate reinforcement method, cross-sectional extension method, fiber reinforcement method, etc.
  • the high strength FRP (Fiber reinforced polymer) sheet or plate attachment method has high tensile strength, light weight, non-corrosiveness, and structure It is a reinforcement method that is widely used due to its advantages such as integration with
  • the required seismic performance level is a function performance level or immediate recovery level, and relatively small interlayer displacements are required under seismic loads.
  • the reinforcement method using the fiber sheet has a difficult problem in that it is difficult to secure the initial stiffness.
  • Patent Document 0001 Republic of Korea Patent No. 10-1568016
  • the present invention is not only easy to site construction, but also shorten the construction time, not only do not need to secure a large space during construction, but also secures the initial rigidity 3D fiber reinforced composite, reinforcement structure and reinforcement method of concrete columns using the same
  • the purpose is to provide.
  • the present invention is a reinforcing support member, and is embedded in the reinforcement support member to be integrated with the reinforcement support member, is formed in a three-dimensional 3D pattern structure to support the reinforcement support member It provides a 3D fiber-reinforced composite comprising a member.
  • the reinforcing support member may be formed by curing a self-leveling compound including cement mortar.
  • the reinforcing fiber member is to be formed of ultra-high molecular weight polyethylene (UHMWPE) material
  • the reinforcing fiber member is a three-dimensional 3D including a first member arranged to be spaced apart from each other along the upper and lower surfaces of the reinforcing support member, and a second member arranged along the side to connect the first members to each other It may be formed in a pattern structure.
  • the first member may be formed in a lattice structure or honeycomb structure.
  • the present invention is attached to the outside of the concrete pillar, the 3D fiber reinforced composite made of precast panel, the shear key means for coupling to the outside of the 3D fiber reinforced composite, and the 3D fiber reinforced composite It provides a reinforcement structure of the concrete pillar, characterized in that it comprises a coupling means for coupling the shear key means with each other.
  • the plurality of the 3D fiber-reinforced composite may be assembled by stacking along a height direction of the concrete column.
  • the 3D fiber-reinforced composite may be attached to the outside of the concrete pillar through the adhesive means comprising an epoxy.
  • the 3D fiber reinforced composite further includes a reinforcement support member and a reinforcement fiber member installed inside the reinforcement support member to be integrated with the reinforcement support member and formed of a three-dimensional 3D pattern structure to support the reinforcement support member. Can be configured.
  • the reinforcing support member may be formed by curing a self-leveling compound including cement mortar, and the reinforcing fiber member may be formed of UHMWPE (Ultra High Molecular Weight Polyethylene) material.
  • UHMWPE Ultra High Molecular Weight Polyethylene
  • the reinforcing fiber member is a three-dimensional 3D including a first member arranged to be spaced apart from each other along the upper and lower surfaces of the reinforcing support member, and a second member arranged along the side to connect the first members to each other It may be formed in a pattern structure.
  • the first member may be formed in a lattice structure or a honeycomb structure.
  • the concrete pillar is formed in a square pillar shape
  • the shear key means is formed to be bent in a 'b' shape can be coupled to the corner portion of the concrete pillar.
  • the coupling means may include a fastening bolt penetrating the 3D fiber reinforced composite and the shear key means, and a fastening nut coupled to the fastening bolt.
  • the present invention comprises the steps of manufacturing a 3D fiber reinforced composite made of a precast panel type, the step of laminating and attaching the 3D fiber reinforced composite to the outer surface of the concrete column, and the 3D It provides a method of reinforcing concrete columns characterized in that it comprises a step of coupling the shear key means to the outside of the fiber reinforced composite.
  • the step of manufacturing the 3D fiber-reinforced composite is formed of a three-dimensional 3D pattern structure inside the mold, the step of installing a reinforcing fiber member formed of UHMWPE material, and a self-leveling agent comprising cement mortar into the mold It can be configured to include a step of forming the reinforcing support member is embedded by curing after pouring.
  • the reinforcing fiber member each other along the upper and lower surfaces of the reinforcing support member.
  • It may be formed in a three-dimensional 3D pattern structure including first members spaced apart from each other and formed in a lattice structure or honeycomb structure, and second members arranged along side surfaces and connecting the first members to each other.
  • the step of attaching the 3D fiber reinforced composite to the outer surface of the concrete pillar it is preferable to apply the adhesive means containing epoxy to the outer surface of the concrete pillar and then attach and assemble the 3D fiber reinforced composite to be assembled. Do.
