CN212561876U - Mechanical anchoring joint of reinforced concrete beam and steel pipe concrete column - Google Patents

Abstract

The utility model relates to a reinforced concrete roof beam and steel core concrete column's mechanical anchoring node, including steel core concrete column, reinforced concrete roof beam, backing plate and fastener. The connecting part of reinforced concrete roof beam and bracket butt joint, backing plate and bracket and the range upon range of setting of connecting portion. The fastener makes backing plate and connecting portion install on the bracket. The field installation process is simple, and the installation efficiency is effectively improved. Utilize the backing plate can effectively improve the inseparable degree of laminating between connecting portion and the bracket, utilize the fastener can make bracket and connecting portion produce great frictional force and fasten. By utilizing the friction force, certain energy consumption effect can be generated on the vibration. Make the roof beam body can effectively pass through the shear force that connecting portion will receive or moment of flexure through backing plate and bracket and specially pass to the steel core concrete column simultaneously, avoid the deformation of reinforced concrete roof beam. The joint has the advantages of high connection reliability, good stress reliability, simple structure, zero welding in the installation field and high installation efficiency.

Description

Mechanical anchoring joint of reinforced concrete beam and steel pipe concrete column

Technical Field

The utility model relates to a civil engineering technical field especially relates to the mechanical anchoring node of reinforced concrete roof beam and steel core concrete column.

Background

The steel pipe concrete construction speed is fast, anti-seismic performance is good, thereby utilizes the steel pipe can restrain the interior concrete of intussuseption on the one hand and can full play concrete compressive strength, on the other hand fills the concrete in the steel pipe, can improve the steel pipe and resist bucking ability under the axial force effect, and the heat absorption of concrete simultaneously can improve the fire resistance of steel pipe. Because of its good mechanical properties and high cost performance, the steel pipe concrete is widely used in high-rise or super high-rise buildings, large-span bridges and other projects. With the increasingly widespread use of steel pipe concrete structures, the connection node of a steel pipe concrete column and an RC beam (i.e., a reinforced concrete beam) is one of the key problems in the application of the steel pipe concrete technology. The node must be capable of reliably transmitting the shearing force, the bending moment and the torque of a horizontal component, the force transmission path is directly and definitely determined, and the node has enough ductility and accords with the anti-seismic design principle of a strong column, a weak beam, a strong node and a weak component. However, the traditional connection node of the reinforced concrete beam and the steel pipe concrete column has the problems of complex structure and inconvenient construction, and the application of the steel pipe concrete structure is influenced to a certain extent.

SUMMERY OF THE UTILITY MODEL

In view of the above, there is a need to provide a mechanical anchoring joint for a reinforced concrete beam and a steel core concrete column, which is convenient to install and stable in connection.

A mechanical anchoring node of a reinforced concrete beam and a steel core concrete column, comprising:

the outer wall of the steel tube concrete column is provided with a bracket;

the reinforced concrete beam comprises a beam body and a connecting part, wherein the connecting part is connected to one end of the beam body;

the base plate, the bracket and the connecting part are arranged in a stacked mode; and

the fastener, the fastener is worn to locate the backing plate the bracket reaches connecting portion, so that the backing plate with connecting portion install in on the bracket.

In one embodiment, the number of the fasteners is multiple, the fasteners are arranged in rows along the radial direction of the concrete filled steel tubular column, and the row number of the fasteners is less than or equal to three rows.

In one embodiment, the length of the corbel in the radial direction of the concrete filled steel tubular column is less than or equal to 300 mm.

In one embodiment, the base plate is stacked on the side of the connecting part opposite to the corbel.

In one embodiment, the bracket comprises an upper flange plate, a lower flange plate and a web plate, wherein the upper flange plate and the lower flange plate are arranged at intervals, and the web plate stands between the upper flange plate and the lower flange plate; connecting portion include the gluten and with the relative end muscle that sets up in gluten interval, the quantity of backing plate is two at least, one at least the backing plate with the gluten reaches the range upon range of setting of upper limb flange, at least another the backing plate with end muscle reaches the range upon range of setting of lower limb flange.

