CN115522686A - FRP anti-sliding composite pipe confined seawater sea sand concrete column and construction method - Google Patents
FRP anti-sliding composite pipe confined seawater sea sand concrete column and construction method Download PDFInfo
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- CN115522686A CN115522686A CN202211239017.3A CN202211239017A CN115522686A CN 115522686 A CN115522686 A CN 115522686A CN 202211239017 A CN202211239017 A CN 202211239017A CN 115522686 A CN115522686 A CN 115522686A
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- 239000002131 composite material Substances 0.000 title claims abstract description 63
- 238000010276 construction Methods 0.000 title claims abstract description 25
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 196
- 239000010959 steel Substances 0.000 claims abstract description 196
- 239000011374 ultra-high-performance concrete Substances 0.000 claims abstract description 100
- 239000000835 fiber Substances 0.000 claims abstract description 26
- 238000004519 manufacturing process Methods 0.000 claims abstract description 14
- 238000004804 winding Methods 0.000 claims description 17
- 239000002002 slurry Substances 0.000 claims description 14
- 239000011440 grout Substances 0.000 claims description 10
- 239000003822 epoxy resin Substances 0.000 claims description 9
- 238000009415 formwork Methods 0.000 claims description 9
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- 239000004593 Epoxy Substances 0.000 claims 1
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- 238000013461 design Methods 0.000 abstract description 2
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- 238000000034 method Methods 0.000 description 7
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- 238000003466 welding Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000013505 freshwater Substances 0.000 description 3
- 238000005457 optimization Methods 0.000 description 3
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- 239000004760 aramid Substances 0.000 description 1
- 229920006231 aramid fiber Polymers 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
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- 150000003841 chloride salts Chemical class 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
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- 230000007613 environmental effect Effects 0.000 description 1
- 239000003733 fiber-reinforced composite Substances 0.000 description 1
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- 210000003141 lower extremity Anatomy 0.000 description 1
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- 238000009417 prefabrication Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/36—Columns; Pillars; Struts of materials not covered by groups E04C3/32 or E04C3/34; of a combination of two or more materials
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
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Abstract
The invention discloses an FRP (fiber reinforce Plastic) anti-sliding composite pipe confined seawater sea sand concrete column and a construction method, wherein the structure comprises a steel member; the FRP pipe is wound on the outer wall surface of the steel member; the ultra-high performance concrete shell is poured on the inner wall surface of the steel member; the seawater sea sand concrete body is poured in the ultra-high performance concrete shell. The construction steps comprise S1, prefabricating a steel component; s2, manufacturing an FRP pipe; s3, manufacturing an ultrahigh-performance concrete shell; and S4, manufacturing a seawater sea sand concrete body. The invention can realize the structural design of the FRP composite pipe, improve the interface performance of the seawater sea sand concrete and the FRP composite pipe on the basis of effectively relieving the insufficient ductility of a single FRP constraint concrete member, improve the construction efficiency, simultaneously improve the service performance of the composite pipe and expand the application range of the member.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a seawater sea sand concrete column restrained by an FRP (fiber reinforced plastic) anti-sliding composite pipe and a construction method.
Background
Seawater and sea sand replace fresh water and river sand to prepare seawater and sea sand concrete, so that the consumption of river sand and fresh water resources can be effectively reduced, and the blue economic space is expanded. However, the undisturbed seawater sea sand contains harmful components such as chloride salt and the like, and has obvious corrosion effect on member steel, so that the performance of the reinforced concrete structure is deteriorated. The use of fiber reinforced composites (FRP) is an effective way to address the above problems. Under the action of earthquake, the annular fiber FRP constraint component is difficult to resist lateral load, and even if longitudinal fibers are added, the component has the problem of low lateral resistance due to the brittle characteristic of FRP materials.
