FRP rib beam and steel reinforced concrete column connecting joint and construction method thereof

Abstract

The invention discloses an FRP rib beam and steel reinforced concrete column connecting joint and a construction method thereof. The connecting joint comprises a steel reinforced concrete column, and the steel reinforced concrete column comprises profile steel and column steel bars arranged on the outer side of the profile steel in a surrounding mode; the column cap is fixedly connected to the outer side of the top of the steel reinforced concrete column, and the column cap comprises a plurality of column cap steel bars evenly arranged on the outer sides of the column steel bars in a surrounding mode; the FRP rib beam comprises a plurality of FRP main ribs; the beam haunch is connected between the FRP rib beam and the column cap, the beam haunch comprises two reinforcing steel bar groups which are symmetrically arranged, each reinforcing steel bar group comprises a plurality of reinforcing steel bars, the total number of the reinforcing steel bars of the two reinforcing steel bar groups is equal to the number of the FRP main ribs, the first ends of all the reinforcing steel bars of the two reinforcing steel bar groups are connected to the FRP main ribs in a one-to-one correspondence mode, and the second ends of all the reinforcing steel bars of the two reinforcing steel bar groups are connected to the FRP main ribs in a one-to-one correspondence mode. According to the method, the column cap and beam haunching method is adopted, so that the arrangement space of the steel bars is increased, site construction is facilitated, the construction efficiency can be improved, the labor cost can be reduced, and the method has high popularization value.

Description

Technical Field

[0001] The invention relates to the technical field of building construction, and in particular to a connection node between an FRP reinforced concrete beam and a steel concrete column and a construction method thereof. Background Art

[0002] The conventional connection node between the existing steel-concrete column and the ordinary reinforced concrete beam is to use a steel sleeve connection. However, when the beam reinforcement uses FRP bars, the FRP bars in the prior art are made of multiple strands of continuous fibers (such as glass fibers, carbon fibers, etc.) bonded through a base material (such as polyamide resin, polyethylene resin, epoxy resin, etc.), and then extruded and drawn into shape through a special mold. Therefore, it is impossible to use a sleeve connection method for connection. Summary of the invention

[0003] In order to overcome the defects in the prior art, the present invention provides a connection node between FRP reinforced beam and steel concrete column and a construction method thereof, which solves the problem of connecting FRP bars to steel bars in steel concrete structure and enables a reliable connection between FRP reinforced beam and steel concrete column.

[0004] In order to achieve the above object, the present invention provides a connection node between an FRP reinforced beam and a steel reinforced concrete column, comprising:

[0005] A steel-concrete column, comprising a steel section and column reinforcement arranged around the outside of the steel section;

[0006] A column cap is fixedly mounted on the outer side of the top of the steel-concrete column, and the column cap includes a plurality of column cap steel bars evenly arranged around the outer side of the column steel bars;

[0007] FRP reinforced beam, including a plurality of FRP main reinforcements;

[0008] A beam haunch is connected between the FRP reinforced beam and the column cap, the beam haunch includes two symmetrically arranged steel bar groups, each of the steel bar groups includes a plurality of steel bars, and the total number of steel bars in the two steel bar groups is equal to the number of the FRP main bars, the first ends of the steel bars in the two steel bar groups are connected to a plurality of the FRP main bars in a one-to-one correspondence, and the second ends of all the steel bars in the two steel bar groups are inclined outward and fixedly connected to the column cap.

[0009] Preferably, the outward inclination of each of the steel bar groups is greater than or equal to 1:6.

[0010] Preferably, the number of the column cap steel bars is not less than the number of the steel bars in each of the steel bar groups, so that all the steel bars in the two steel bar groups can be fixedly connected one by one or selectively.

[0011] A construction method for a connection node between an FRP reinforced beam and a steel-concrete column, used for constructing the connection node between the FRP reinforced beam and the steel-concrete column, the construction method comprising the following steps:

[0012] Install steel sections and pour concrete into them;

[0013] Tie the column reinforcement on the outside of the steel section, and tie the column cap reinforcement on the top of the steel section and on the outside of the column reinforcement;

[0014] Binding the FRP main bars and the two steel bar groups, and connecting the first ends of all the steel bars of the two steel bar groups to the multiple FRP main bars one by one, and the second ends of all the steel bars of the two steel bar groups are tilted outward and fixedly connected to the column cap steel bars;

[0015] FRP reinforced beam formwork, steel concrete column formwork and beam haunch formwork are set up, and concrete is poured to form the FRP reinforced beam, the steel concrete column formwork and the beam haunch.

