CN211923230U - Semi-prefabricated FRP (fiber reinforced plastic) reinforced concrete ductile simply-supported beam - Google Patents
Semi-prefabricated FRP (fiber reinforced plastic) reinforced concrete ductile simply-supported beam Download PDFInfo
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- CN211923230U CN211923230U CN201922499735.4U CN201922499735U CN211923230U CN 211923230 U CN211923230 U CN 211923230U CN 201922499735 U CN201922499735 U CN 201922499735U CN 211923230 U CN211923230 U CN 211923230U
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Abstract
The utility model relates to a reinforced concrete ductility simply supported beam of semi-prefabricated formula FRP, wherein, simply supported beam, including the roof beam body with embedded FRP rib skeleton in the roof beam body, the roof beam body includes the girder body and the prefabricated ECC ductility piece that obtains, the girder body is equipped with the reservation cavity that is used for holding ECC ductility piece corresponding to the compression district of the roof beam body, ECC ductility piece is embedded into to this reservation cavity after the girder body has been pour, FRP rib skeleton is embedded in the girder body. Compared with the prior art, the utility model discloses the regional pressurized side concrete replacement of plasticity hinge is big strain composite material cloth restraint ECC ductile piece, this ductile piece is prefabricated part, can realize the convertibility of plasticity hinge, improve the repairability, avoid the primary structure to remove on a large scale because of the regional serious damaged unable restoration of atress concentration, in addition when FRP concrete simple beam is bent, utilize the yield of the regional big strain composite material cloth restraint ECC ductile piece of pressurized to realize that FRP concrete is bent the component and is changed from brittle failure to ductile failure, improve component design reliability, reduce the material quantity.
Description
Technical Field
The utility model relates to a simply supported beam especially relates to a reinforced concrete ductility simply supported beam of semi-prefabricated formula FRP.
Background
The FRP rib has the characteristics of small density, high tensile strength, good fatigue performance, good corrosion resistance and the like, and can be processed into straight ribs, FRP hooped ribs, cloth, pipes and other forms. The FRP tendon is used as a prestressed tendon or a reinforcing rib to be arranged in or out of a concrete structure body and used for reinforcing and maintaining an engineering structure. Compared with the reinforcing steel bar, the FRP bar is not easy to corrode when being applied to severe environment, so that the FRP bar has wide application prospect in reinforcing and reforming of new buildings and existing buildings, particularly in aggressive environment and bridge structures. As a linear elastic material, the FRP rib has the property of sudden fracture when the ultimate tensile strength is reached, if the FRP rib is used for a common concrete beam, the FRP rib needs higher safe storage because the FRP rib has no yield point and no plastic stage, the use level of the FRP rib cannot be optimized, the strength cannot be effectively utilized, the manufacturing cost is high, and the most prominent problems are that the bending damage of the FRP rib concrete beam is represented by brittle failure and poor ductility. Therefore, only by greatly improving the ductility of the FRP bar concrete beam, the structure can be better applied to actual engineering.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a semi-prefabricated formula FRP rib concrete ductility simply supported beam in order to overcome the defect that above-mentioned prior art exists. The utility model discloses an on the basis of ordinary FRP bar concrete simple beam, with the regional pressurized side concrete replacement of its plasticity hinge for big strain composite material cloth restraint ECC ductile block, this ductile block is prefabricated part, can realize the convertibility of plasticity hinge, improves the repairability, avoids the primary structure to remove on a large scale because of the serious damaged unable restoration of atress concentrated region. When the FRP rib framework is bound, a certain space is reserved in a concrete compression area of a plastic hinge area of the simply supported beam, then concrete is poured and maintained, and a prefabricated restraint block is placed after maintenance is completed. The utility model discloses the good bending resistance ductility of big strain complex material cloth restraint ECC ductile piece is used multipurposely, FRP muscle tensile strength is high and corrosion resistance, forms not subject to environment and concrete category, bearing capacity height, the durability is good, the novel half prefabricated formula FRP concrete simple beam that the ductility is good, realizes changing from brittle failure to ductile failure, improves component design reliability, reduces the material quantity.