  • the step of coupling the shear key means to the outside of the 3D fiber-reinforced composite installing the coupling means so that one end is exposed to the outside and the other side is embedded in the 3D fiber-reinforced composite, at one end of the coupling means And coupling the shear key means to the 3D fiber-reinforced composite by inserting the shear key means to penetrate therethrough.
  • the step of installing the coupling means during the manufacturing of the 3D fiber-reinforced composite, after installing the coupling means in the mold is configured to cure after pouring the self-leveling agent so that one end of the coupling means is exposed. Can be.
  • the 3D fiber-reinforced composite and the shear key means can be easily assembled and assembled to shorten the construction time, and can be easily combined and assembled to improve workability and workability.
  • the reinforcing fiber member is made of 3D UHMWPE fiber material, so it is excellent in ductility and strength enhancement effect, and it can improve fire resistance performance by covering role of self-leveling agent, and can secure initial stiffness, so It is also possible to apply.
  • the 3D fiber-reinforced composite consists of a prefabricated module, partial replacement is possible after reinforcement, thereby reducing the repair rate.
  • 1 is a diagram showing the basic performance target expected for a general building in domestic and international seismic standards
  • Figure 2 is a plan view showing a front cross-sectional view and a reinforcing fiber member for showing the configuration of the 3D fiber reinforced composite according to an embodiment of the present invention
  • FIG. 3 is a view showing another embodiment of the pattern structure of the reinforcing fiber member of FIG.
  • Figure 4 is a photograph showing the manufacturing process of the 3D fiber reinforced composite of FIG.
  • FIG. 5 is a plan sectional view showing a reinforcing structure of a concrete column according to an embodiment of the present invention.
  • FIG. 6 is a view showing a reinforcing method of the reinforcing structure of the concrete column of FIG.
  • FIG. 7 is a photograph showing a process of manufacturing a test specimen to test the performance of the reinforcement structure of the concrete column of FIG.
  • FIG. 8 is a photograph showing the process of reinforcing the 3D fiber reinforced composite in the reinforcement structure of the concrete column of FIG.
  • 16 is a graph comparing the shear strength of the 3DRF4 specimen compared to the unreinforced specimen
  • 17 is a graph comparing the shear strength of the 3DRF6 specimen compared to the unreinforced specimen
  • 19 is a graph comparing average envelope curves of 2D and 3D fiber-reinforced composite reinforcement specimens compared to the non-reinforcement specimens.
  • the 3D fiber reinforced composite 300 to improve the seismic performance of the building, etc.
  • reinforcement As reinforcement is installed in the building, it comprises a reinforcement support member 100 and the reinforcing fiber member 200.
  • the reinforcing support member 100 is formed in the form of a precast panel, and is manufactured in a precast manner in advance by the manufacturing company, not on-site installation, so that the operator can select and combine a plurality of units according to the shape of the building in the field. It is.
  • the reinforcing support member 100 may exhibit the desired strength only by incorporation of water without using aggregate for integration with the reinforcing fiber member 200, and due to the high fluidity, there is no special compaction after pouring between the fiber reinforcing members. It can be formed by using a self-leveling compound incorporated and curing it.
  • the reinforcing support member 100 is preferably applied to the cement mortar as a self-leveling agent, but if the above object can be achieved, of course, other configurations can also be applied.
  • the reinforcing fiber member 200 is embedded in the reinforcement support member 100 to be integrated with the reinforcement support member 100 to improve the rigidity of the reinforcement support member 100 and to support the reinforcement support member 100. It plays a role.
  • the reinforcing fiber member 200 is formed in a three-dimensional 3D pattern structure to more effectively improve the rigidity of the reinforcing support member 100.
  • the reinforcing fiber member 200, the first member (210, 220) is formed like a mesh along the width and width, the second member 230 arranged along the height direction is coupled to the first member (210, 220) A three-dimensional 3D pattern structure is formed.
  • first members 210 and 220 may have a lattice structure as shown in (b) in a mesh form.
  • the 3D fiber-reinforced composite 300a may have a first member 310 and 320 having a honeycomb structure and a second member 330 may be connected as shown in FIG. 3.
  • the first members 210, 220, 310, and 320 may be formed in a lattice structure or a honeycomb structure to have a more dense pattern structure, thereby ensuring more improved rigidity.
  • the first member (210,220,310,320) is shown in the embodiment of the lattice or honeycomb structure as an embodiment, which is, of course, it is possible to form a mesh shape of various shapes in addition to one embodiment.