The steel pipe is combined with the FRP to form the FRP-steel composite pipe common constraint concrete, which is proved to be capable of effectively relieving the problem of insufficient ductility of a single FRP constraint concrete member. But the seawater sea sand concrete can not be directly contacted with the steel member; if adopt the inside isolated sea water sea sand concrete's of winding FRP scheme of steel member, the FRP winding is comparatively inconvenient in the preparation of steel member, and FRP and sea water sea sand concrete interfacial properties are not good enough. Therefore, how to reasonably combine the characteristics of the seawater and sea sand resources and the efficient composite pipe has important significance for promoting the practical engineering application of the seawater and sea sand resources.
Disclosure of Invention
The invention aims to provide an FRP anti-sliding composite pipe confined seawater sea sand concrete column and a construction method thereof, which are used for solving the problems in the prior art, can realize the design of the structure of an FRP composite pipe, improve the interface performance of seawater sea sand concrete and the FRP composite pipe on the basis of effectively relieving the insufficient ductility of a single FRP confined concrete member, improve the construction efficiency, simultaneously improve the service performance of the composite pipe and expand the application range of the member.
In order to achieve the purpose, the invention provides the following scheme: the invention provides an FRP anti-sliding composite pipe confined seawater sea sand concrete column, which comprises,
a steel member;
an FRP pipe wound around the outer wall surface of the steel member;
the ultrahigh-performance concrete shell is poured on the inner wall surface of the steel member;
and the seawater sea sand concrete body is poured in the ultrahigh-performance concrete shell.
Preferably, the FRP pipe length is less than the steel member length, and the top of the side wall and the bottom of the side wall of the steel member are both positioned outside the FRP pipe.
Preferably, the steel member is steel reinforcement cage, wire net, steel pipe, the steel member is the steel pipe, grouting opening and row's thick liquid mouth have been seted up to steel member lateral wall bottom, the grouting opening with arrange thick liquid mouth horizontal interval 180, just the grouting opening with it is located to arrange the thick liquid mouth border under the FRP pipe.
Preferably, the thickness of the ultra-high performance concrete shell is 1/10-1/20 of the outer diameter of the steel member, the compressive strength of the ultra-high performance concrete shell is not less than 150MPa, and the upper end face and the lower end face of the ultra-high performance concrete shell are flush with the upper end face and the lower end face of the FRP pipe respectively.
Preferably, the lower end face of the seawater sea sand concrete body is flush with the lower end face of the ultra-high performance concrete shell, and the upper end face of the seawater sea sand concrete body is lower than the upper end face of the ultra-high performance concrete shell.
The construction method of the FRP anti-sliding composite pipe confined seawater sand concrete column comprises the following construction steps based on the FRP anti-sliding composite pipe confined seawater sand concrete column,
s1, prefabricating a steel component: manufacturing a steel member according to the height requirement of the column;
s2, manufacturing an FRP pipe: taking the outer wall of the steel member as a winding mould, and winding continuous fibers on the outer wall of the steel member to form an FRP pipe;
s3, manufacturing an ultra-high performance concrete shell: taking the inner wall of the steel member as a pouring mold, and pouring the inner wall of the steel member to form an ultrahigh-performance concrete shell;
s4, manufacturing a seawater sea sand concrete body: and pouring seawater sea sand concrete into the ultrahigh-performance concrete shell to form a seawater sea sand concrete body by taking the inner wall of the ultrahigh-performance concrete shell as a pouring mold.
Preferably, in step S2, the steel member is rotated to wind the epoxy-impregnated continuous fiber around the outer wall of the steel member.
Preferably, in step S3, the steel member is rotated, and the ultrahigh-performance concrete is centrifugally poured into the steel member, or the steel member is stationary, an inner formwork is supported inside the steel member, and the ultrahigh-performance concrete is poured between the inner wall of the steel member and the outer wall of the inner formwork.