The purpose of the utility model can be realized through the following technical scheme:
the utility model provides a half prefabricated formula FRP rib concrete ductility simply supported beam, includes the roof beam body and the embedded FRP rib skeleton in the roof beam body, the roof beam body includes the girder body and prefabricated ECC ductility piece that obtains, the girder body is equipped with corresponding to the compression district of the roof beam body and is used for holding the reservation cavity of ECC ductility piece, ECC ductility piece is embedded into this reservation cavity after the girder body has been pour, FRP rib skeleton is embedded in the girder body.
And the FRP frame vertical bars of the FRP rib framework are disconnected at the reserved cavity.
And the outer side of the ECC ductile block is wrapped with large-strain composite cloth.
The large-strain composite cloth is provided with a plurality of layers, and the thickness of a single layer is 0.10-0.15 mm.
The large-strain composite cloth is made of PET or PEN.
The ECC ductile block is embedded into the reserved cavity in a snap-in mode.
The length of the reserved cavity is as follows:
lp＝2(1-0.5ρfy/fc)h0
wherein: lpFor the length of the reserved cavity, rho is the FRP longitudinal bar reinforcement ratio, fyFor a given FRP longitudinal bar stress level (not greater than ultimate strength), fcDesigned value for ECC compressive strength, h0Is the effective height of the cross section.
The number of layers of the large-strain composite cloth is determined by the strength grade of concrete.
Compared with the prior art, the utility model discloses following beneficial effect has:
1) the FRP ribs are used as tensile FRP longitudinal ribs, the concrete is common concrete, the concrete on the compression side of the plastic hinge area is replaced by a large-strain composite cloth constraint ECC ductile block which is a prefabricated part, the replaceability of the plastic hinge can be realized, the repairability is improved, and the problem that the original structure cannot be repaired in a large scale due to the serious damage of the stress concentration area is avoided.
2) Big strain composite cloth adopts big strain fiber material, be a fracture strain can reach 10% low elastic modulus fiber material, ECC is the novel building material who possesses high tenacity and the mechanism is develoied in the crack, a security for engineering structure can effectively improve the structure, durability and sustainability, big strain composite cloth restraint ECC ductility piece can yield when compressed, can produce plastic deformation, the yield platform has, when FRP concrete simple beam is bent, the yield of the big strain composite cloth restraint ECC ductility piece of utilization compression zone realizes that FRP concrete is bent the component and is changed from brittle failure into ductile failure, and be not limited to environment and concrete category, improve component design reliability, reduce the material quantity.
Drawings
FIG. 1 is a schematic structural view of a main beam body;
FIG. 2 is a schematic structural view of the present invention;
FIG. 3 is a cross-sectional view A-A of FIG. 1;
FIG. 4 is a cross-sectional view B-B of FIG. 1;
FIG. 5 is a cross-sectional view C-C of FIG. 2;
FIG. 6 is a cross-sectional view taken along line D-D of FIG. 2;
wherein: 1. ordinary concrete, 2 FRP longitudinal bars, 3 FRP stirrups, 4 FRP frame vertical bars, 5 large-strain composite cloth, 6 ECC materials.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. The embodiment is implemented on the premise of the technical solution of the present invention, and a detailed implementation manner and a specific operation process are given, but the scope of the present invention is not limited to the following embodiments.
The application proposes a compressive yield plastic hinge concept: and (3) applying a ductile block to the compression plastic hinge area of the FRP reinforced concrete beam: the large strain composite cloth restrains the ductile block substitution of ECC (Engineered cement Composites high ductility cement based Composites), and the material yield of the compression zone generates plastic deformation to form section rotation, so that the concrete outside the compression plastic hinge area is prevented from being crushed firstly or the stress of the reinforcement material in the tension zone is prevented from being continuously increased. The large strain fiber material is a low elastic modulus fiber material with the fracture strain of 10 percent, the ECC is a novel building material with high toughness and a multi-crack developing mechanism, and the large strain composite cloth restricts the ECC ductile block to yield when being pressed, can generate plastic deformation and has a yield platform. When the FRP reinforced concrete beam is bent, the compressive deformation of the ECC ductile block is restrained by the large-strain composite cloth in the compression area to improve the bending ductility of the FRP reinforced concrete beam.