  • the reinforcing fiber member 200 may be formed of UHMWPE (Ultra High Molecular Weight Polyethylene) material. However, this can be applied to various materials other than the preferred embodiment.
  • UHMWPE Ultra High Molecular Weight Polyethylene
  • Figure 4 is a view showing the manufacturing process of the above-mentioned 3D fiber-reinforced composite (300,300a), referring to this first fixed the reinforcing fiber member 200 having a three-dimensional 3D pattern structure in the mold, and then hardened in the mold After curing the self-leveling agent to be the reinforcing support member 100 and curing, and completed the production by stripping the cured 3D fiber-reinforced composite (300,300a).
  • the coupling means 500 is pre-installed in the mold before pouring the self-leveling material to be embedded in the reinforcement support member 100 and fixed.
  • the 3D fiber reinforced composite 300 of FIG. 2 is applied, but the 3D fiber reinforced composite 300a of FIG. 3 is also applied.
  • the reinforcement structure of the concrete column 10 includes a 3D fiber reinforced composite 300, a shear key means 400, and a coupling means 500.
  • the 3D fiber-reinforced composite 300 is made of a precast panel is attached to the outside of the concrete pillar 10, a plurality of the laminated assembly along the height direction of the concrete pillar (10).
  • the 3D fiber-reinforced composite 300, the adhesive means 600 is applied to the outer surface of the concrete column 10, through which is attached to the outside of the concrete column 10.
  • the bonding means 600 is preferably to apply an epoxy for concrete, but is not limited thereto.
  • the 3D fiber reinforced composite body 300 is installed inside the reinforcement support member 100 so as to be integrated with the reinforcement support member 100 and the reinforcement support member 100, and is formed in a three-dimensional 3D pattern structure to reinforce the reinforcement. It is configured to include a reinforcing fiber member 200 for supporting the support member 100, and as described above will not be described in detail.
  • the edge portion is the most vulnerable to the load in this form.
  • the shear key means 400 coupled to the outside of the 3D fiber reinforced composite 300 serves to reinforce the concrete building, to be bent in a '-' shape corresponding to the shape of the concrete column 10 of the square pillar. Is formed is coupled to the corner portion of the concrete column (10).
  • the shear key means 400 is composed of a single body can be coupled to stand along the longitudinal direction of the concrete column 10, as shown, a plurality of shear keys along the concrete column 10 in the vertical direction It can be stacked and bonded together.
  • shear keys may be modularized to have a set height and shape, and manufactured in a factory and installed in a different number corresponding to the shape and size of the concrete pillar 10 in the field.
  • the shear keys are formed in the upper and lower ends of each of the shear keys facing each other in the vertical direction in order to prevent the separation position and separation from each other as stacked in the vertical direction, respectively, so that the upper and lower shear keys are Can be assembled and fitted.
  • the protrusions and the protrusion grooves may have various shapes as long as the protrusions and the protrusion grooves are easy to fit in the vertical direction and the front and rear directions such as a quadrangular shape or a triangular shape.
  • the shear keys may be coupled to each other by a magnetic force by coupling magnetic parts to the upper end and the lower end of each of the shear keys facing each other in a vertical direction in another embodiment.
  • shear key means 400 may be configured to change the angle of the corner so that the square pillar-shaped outer edge portion of the corner portion is a right angle to correspond to the shape of the concrete column 10 having a variety of shapes other than the right angle.
  • the shear key means 400 is a first shear key located in the first side direction of the concrete column 10, and a second side located in the second side direction adjacent to the first side of the concrete column 10
  • the shear key and the first shear key and the second shear key are configured to include a hinge portion connected to the first shear key and the second shear key, respectively, so that the first shear key and the second shear key are configured to rotate with each other.
  • the hinge portion may be configured to include a hinge shaft penetrating through the fitting portions formed on the first shear key and the second shear key, respectively, and the configuration of the hinge portion may be a well-known configuration. The description will be omitted.
  • the coupling means 500 serves to fix the position of the shear key means 400 by coupling the 3D fiber-reinforced composite 300 and the shear key means 400 to each other.
  • the coupling means 500 may include a fastening bolt penetrating the 3D fiber reinforced composite body 300 and the shear key means 400 and a fastening nut coupled to the fastening bolt.
  • the shear key means 400 penetrates the bolt, the tightening nut is tightened to couple the shear key means 400.