In a specific embodiment, in step S4, a seawater sea sand concrete body is cast in situ, the steel member is fixed between the upper end beam column and the lower end beam column, concrete is cast or grouting is performed to a grouting opening at the joint of the steel member and the lower end beam column until slurry is discharged from a slurry discharge opening, seawater sea sand concrete is cast into the ultra-high performance concrete shell, concrete is cast to the joint of the steel member and the upper end beam column, and pre-impregnated epoxy resin fiber cloth is wound outside the upper end and the lower end of the steel member.
In another specific embodiment, in step S4, a seawater sea sand concrete body is prefabricated, seawater sea sand concrete is poured into the ultrahigh performance concrete shell, after the curing is completed, the steel member is fixed between the upper end beam column and the lower end beam column, concrete is poured or grouting is carried out to a grouting opening at the joint of the steel member and the lower end beam column until slurry is discharged from a slurry discharge opening, concrete is poured to the joint of the steel member and the upper end beam column, and preimpregnated epoxy resin fiber cloth is wound outside the upper end and the lower end of the steel member.
The invention discloses the following technical effects:
1. the invention can exert the economic and energy-saving performance of seawater and sea sand concrete, the high tensile strength, durability and prefabrication performance of FRP, combines the plasticity and weldable connectivity of steel members, and the good cohesiveness of ultra-high performance concrete (UHPC) homogeneous cement-based materials and SWSSC, and has the advantages of tensile strength, compression strength, durability and other materials which are far superior to common concrete.
2. The invention reasonably utilizes seawater and sea sand resources, is beneficial to the problems of river sand and fresh water resource shortage, steel corrosion and the like in the environment, provides a novel high-performance energy-saving structural member form for high-rise, large-span and unfavorable marine environmental engineering, and has important significance for expanding blue economic space and promoting sustainable development.
3. The assembly type construction method adopted by the invention ensures the quality of the whole component by prefabricating the composite pipe or the full-size column in a factory, reduces the field wet operation, and can pour seawater sea sand concrete by taking the manufactured composite pipe as a template, thereby improving the construction efficiency.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without inventive exercise.
FIG. 1 is a schematic structural view of a slip-resistant composite pipe confined seawater sea sand concrete column;
FIG. 2 is a cross-sectional view of an FRP pipe-steel pipe-ultra-high performance concrete shell composite pipe;
FIG. 3 is a cross-sectional view of an FRP pipe-steel pipe composite pipe;
FIG. 4 is a cross-sectional view of the anti-slip composite tube restraining seawater sea sand concrete column;
FIG. 5 is a cross-sectional view of the anti-slip composite tube confined seawater sea sand concrete column when the steel tube is circular;
FIG. 6 is a cross-sectional view of the anti-slip composite tube confined seawater sea sand concrete column when the steel tube is square;
FIG. 7 is a cross-sectional view of a sliding-resistant composite pipe confined seawater sea sand concrete column when the steel pipes are rectangular;
the concrete comprises 1-seawater sea sand concrete body, 2-ultra-high-performance concrete shell, 211-steel member, 212-FRP pipe, 3-grout outlet and 4-grouting outlet.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
Referring to fig. 1-7, the present invention provides an FRP anti-slip composite pipe confined seawater sea sand concrete column, comprising a steel member 211; an FRP pipe 212 wound around an outer wall surface of the steel member 211; the ultra-high performance concrete shell 2 is poured on the inner wall surface of the steel member 211; the seawater sea sand concrete body 1 is poured in the ultrahigh-performance concrete shell 2.
During manufacturing, the column height of the steel member 211 is determined firstly, after the column height is determined, continuous fibers are wound on the outer wall of the steel member 211 to form the FRP pipe 212 which forms an FRP pipe 212-steel member 211 composite pipe, then ultrahigh-performance concrete is poured into the composite pipe to form an ultrahigh-performance concrete shell 2, after pouring is finished, the FRP pipe 212-steel member 211-ultrahigh-performance concrete shell 2 composite pipe is formed, and finally seawater sea sand concrete is poured into the composite pipe to form a seawater sea sand concrete body 1, so that the problem of insufficient ductility of a single FRP constraint concrete member is effectively solved, meanwhile, the FRP pipe 212 is wound on the outer wall of the steel member 211, the winding is convenient, demolding is not needed, the winding effect is good, and the construction efficiency is improved.