Utilize above-mentioned compression yield plasticity hinge, this application still provides a semi-prefabricated formula FRP bar concrete ductility simply supported beam, as shown in fig. 1-6, including the roof beam body and the embedded FRP rib skeleton in the roof beam body, the roof beam body includes the girder body and the prefabricated ECC ductility piece that obtains, the girder body is cast-in-place district, make by ordinary concrete, the girder body is equipped with the reservation cavity that is used for holding ECC ductility piece corresponding to the compression district of the roof beam body, ECC ductility piece is embedded into this reservation cavity after the girder body is pour, FRP rib skeleton is embedded in the girder body. The thickness of the protective layer is selected according to concrete structure design specification GB 50010-2010.
The FRP rib framework comprises FRP tensioned ribs, FRP frame vertical ribs and FRP stirrups, the FRP longitudinal ribs, the FRP frame vertical ribs and the FRP stirrups are hereinafter referred to as FRP longitudinal ribs, the FRP frame vertical ribs are disconnected at the reserved cavities. The minimum diameter and the anchoring length of the FRP longitudinal ribs are selected according to the concrete structure design specification GB 50010-2010; the FRP stirrup reinforcement area is obtained by calculation according to the shearing resistance, and the FRP stirrup spacing meets the requirement of the maximum spacing in the concrete structure design specification GB 50010-2010.
And large-strain composite cloth is wrapped on the outer side of the ECC ductile block.
The large-strain composite cloth is provided with a plurality of layers, and the thickness of a single layer is 0.10-0.15 mm.
The strength grade of the concrete is C20-C50, two kinds of PET and PEN are distributed on the large-strain composite material for restraining the ECC block, the elastic modulus of the PET cloth is 9 Gpa-11 Gpa, the tensile strength is 740Mpa, and the ultimate elongation is more than 7%; the elastic modulus of the PEN cloth is 13Gpa to 17Gpa, the tensile strength is 790MPa, and the ultimate elongation is more than 5 percent.
The ECC ductility block is embedded into the reserved cavity in an occlusion mode, the strength grade of ECC is 20-50 MPa, the occlusion effect is realized through the structure of a connecting surface, the number of layers of the large-strain composite cloth is determined by the strength grade of concrete, and when the strength grade of the concrete is C20-C30, the ductility requirement of a common reinforced concrete beam can be met by restricting 1 layer or strip of the large-strain composite cloth wrapping the ECC in a compression area. When the concrete strength grade is C30-C50, 2-4 layers of large-strain composite cloth wrapped ECC in the compression area can meet the ductility requirement of a common reinforced concrete beam, and if the concrete ductility level is reached, the number of layers of the large-strain composite cloth can be calculated according to calculation.
When ordinary concrete beam is cast in situ, reserve out the space in the regional length range of this roof beam length direction pressure plasticity hinge in the beam flexural elasticity stage neutral axis height department, the length of reserving the cavity is:
lp＝2(1-0.5ρfy/fc)h0
wherein: lpFor the length of the reserved cavity, rho is the FRP longitudinal bar reinforcement ratio, fyFor a given FRP longitudinal bar stress level (not greater than failure strength), fcDesigned value for ECC compressive strength, h0Is the effective height of the cross section.
The preparation method of the simply supported beam comprises the following steps:
step S1: determining the range of the reserved cavity;
step S2: binding FRP ribs in the FRP tensioned longitudinal ribs, FRP frame vertical ribs, FRP stirrups and other beams according to the structural construction drawing based on the determined range of the reserved cavity, and meeting the binding requirement; lifting hooks can be embedded at two ends, so that later lifting and transportation are facilitated;
step S3: placing the FRP rib framework in a first template, installing the template and reserving the position of a precast block, brushing a layer of release agent on the first template, placing the bound FRP rib framework in the first template, and fixing the position to ensure that the FRP rib framework does not generate dislocation movement in the pouring process; pouring concrete until the whole mould is filled, vibrating and molding by using a vibrating rod, wherein the strength grade of the concrete is C20-C50 (common concrete), and trowelling and smoothing the top surface of the beam after vibration molding to ensure that the top surface of the beam is smooth;
then, maintaining, covering the concrete beam with geotextile or straw mat, spraying water, and then covering the geotextile or straw mat with plastic cloth or canvas to prevent the water from evaporating too fast; under the general temperature condition, the mold is removed after 7 days of maintenance, the geotextile or the straw mat is only covered after the mold is removed, and water is regularly sprayed for maintenance for 28 days;
step S4: and embedding the ECC ductile block obtained by prefabricating into the reserved cavity through a construction snap action.