[0016] Due to the adoption of the above technical solution, the present invention has the following beneficial effects:

[0017] 1) Solved the problem of steel bar connection of FRP bars in steel concrete structures.

[0018] 2) The method of column cap + beam armpit is adopted to increase the space for steel bar arrangement, facilitate on-site construction, help improve construction efficiency and reduce labor costs. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0020] Figure 1 It is a schematic structural diagram of a connection node between an FRP reinforced beam and a steel concrete column in an embodiment of the present invention.

[0021] Figure 2 It is a detailed drawing of the steel bars at the connection node between the FRP reinforced beam and the steel concrete column in an embodiment of the present invention.

[0022] Figure 3 Schematic diagram of the structure of the column cap in the embodiment of the present invention.

[0023] Figure 4 It is a detailed drawing of the reinforcement of the column cap in an embodiment of the present invention.

[0024] Figure 5It is a partial enlarged view of the steel bar details of the connection node between the FRP reinforced beam and the steel concrete column in the embodiment of the present invention.

[0025] Figure 6 It is a detailed drawing of local reinforcement of the connection node between the FRP reinforced beam and the steel concrete column in an embodiment of the present invention.

[0026] The corresponding relationship of the numbers in the accompanying drawings is as follows:

[0027] 1-steel concrete column; 101-steel; 102-column reinforcement; 2-FRP reinforced beam; 201-FRP main reinforcement; 3-column cap; 301-column cap reinforcement; 4-beam haunch; 401-rebar group. DETAILED DESCRIPTION

[0028] The specific embodiments of the present invention are further described below in conjunction with the accompanying drawings. It should be noted that the description of these embodiments is used to help understand the present invention, but does not constitute a limitation of the present invention. In addition, the technical features involved in the various embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0029] See also Figures 1 to 6 As shown, an embodiment of the present invention provides a connection node between an FRP reinforced beam and a steel concrete column, comprising a steel concrete column 1, a column cap 3, an FRP reinforced beam 2 and a beam axil 4, the steel concrete column 1 comprises a steel 101 and a column reinforcement 102 arranged outside the steel 101, the column cap 3 is fixedly installed on the outside of the top of the steel concrete column 1, the column cap 3 comprises a plurality of column cap reinforcements 301 evenly arranged outside the column reinforcement 102, the FRP reinforced beam 2 comprises a plurality of FRP main reinforcements 201, the beam axil 4 is connected between the FRP reinforced beam 2 and the column cap 3, the beam axil 4 comprises two symmetrically arranged reinforcement groups 401, each reinforcement group 401 comprises a plurality of reinforcements, and the total number of reinforcements of the two reinforcement groups 401 is equal to the number of FRP main reinforcements 201, the first ends of all reinforcements of the two reinforcement groups 401 are connected to the plurality of FRP main reinforcements 201 one by one, and the second ends of all reinforcements of the two reinforcement groups are inclined outward and fixedly connected to the column cap 3.

[0030] Furthermore, the inclination of each steel bar group 401 toward the outside is greater than or equal to 1:6, and the number of column cap steel bars 301 is not less than the number of steel bars in each steel bar group 401, so that all the steel bars in the two steel bar groups 401 can be fixedly connected one by one or selectively. Preferably, in this embodiment, the FRP reinforced beam 2 is a concrete beam using FRP bars as main bars and stirrups, the FRP bars are GFPR bars (glass fiber reinforced composite bars), the column steel bars 102 use steel bars with HRB400 / HRB400E as main bars and stirrups, and the column cap steel bars 301 are three-way hoop with specification parameters of C12@150. By setting the column cap 3, the arrangement space of FRP bars and steel bars is increased.