In addition, the ultra-high performance concrete is poured between the steel member 211 and the seawater sea sand concrete body 1, and the ultra-high performance concrete is used as a connecting surface for connecting the inner wall of the steel member 211 and the outer wall of the seawater sea sand concrete body 1, so that the problem that the performance of a connecting interface between the FRP pipe 212 and the seawater sea sand concrete body 1 is poor is solved.
The FRP anti-sliding composite pipe can be prefabricated in a full size mode, or the FRP pipe 212, the steel member 211 and the ultrahigh-performance concrete shell 2 composite pipe are prefabricated, the composite pipe is transported to a construction site, and then seawater and seawater sand concrete is poured to form a seawater and seawater sand concrete body 1.
The FRP pipe 212 is bonded and wound on the outer wall of the steel member 211 through a mechanical continuous fiber winding process, and the winding direction of the FRP pipe 212 is annular or nearly annular. Accordingly, the FRP pipe 212 has a cross-sectional shape corresponding to that of the steel member 211, and the FRP pipe 212 may use glass fibers, carbon fibers, basalt fibers, aramid fibers, large strain fibers, or composite fibers of a combination of the above fibers.
Among them, ultra high performance concrete, also called UHPC, has ultra high durability and ultra high mechanical properties. The ultra-high performance concrete shell 2 is formed by pouring in the FRP pipe 212-steel member 211 composite pipe, so that the ultra-high performance concrete shell 2 is well connected with the inner wall of the steel member 211. The steel fibre material used to cast the interior of the ultra high performance concrete forming the ultra high performance concrete shell 2 is preferably stainless steel fibre.
In a further optimized scheme, the length of the FRP pipe 212 is smaller than that of the steel member 211, and the top and the bottom of the side wall of the steel member 211 are both positioned outside the FRP pipe 212. The whole length of steel member 211 is greater than the length of FRP pipe 212, and the both ends of steel member 211 all are located outside FRP pipe 212 to satisfy the connection requirement of steel member 211 and other adjacent roof beam posts.
Specifically, in order to guarantee the welding of steel member 211, steel member 211 has a post height and both ends overlap joint length, and the total length of steel member 211 is the sum of post height and both ends overlap joint length, and the length of FRP pipe 212 is the post height, can guarantee under this setting that the overlap joint portion of treating of steel member 211 exposes outside FRP pipe 212, can make FRP pipe 212 effectively twine the post height part of steel member 211 simultaneously.
Further optimization scheme, steel member 211 is steel reinforcement cage, wire net, steel pipe, and steel member 211 is the steel pipe, and grouting opening 3 and row's thick liquid mouth 4 have been seted up to steel member 211 lateral wall bottom, and grouting opening 3 and row's thick liquid mouth 4 horizontal separation 180, and grouting opening 3 and row's thick liquid mouth 4 are located FRP pipe 212 lower limb. The steel member 211 may have various shapes or structures, which should satisfy the support requirements for the FRP pipe 212 and the ultra high performance concrete shell 2.
As shown in fig. 1 and 4, when the steel member 211 is a steel pipe, the slurry outlet 3 needs to be opened on the side wall of the bottom of the steel pipe to discharge slurry in the steel pipe. Meanwhile, when the steel pipe is prefabricated, the steel plate is cut according to the total length of the steel pipe, and then the steel plate is bent and welded to form the steel pipe.
In another embodiment, when the steel member 211 is a steel wire mesh or a steel reinforcement cage, since there is a gap in the wall surface, it is not necessary to provide the grout outlet 3, and it is only necessary to connect the FRP pipe 212 and the ultra-high performance concrete shell 2 to the outer wall and the inner wall of the steel wire mesh or the steel reinforcement cage respectively according to a normal flow.