  • the coupling means 500 may be embedded in the reinforcement support member 100 when manufacturing the 3D fiber reinforced composite 300, to be integrated with the 3D fiber reinforced composite 300, bent as shown It is preferable to be installed at each of both ends formed so as to.
  • a 3D fiber reinforced composite 300 made of a precast panel type and having a reinforcing fiber member 200 embedded in the reinforcing support member 100 is manufactured.
  • the 3D fiber-reinforced composite 300 first installs a reinforcing fiber member 200 formed of a three-dimensional 3D pattern structure inside the mold, and then self-self into the mold It is prepared by pouring the leveling agent and curing it.
  • the mold is formed in a rectangular frame shape to install the reinforcing fiber member 200 fixedly therein, and separate after curing of the self-leveling agent.
  • the 3D fiber-reinforced composite 300 is installed in advance the coupling means 500 in the mold before the self-leveling agent is placed so that the coupling means 500 is integrally installed with the reinforcing support member 100, the coupling One end of the means 500 is exposed to allow the shear key means 400 to be coupled in a later process.
  • the adhesive means 600 containing epoxy is coated on the outer surface of the concrete column 10, and in this state, the concrete column ( The 3D fiber-reinforced composite 300 is laminated, assembled and attached to the outer surface of 10).
  • the shear key means 400 is coupled to the outside of the 3D fiber reinforced composite 300.
  • the coupling of the shear key means 400 is installed through the coupling means 500 embedded in the 3D fiber-reinforced composite 300 to be fixed to its position through a fastening nut or the like.
  • the step of combining the shear key means 400, a plurality of shear keys are coupled in a vertical direction along the outside of the 3D fiber-reinforced composite (300, 300a), the upper end and the lower end of the shear key facing each other in the vertical direction
  • Position change detection sensors (not shown) are installed at each, and the front end keys are configured to wirelessly transmit a position change signal when the position is changed in the horizontal direction, so that deformation and the like of the concrete column 10 can be measured and confirmed.
  • the structural specimens for such experiments were RC square pillars, and as shown in Tables 1 and 2, the experiment was performed by classifying the unreinforced RC columns, the 2D fiber reinforced RC columns, and the 3D fiber reinforced composite reinforced RC columns.
  • the parameters for the experimental performance evaluation of fiber reinforced reinforced concrete columns were selected as the type of fiber composite (3D fiber reinforced composite, 2D fiber reinforced), and in the case of 3D fiber reinforced composite, the amount of fiber per cross-sectional area was affected by 3D UHMWPE fiber size. The impact was decided.
  • polyarylate / m-aramid hybrid fiber, UHMWPE / Carbon fiber, and existing Aramid fiber were used as 2D fiber for reinforcing reinforced concrete pillars, and 3D UHMWPE fiber was applied to 3D fiber reinforced composites and 25 ⁇ 12 ⁇ 6 and A size of 18 ⁇ 10 ⁇ 4 was applied.
  • Subject name variable Subject name Unreinforced RC Column Reference specimen NRF 2D fiber reinforced RC column Arimid (+ backtran) fiber ARF Carbon (+ backtran) fiber CRF Original Aramid Fiber RARF 3D fiber reinforced composite reinforced RC column H-4mm 3D Fiber 3DRF4 H-6mm 3D Fiber 3DRF6
  • Table 3 is a table showing the test equipment and measuring equipment used for the experiment.
  • the repeated load test was performed at the height of 600mm of the column, and the column height of 600mm and the 100mm LVDT and string were measured to measure the displacement of the column.
  • a potentiometer was installed, and 50mm and 10mm LVDTs were measured on the upper and lower foundations under the assumption that rotation could occur due to actuator load in the foundation.
  • Strain gauges were installed in the main and reinforcing bars and attached to the main reinforcing bars at 100 mm intervals.
  • the strain gauges of the fourth main reinforcing bars were attached to only two important parts due to the limitation of the number of data input device channels. A total of 6 pieces were attached at 150 mm intervals, two per layer.
  • Figure 7 shows the manufacturing process of the reinforced concrete column specimen.
  • (a) is a photograph showing the process of attaching and framing the RC column test specimen for 3D fiber-reinforced composites. After attaching the strain gauges, the strain gauge lines are arranged and then concrete is cured. It is photograph to show.
  • (b) is a photograph showing the manufacturing process of the 3D fiber reinforced composite having a three-dimensional 3D pattern structure.
  • the 3D fiber reinforced composite is made of a separate mold, and the fiber is fixed to the bolt for fixing the shear key means. Pour after self-leveling agent used.