The prefabricating process of the ECC ductile block specifically comprises the following steps:
step S41: installing a second template, brushing a layer of release agent on the second template, and pouring ECC (error correction code) until the second template is filled with the whole second template;
step S42: covering the ECC block with geotextile or grass curtain and sprinkling water, and then covering the geotextile or the grass curtain with plastic cloth or canvas to prevent the water from evaporating too fast; curing for 1 day at normal temperature, and then removing the mold;
step S43: and (4) wrapping the ECC block by using large strain composite cloth according to the designed layer number.
Big strain composite cloth adopts big strain fiber material, be a fracture strain can reach 10% low elastic modulus fiber material, ECC is the novel building material who possesses high tenacity and the mechanism is develoied in the crack, a security for engineering structure can effectively improve the structure, durability and sustainability, big strain composite cloth restraint ECC ductility piece can yield when compressed, can produce plastic deformation, the yield platform has, when FRP concrete simple beam is bent, the yield of the big strain composite cloth restraint ECC ductility piece of utilization compression zone realizes that FRP concrete is bent the component and is changed from brittle failure into ductile failure, and be not limited to environment and concrete category, improve component design reliability, reduce the material quantity. For example, compared with the CFRP reinforced concrete simply-supported beam with the same rectangular section size (150mm multiplied by 250mm) and the reinforcement ratio of 1.15%, the bending ductility coefficient of the semi-prefabricated CFRP reinforced concrete simply-supported beam is at least doubled.
Claims (7)
1. The semi-prefabricated FRP rib concrete ductility simply supported beam comprises a beam body and an FRP rib framework embedded in the beam body, and is characterized in that the beam body comprises a main beam body and an ECC ductility block obtained by prefabrication, a reserved cavity for containing the ECC ductility block is arranged in a compression area of the main beam body corresponding to the beam body, the ECC ductility block is embedded into the reserved cavity after the main beam body is poured, and the FRP rib framework is embedded in the main beam body.
2. The semi-prefabricated FRP rib concrete ductile simply supported beam as claimed in claim 1, wherein the FRP frame studs of the FRP rib frame are broken at the reserved cavities.
3. The semi-prefabricated FRP rib concrete ductile simply supported beam as claimed in claim 1, wherein the ECC ductile block is wrapped with a large strain composite cloth.
4. The semi-prefabricated FRP rib concrete ductility simply supported beam as claimed in claim 3, wherein the large strain composite cloth is provided with a plurality of layers, and the thickness of a single layer is 0.10 mm-0.15 mm.
5. The semi-prefabricated FRP rib concrete ductility simply supported beam as claimed in claim 4, wherein the material of the large strain composite cloth is PET or PEN.
6. The semi-prefabricated FRP rib concrete ductile simply supported beam as claimed in claim 1, wherein the ECC ductile block is embedded into the reserved cavity by means of occlusion.
7. The semi-prefabricated FRP rib concrete ductile simply supported beam as claimed in claim 1, wherein the length of the reserved cavity is as follows:
lp＝2(1-0.5ρfy/fc)h0
wherein: lpFor the length of the reserved cavity, rho is the FRP longitudinal bar reinforcement ratio, fyFor a given FRP longitudinal bar stress level, fcDesigned value for ECC compressive strength, h0Is the effective height of the cross section.
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| CN111042437A (en) * | 2019-12-31 | 2020-04-21 | 同济大学 | Semi-prefabricated FRP (fiber reinforced plastic) reinforced concrete ductile simply-supported beam and preparation method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111042437A (en) * | 2019-12-31 | 2020-04-21 | 同济大学 | Semi-prefabricated FRP (fiber reinforced plastic) reinforced concrete ductile simply-supported beam and preparation method thereof |
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