On the basis of the above, as shown in fig. 5 to 7, the sectional shape of the steel member 211 may be one of circular, rectangular or square.
In a further optimized scheme, the thickness of the ultra-high performance concrete shell 2 is 1/10-1/20 of the outer diameter of the steel member 211, and the compressive strength of the ultra-high performance concrete shell 2 is not less than 150MPa. In order to ensure the usability of the ultra-high performance concrete shell 2, the thickness and the compressive strength of the ultra-high performance concrete shell 2 need to be limited, and meanwhile, the longitudinal casting height of the ultra-high performance concrete shell 2 is the same as the height of the FRP pipe 212.
According to the further optimization scheme, the lower end face of the seawater sea sand concrete body 1 is flush with the lower end face of the ultra-high performance concrete shell 2, and the upper end face of the seawater sea sand concrete body 1 is lower than the upper end face of the ultra-high performance concrete shell 2. The seawater sea sand concrete body 1 is directly contacted with the ultra-high performance concrete shell 2, the lower end surfaces of the seawater sea sand concrete body 1 and the ultra-high performance concrete shell 2 are flush, and the upper end surface of the seawater sea sand concrete body 1 is lower relative to the upper end surface of the ultra-high performance concrete shell 2, so that the layered pouring requirement is met.
Specifically, the construction method of the FRP anti-sliding composite pipe restrained seawater sea sand concrete column takes the steel member 211 as a steel pipe as an example and comprises the following construction steps,
s1, prefabricated steel component 211: the steel member 211 is manufactured according to the height requirements of the column. The steel plate is cut according to the overall length of the steel member 211, and bent to form a steel pipe.
S2, manufacturing an FRP pipe 212: the FRP pipe 212 is formed by winding continuous fibers around the outer wall of the steel member 211 using the outer wall of the steel member 211 as a winding mold. The formed steel pipe is used as a mould, FRP is wound on the outer wall of the steel pipe by adopting a mechanical fiber winding process to form an FRP pipe 212-steel pipe composite pipe, meanwhile, the FRP is not wound within 15cm of the two ends of the steel pipe, and the exposed part of the steel pipe is used as a lap welding part.
S3, manufacturing the ultra-high performance concrete shell 2: and the inner wall of the steel member 211 is used as a casting mould, and the ultra-high performance concrete shell 2 is cast on the inner wall of the steel member 211. And pouring ultra-high performance concrete in the FRP pipe 212-steel pipe composite pipe by adopting a centrifugal or internal template supporting mode, so that the ultra-high performance concrete is poured on the inner wall of the FRP pipe 212-steel pipe composite pipe to form an ultra-high performance concrete shell 2 with a certain thickness, and finally the FRP pipe 212-steel pipe-ultra-high performance concrete shell 2 composite pipe is formed.
S4, manufacturing a seawater sea sand concrete body 1: the inner wall of the ultra-high performance concrete shell 2 is used as a pouring mould, and seawater sea sand concrete is poured in the ultra-high performance concrete shell 2 to form a seawater sea sand concrete body 1. The FRP pipe 212-steel pipe-ultra-high performance concrete shell 2 composite pipe is used as a mould, and a seawater sea sand concrete body 1 is poured in the mould, so that the pouring of the component is completed.
In a further preferred embodiment, in step S2, the steel member 211 is rotated to wind the epoxy-impregnated continuous fibers around the outer wall of the steel member 211. When the FRP is wound around the outer wall of the steel pipe, the steel pipe may be fixed to a rotating shaft (not shown) for driving the steel pipe to rotate, so that the FRP material is placed in one direction and the continuous fiber impregnated with the epoxy resin may be wound around the steel pipe by rotating the steel pipe.