[0031] The present invention also provides a method for constructing a connection node between an FRP reinforced beam and a steel-concrete column, which is used to construct the connection node between the FRP reinforced beam and the steel-concrete column. The method comprises the following steps:

[0032] Install steel sections and pour concrete into them;

[0033] Tie the column reinforcement on the outside of the steel section, and tie the column cap reinforcement on the top of the steel section and on the outside of the column reinforcement;

[0034] Binding the FRP main bars and the two steel bar groups, and connecting the first ends of all the steel bars of the two steel bar groups to the multiple FRP main bars one by one, and the second ends of all the steel bars of the two steel bar groups are tilted outward and fixedly connected to the column cap steel bars;

[0035] Set up FRP reinforced beam formwork, steel concrete column formwork and beam haunch formwork, and pour concrete to form FRP reinforced beam, steel concrete column formwork and beam haunch formwork.

[0036] It should be noted that the lap joints of adjacent longitudinal force-bearing FRP bars in the same member should be staggered. The lap length of the tensile FRP longitudinal bars should meet the requirement of 1.6 times the anchorage length; the lap length of the compressive FRP longitudinal bars should not be less than 70% of the lap length of the tensile FRP longitudinal bars. The minimum anchorage length of FRP bars is 29d, the lap length of the tensile FRP longitudinal bars should not be less than 46d, and the lap length of the compressive FRP longitudinal bars should not be less than 33d. The bending radius of the FRP stirrups should not be less than 3 times the stirrup diameter, and the tail length at the bend should not be less than 12 times the stirrup diameter. The FRP bars should be firmly tied, and the tying wire should be made of plastic or nylon. When tying the FRP bars, measures such as setting anti-floating tension bars should be taken to ensure the positioning of the FRP bars. The joints of the FRP bars should be set at places with less stress, and two or more joints should not be set for the same longitudinal force-bearing FRP bar. The distance from the end of the joint to the starting point of the steel bar bending should not be less than 10 times the nominal diameter of the FRP bar.

[0037] The embodiments of the present invention are described in detail above with reference to the accompanying drawings, but the present invention is not limited to the described embodiments. For those skilled in the art, various changes, modifications, substitutions and variations of these embodiments are made without departing from the principles and spirit of the present invention, and still fall within the scope of protection of the present invention.

Claims

1. A connection node between an FRP reinforced beam and a steel concrete column, characterized in that: include: A steel-concrete column, comprising a steel section and column reinforcement arranged around the outside of the steel section; A column cap is fixedly mounted on the outer side of the top of the steel-concrete column, and the column cap includes a plurality of column cap steel bars evenly arranged around the outer side of the column steel bars; FRP reinforced beam, including a plurality of FRP main reinforcements; A beam haunch is connected between the FRP reinforced beam and the column cap, the beam haunch includes two symmetrically arranged steel bar groups, each of the steel bar groups includes a plurality of steel bars, and the total number of steel bars in the two steel bar groups is equal to the number of the FRP main bars, the first ends of the steel bars in the two steel bar groups are connected to a plurality of the FRP main bars in a one-to-one correspondence, and the second ends of all the steel bars in the two steel bar groups are inclined outward and fixedly connected to the column cap.

2. The FRP reinforced beam and steel concrete column connection node according to claim 1, characterized in that: The outward inclination of each steel bar group is greater than or equal to 1:

6.

3. The FRP reinforced beam and steel concrete column connection node according to claim 1, characterized in that: The number of the column cap steel bars is not less than the number of the steel bars in each of the steel bar groups, so that all the steel bars in the two steel bar groups can be fixedly connected one by one or selectively.

4. A construction method for connecting a FRP reinforced beam with a steel concrete column, characterized in that: For constructing the FRP reinforced beam and steel concrete column connection node as claimed in claim 1, the construction method comprises the following steps: Install steel sections and pour concrete into them; Tie the column reinforcement on the outside of the steel section, and tie the column cap reinforcement on the top of the steel section and on the outside of the column reinforcement; Binding the FRP main bars and the two steel bar groups, and connecting the first ends of all the steel bars of the two steel bar groups to the multiple FRP main bars one by one, and the second ends of all the steel bars of the two steel bar groups are tilted outward and fixedly connected to the column cap steel bars; FRP reinforced beam formwork, steel concrete column formwork and beam haunch formwork are set up, and concrete is poured to form the FRP reinforced beam, the steel concrete column formwork and the beam haunch.

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