  • (c) is a picture showing the RC column reinforcement process using 3D fiber reinforced composites, shear key means and coupling means.
  • 3D fiber reinforced composites are attached to reinforced concrete columns using concrete epoxy, and 3D fiber reinforced composites After attaching one set at a time, the shear key means is fixed through the coupling means.
  • (d) is a picture showing the RC column reinforcement wrapping the 2D fiber on the outer surface of the column. After the surface planarization work using the grinder for adhesion, the primer is applied to protect the surface and the primer is cured. Epoxy mixed with the main agent and the curing agent is applied, and then 2D-shaped fibers are wrapped to perform impregnation for reinforcement. 8 is a photograph showing in more detail the reinforcing process of the 3D fiber reinforced composite in FIG.
  • Table 4 is a table showing the load force planning and Figure 9 is a view showing the Drift Ratio relationship for the cycle corresponding thereto.
  • the loading test is carried out as a static repetitive force test that applies a repeated lateral load by displacement control under a constant axial force (0.08A_gf_ck), the lateral force is applied by an actuator of 500kN capacity, and the displacement control is a Drift Ratio. Up to 1% was applied to 3Cycle, and after 1%, 2Cycles were repeatedly applied.
  • the performance test results were analyzed based on the drift ratio because the loading load was controlled by displacement in the cyclic force test of all specimens.
  • the fracture pattern of the 2D-shaped fiber-reinforced reinforced concrete column was not confirmed whether the crack progresses because the surface of the reinforced concrete column is covered with the reinforcing fiber, so as to sound or other signs The progress of cracking was confirmed, and after the completion of the experiment, the disintegration fiber was dismantled and the cracking pattern was confirmed.
  • Table 5 shows the force-drift data of each test structure, and shows the shear strength improvement rate of the fiber reinforcement and 3D fiber reinforced composite reinforcement specimens compared to the maximum load and no reinforcement specimens among the test results of each test specimen.
  • 13 to 17 are graphs showing the shear strength comparison of the non-reinforced specimens compared to each of the fiber reinforced specimens.
  • the maximum strengths of the reinforced concrete columns (CRF, ARF) reinforced with 2D fibers were 88.33 kN and 88.99 kN, respectively, 10.41% and 11.24 compared to the maximum strength of 80.00 kN for the non-reinforced specimen (NRF). It can be seen that the shear strength improvement rate of% is shown.
  • the maximum strength of reinforced concrete columns (3DRF4, 3DRF6) reinforced with 3D fiber-reinforced composites is 92.51 kN and 95.40 kN, which is 15.64% and 19.25% superior to the maximum strength of 80.00 kN compared to the non-reinforced specimen (NRF).
  • Shear strength improvement rate is shown, and it can be confirmed that it is superior even when compared with the conventional fiber-reinforced specimen (RARF) shear strength improvement rate of 16.46%.
  • Ductility ratio ( ⁇ ) is represented by the displacement (du) in the ultimate state of the column (du) in the yield state as shown in equation (1).
  • the displacement in the yield ratio of the ductility ratio as shown in Fig. 18 (a)
  • the displacement when the maximum stiffness is reached as the initial stiffness in the average envelope curve for the shear force displacement relationship was selected as the yield displacement
  • the displacement was selected as the displacement when the load reaches the maximum point in the shear force displacement relationship curve as shown in Fig. 18 (b).
  • Table 6 shows the stiffness yield deflection extreme ductility and ductility ratio of each specimen.
  • the yield displacement was reduced compared to the unreinforced specimens in the case of reinforced concrete columns (CRF and ARF) reinforced with 2D fibers and As it was improved, the ductility ratio was increased by 129.30% and 126.50%.
  • the yield displacement was reduced and the ultimate displacement was improved compared with the non-reinforced specimens. Therefore, the ductility ratio improvement rate compared with no reinforcement is 162.10% and 182.01%, which is higher than the reinforced concrete column reinforced with 2D shape. In the case of 3DRF6 specimens, the ductility ratio improvement was about 10% higher than that of reinforced concrete columns reinforced with aramid fibers, which are used in practice.
  • 19 is a graph comparing the average envelope curve of the 2D fiber-reinforced specimens with respect to the non-reinforced specimens, and (a) and a graph of the average envelope curve of the 3D fiber reinforced specimens with respect to the non-reinforced specimens (b).
  • the dissipated energy is defined as the internal area of the load displacement hysteresis curve and the cumulative energy dissipation is calculated as the sum of the internal area of each cycle.