In a further optimization scheme, in step S3, the steel member 211 is rotated, ultra-high performance concrete is centrifugally poured into the steel member 211, or the steel member 211 is static, an inner formwork is supported inside the steel member 211, and the ultra-high performance concrete is poured between the inner wall of the steel member 211 and the outer wall of the inner formwork. When the ultra-high performance concrete is poured, two methods can be adopted, wherein one method is a centrifugal method, namely, two ends of the steel pipe are fixed on a rotating shaft, so that the steel pipe rotates, the ultra-high performance concrete is poured into the steel pipe, the FRP pipe 212-steel pipe composite pipe is rotated, and the FRP pipe 212-steel pipe-ultra-high performance concrete shell 2 composite pipe is formed by utilizing centrifugal force.
Or, another method is adopted, the steel pipe is in a static state, an inner formwork (not shown in the figure) is fixed in the steel pipe, the distance between the outer wall of the inner formwork and the inner wall of the steel pipe is the thickness of the ultra-high performance concrete shell 2, and after the ultra-high performance concrete is poured, the inner formwork is detached, so that the subsequent seawater sea sand concrete pouring is carried out.
Further optimizing the scheme, in the step S4, pouring the seawater sea sand concrete body 1 on site, fixing the steel member 211 between the upper end beam column and the lower end beam column, pouring concrete or grouting to the grouting port 3 at the joint of the steel member 211 and the lower end beam column until slurry is discharged from the slurry discharge port 4, pouring seawater sea sand concrete into the ultrahigh-performance concrete shell 2, pouring concrete at the joint of the steel member 211 and the upper end beam column, and winding pre-impregnated epoxy resin fiber cloth outside the upper end and the lower end of the steel member 211.
When the seawater sea sand concrete is poured in a construction site, the FRP pipe 212-steel pipe-ultra-high performance concrete shell 2 composite pipe can be prefabricated in a factory building, meanwhile, during site construction, a support (not shown in the figure) can be used for fixing the FRP pipe 212-steel pipe-ultra-high performance concrete shell 2 composite pipe, the fixing position is that the lower end face position of the ultra-high performance concrete shell 2 is flush with the surface of the floor concrete, the upper end face of the ultra-high performance concrete shell 2 is flush with the bottom face of an upper beam, the concrete at the joint of a lower beam plate and a lower beam column is integrally poured, the poured concrete is common concrete, and the height of the surface of the poured concrete is consistent with that of the lower end face of the ultra-high performance concrete shell 2. And after the concrete is poured to the height of the floor and the common concrete inside and outside the FRP pipe 212, the steel pipe and the ultra-high performance concrete shell 2 composite pipe is consistent in height, the pouring is completed, and the concrete is discharged from the grout outlet 4. Welding the beam steel component of the upper end and the upper end beam column of the ultra-high performance concrete shell 2, pouring seawater sea sand concrete into the FRP pipe 212-steel pipe-ultra-high performance concrete shell 2 composite pipe after the concrete at the joint of the lower end beam column is initially set, wherein the height of the upper end surface of the poured seawater sea sand concrete is 10cm lower than that of the upper end surface of the ultra-high performance concrete shell 2, pouring common concrete at the joint of the FRP pipe 212-steel pipe-ultra-high performance concrete shell 2 composite pipe and the upper end beam column before final setting after the initial setting of the seawater sea sand concrete, and winding preimpregnated epoxy resin fiber cloth outside the upper end and the lower end of the steel component 211.
In the step S4, the seawater sea sand concrete body 1 is prefabricated, the seawater sea sand concrete is poured into the ultrahigh-performance concrete shell 2, after the maintenance is finished, the steel member 211 is fixed between the upper end beam column and the lower end beam column, concrete is poured or grouting is conducted on a grouting opening 3 at the joint of the steel member 211 and the lower end beam column until slurry is discharged from a slurry discharge opening 4, concrete is poured on the joint of the steel member 211 and the upper end beam column, and preimpregnated epoxy resin fiber cloth is wound outside the upper end and the lower end of the steel member 211.
When the seawater sand concrete body 1 is prefabricated in a factory, the height of the lower end face of the seawater sand concrete body 1 is consistent with that of the lower end face of the ultra-high performance concrete shell 2 on a construction site, and the height of the upper end face of the seawater sand concrete body 1 is 10cm lower than that of the upper end face of the ultra-high performance concrete shell 2. The method comprises the steps of fixing a prefabricated FRP pipe 212, a steel pipe, an ultrahigh-performance concrete shell 2 and a seawater sea sand concrete body 1 composite pipe by utilizing a support, wherein the fixing position is that the lower end face position of the ultrahigh-performance concrete shell 2 is flush with the surface of floor concrete, and the upper end face position of the ultrahigh-performance concrete shell 2 is flush with the height of the bottom surface of an upper-layer beam. The concrete at the beam slab and the beam column joint below the column is integrally poured, the poured concrete is ordinary concrete, and the height of the surface of the poured concrete is consistent with that of the lower end face of the ultrahigh-performance concrete shell 2. When the concrete is poured to the height of the floor and the concrete in the FRP pipe 212-steel pipe-ultrahigh-performance concrete shell 2-seawater sea sand concrete body 1 composite pipe is discharged from the grout outlet 3, the concrete in the FRP pipe 212-steel pipe-ultrahigh-performance concrete shell 2-seawater sea sand concrete body 1 composite pipe is poured to the height of the floor, and then the pouring of the lower end of the FRP pipe 212-steel pipe-ultrahigh-performance concrete shell 2-seawater sea sand concrete body 1 composite pipe is completed. Welding the upper end of the steel pipe and a beam steel member, finally pouring common concrete at the joint of the beam column at the upper end of the FRP pipe 212-steel pipe-ultrahigh-performance concrete shell 2-seawater sea sand concrete body 1 composite pipe, and winding pre-impregnated epoxy resin fiber cloth outside the upper end and the lower end of the steel member 211.
In the description of the present invention, it is to be understood that the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, are merely for convenience of description of the present invention, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention.
The above-described embodiments are merely illustrative of the preferred embodiments of the present invention, and do not limit the scope of the present invention, and various modifications and improvements of the technical solutions of the present invention can be made by those skilled in the art without departing from the spirit of the present invention, and the technical solutions of the present invention are within the scope of the present invention defined by the claims.
Claims (10)
1.FRP anti compound pipe restraint sea water sea sand concrete column that slides, its characterized in that: comprises the steps of (a) preparing a mixture of a plurality of raw materials,
a steel member (211);
an FRP pipe (212) wound around the outer wall surface of the steel member (211);
the ultrahigh-performance concrete shell (2) is poured on the inner wall surface of the steel member (211);
the seawater sea sand concrete body (1) is poured in the ultrahigh-performance concrete shell (2).
2. The FRP slip resistant composite pipe confined seawater sea sand concrete column as claimed in claim 1, wherein: the FRP pipe (212) is shorter than the steel member (211), and the top and the bottom of the side wall of the steel member (211) are both positioned outside the FRP pipe (212).
3. The FRP anti-slip composite pipe confined seawater sea sand concrete column as claimed in claim 1, which is characterized in that: steel member (211) are steel reinforcement cage, wire net, steel pipe, steel member (211) are the steel pipe, grout mouth (3) and row's grout mouth (4) have been seted up to steel member (211) lateral wall bottom, grout mouth (3) with arrange grout mouth (4) horizontal separation 180, just grout mouth (3) with it is located to arrange grout mouth (4) border under FRP pipe (212).
4. The FRP slip resistant composite pipe confined seawater sea sand concrete column as claimed in claim 1, wherein: the thickness of the ultra-high performance concrete shell (2) is 1/10-1/20 of the outer diameter of the steel member (211), the compressive strength of the ultra-high performance concrete shell (2) is not less than 150MPa, and the upper end face and the lower end face of the ultra-high performance concrete shell (2) are respectively flush with the upper end face and the lower end face of the FRP pipe (212).