  • Figure 20 is a graph comparing the cumulative energy dissipation amount for each test body. In this case, the test was terminated at 22 cycles as the load decreased by about 60% after reaching the maximum load in the case of the no-reinforced specimens. Comparison was made using the amount of energy dissipation up to.
  • the force-drift ratio hysteresis curve of the non-reinforced column shows the strength and stiffness degradation and pinching effects of shear behavior, and as a result, severe sinusoidal cracks occurred during the test, resulting in shear failure. You can check it.
  • the seismic reinforcement structure using the 3D fiber reinforced composite having the 3D pattern structure according to the present embodiment shows similar excellent performance in ductility ratio and energy dissipation capacity as compared to the 2D fiber reinforcement specimens. It can be seen that also shows better performance than the existing reinforcement method.
  • a reinforcing support member and a reinforcing fiber member embedded in the reinforcement support member to be integrated with the reinforcement support member and formed in a three-dimensional 3D pattern structure to support the reinforcement support member. It is provided with a 3D fiber reinforced composite, characterized in that it comprises a.

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Abstract

La présente invention concerne un composite renforcé par des fibres 3D comprenant : un élément de support de renforcement; et un élément de fibre de renforcement qui est intégré d'un seul tenant dans l'élément de support de renforcement et qui est formé pour avoir une structure de motif 3D de façon à supporter l'élément de support de renforcement. Selon la description ci-dessus, le composite renforcé par des fibres 3D et un moyen de clé de cisaillement sont configurés pour être assemblés l'un à l'autre, et peuvent ainsi être facilement couplés et assemblés, de telle sorte que le temps de construction peut être raccourci, et que la constructibilité et l'aptitude au façonnage peuvent être améliorées en raison du couplage et de l'assemblage faciles. De plus, le composite renforcé par des fibres 3D est formé en un produit préfabriqué, de sorte que la construction au niveau du site peut obtenir une qualité uniforme et qu'il n'est pas nécessaire d'assurer un espace large pendant la construction, par rapport à un procédé de construction dans lequel une structure de renforcement est construite sur place. En outre, étant donné que le composite renforcé par des fibres 3D est assemblé et couplé au niveau du site après avoir été fabriqué dans une usine de fabrication, la difficulté de contrôle de qualité due à la construction au niveau du site peut être résolue.
PCT/KR2018/004162 2017-04-28 2018-04-09 Composite renforcé par des fibres 3d, et structure de renforcement de colonne de béton et procédé de renforcement l'utilisant WO2018199509A1 (fr)

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
KR20170055590 2017-04-28
KR10-2017-0055590 2017-04-28
KR10-2018-0031406 2018-03-19
KR1020180031406A KR101948856B1 (ko) 2017-04-28 2018-03-19 3d 섬유강화복합체, 이를 이용한 콘크리트 기둥의 보강구조 및 보강방법

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PCT/KR2018/004950 WO2018199697A1 (fr) 2017-04-28 2018-04-27 Composite renforcé par des fibres 3d, et structure d'armature de colonne de béton et procédé d'armature l'utilisant

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Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000054646A (ja) * 1998-08-04 2000-02-22 Mitsui Constr Co Ltd コンクリート柱状体の補強装置
JP3765882B2 (ja) * 1995-09-27 2006-04-12 株式会社間組 既存コンクリート柱状体の補強構造
JP2012036647A (ja) * 2010-08-06 2012-02-23 Ohbayashi Corp セメント組成体の表面仕上げ方法
JP2012184566A (ja) * 2011-03-04 2012-09-27 Fuji Ps Corp コンクリート柱の補強工法
JP2016089610A (ja) * 2014-11-04 2016-05-23 東急建設株式会社 既設柱の補強構造および補強工法

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3765882B2 (ja) * 1995-09-27 2006-04-12 株式会社間組 既存コンクリート柱状体の補強構造
JP2000054646A (ja) * 1998-08-04 2000-02-22 Mitsui Constr Co Ltd コンクリート柱状体の補強装置
JP2012036647A (ja) * 2010-08-06 2012-02-23 Ohbayashi Corp セメント組成体の表面仕上げ方法
JP2012184566A (ja) * 2011-03-04 2012-09-27 Fuji Ps Corp コンクリート柱の補強工法
JP2016089610A (ja) * 2014-11-04 2016-05-23 東急建設株式会社 既設柱の補強構造および補強工法

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