5. The FRP slip resistant composite pipe confined seawater sea sand concrete column as claimed in claim 1, wherein: the lower end face of the seawater sea sand concrete body (1) is flush with the lower end face of the ultra-high-performance concrete shell (2), and the upper end face of the seawater sea sand concrete body (1) is lower than the upper end face of the ultra-high-performance concrete shell (2).
6.A construction method of the FRP anti-slip composite pipe confined seawater sand concrete column, based on the FRP anti-slip composite pipe confined seawater sand concrete column of claims 1 to 5, is characterized in that: the construction steps comprise that,
s1, a prefabricated steel member (211): manufacturing a steel member (211) according to the height requirement of the column;
s2, manufacturing an FRP pipe (212): winding continuous fibers on the outer wall of the steel member (211) to form an FRP pipe (212) by taking the outer wall of the steel member (211) as a winding mold;
s3, manufacturing an ultrahigh-performance concrete shell (2): the inner wall of the steel member (211) is used as a pouring mould, and the ultra-high performance concrete shell (2) is poured on the inner wall of the steel member (211);
s4, preparing a seawater sea sand concrete body (1): the inner wall of the ultra-high performance concrete shell (2) is used as a pouring mould, and seawater sea sand concrete is poured in the ultra-high performance concrete shell (2) to form a seawater sea sand concrete body (1).
7. The construction method of the FRP anti-slip composite pipe restraining seawater sea sand concrete column as claimed in claim 6, characterized in that: in step S2, the steel member (211) is rotated, and the epoxy resin-impregnated continuous fibers are wound around the outer wall of the steel member (211).
8. The construction method of the FRP anti-slip composite pipe restraining seawater sea sand concrete column as claimed in claim 6, characterized in that: in the step S3, the steel member (211) is rotated, ultra-high performance concrete is centrifugally poured into the steel member (211), or the steel member (211) is static, an inner formwork is supported in the steel member (211), and the ultra-high performance concrete is poured between the inner wall of the steel member (211) and the outer wall of the inner formwork.
9. The construction method of the FRP anti-slip composite pipe restraining seawater sea sand concrete column as claimed in claim 6, characterized in that: in the step S4, pouring the seawater sea sand concrete body (1) in situ, fixing the steel member (211) between the upper end beam column and the lower end beam column, pouring concrete or grouting to a grouting opening (3) at the joint of the steel member (211) and the lower end beam column until slurry is discharged from a slurry discharge opening (4), pouring seawater sea sand concrete into the ultrahigh-performance concrete shell (2), pouring concrete at the joint of the steel member (211) and the upper end beam column, and winding pre-impregnated epoxy resin fiber cloth outside the upper end and the lower end of the steel member (211).
10. The construction method of the FRP anti-slip composite pipe restraining seawater sea sand concrete column as claimed in claim 6, characterized in that: in the step S4, a seawater sea sand concrete body (1) is prefabricated, seawater sea sand concrete is poured into the ultrahigh-performance concrete shell (2), after maintenance is finished, the steel member (211) is fixed between an upper end beam column and a lower end beam column, concrete or grouting is poured into a grouting opening (3) at the joint of the steel member (211) and the lower end beam column until slurry is discharged from a slurry discharge opening (4), concrete is poured into the joint of the steel member (211) and the upper end beam column, and preimpregnated epoxy resin fiber cloth is wound outside the upper end and the lower end of the steel member (211).
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| CN202211239017.3A CN115522686A (en) | 2022-10-11 | 2022-10-11 | FRP anti-sliding composite pipe confined seawater sea sand concrete column and construction method |
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| CN202211239017.3A CN115522686A (en) | 2022-10-11 | 2022-10-11 | FRP anti-sliding composite pipe confined seawater sea sand concrete column and construction method |
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Application publication date: 20221227 |