In one embodiment, the number of the gluten is two, the two groups of the gluten are stacked on two opposite sides of the upper flange plate, and the backing plate is arranged on one side of each group of the gluten, which faces away from the upper flange plate; the end muscle is two sets of, two sets of end muscle is range upon range of set up in the opposite side of lower flange board back of the body, each group the end muscle dorsad in one side of lower flange board all is provided with the backing plate.

In one embodiment, the number of the brackets is at least two, at least two brackets are arranged between the gluten and the bottom gluten in parallel, and the upper flange plate of one bracket is connected with the lower flange plate of another adjacent bracket.

In one embodiment, the beam body is a precast beam structure, a connecting plate is arranged on one side of the beam body facing the connecting part, the connecting plate is located between the gluten and the bottom rib, and the connecting plate is connected to the web.

In one embodiment, there is a gap between the spacer and the concrete filled steel tubular column.

In one embodiment, the horizontal ring plate is further arranged on the concrete-filled steel tubular column.

Before the mechanical anchoring joint of the reinforced concrete beam and the steel pipe concrete column is installed, the bracket is arranged on the steel pipe concrete column. During installation, the connecting part of the reinforced concrete beam is only required to be butted with the bracket, and the base plate, the bracket and the connecting part are arranged in a stacked mode. The fasteners are further arranged on the backing plate, the bracket and the connecting part in a penetrating mode, so that the backing plate and the connecting part are installed on the bracket, and the reinforced concrete beam is installed on the steel pipe concrete column. The installation process of the mechanical anchoring node of the reinforced concrete beam and the steel pipe concrete column only needs to arrange the base plate, the bracket and the connecting part in a stacking mode on an installation site, the fasteners are arranged in a penetrating mode, the on-site installation process is simple, the workload is low, and the installation efficiency can be effectively improved. Simultaneously because backing plate and bracket and the range upon range of setting of connecting portion, utilize the backing plate can effectively improve the inseparable degree of laminating between connecting portion and the bracket, thereby utilize the fastener can make bracket and connecting portion produce great frictional force fastening. The friction force between the connecting part and the bracket as well as the backing plate can generate certain energy dissipation effect on the strong earthquake effect, and is beneficial to earthquake resistance. Simultaneously, make the beam body of reinforced concrete roof beam can effectively pass through the shear force or the moment of flexure that connecting portion will receive through backing plate and bracket and specially pass to the steel core concrete column for the biography power route is more clear and definite, simple, avoids the deformation of reinforced concrete roof beam, improves the reliability of structure.

The mechanical anchoring joint of the reinforced concrete beam and the steel pipe concrete column has definite force transfer, high reliability and simple structure, and the installation site is free of welding, so that the installation efficiency is high.

Drawings

The accompanying drawings, which are incorporated in and constitute a part of this application, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification.

In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of 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 creative efforts.

Furthermore, the drawings are not to scale of 1:1, and the relative dimensions of the various elements in the drawings are drawn only by way of example and not necessarily to true scale. In the drawings:

FIG. 1 is a front view of a mechanical anchoring joint for a reinforced concrete beam and a concrete-filled steel tubular column in one embodiment;

FIG. 2 is a top view of the mechanical anchoring joint of the reinforced concrete beam and the concrete-filled steel tubular column shown in FIG. 1;

FIG. 3 is an enlarged view taken at A in FIG. 1;

FIG. 4 is a front view of a mechanical anchoring joint for a reinforced concrete beam and a concrete filled steel tubular column in another embodiment;

FIG. 5 is a top view of the mechanical anchoring joint of the reinforced concrete beam and the concrete-filled steel tubular column shown in FIG. 4;

FIG. 6 is a front view of a mechanical anchoring joint for a reinforced concrete beam and a concrete filled steel tubular column in yet another embodiment;

FIG. 7 is a top view of the mechanical anchoring joint of the reinforced concrete beam and the concrete-filled steel tubular column shown in FIG. 6;

FIG. 8 is an enlarged view at B in FIG. 6;

FIG. 9 is a cross-sectional view of a concrete filled steel tubular column in one embodiment;

fig. 10 is a side view of the truss structure of fig. 9.

10. Mechanical anchoring node of reinforced concrete roof beam and steel core concrete column, 100, steel core concrete column, 110, bracket, 112, upper flange board, 114, lower flange board, 116, web, 120, steel pipe, 130, horizontal ring board, 140, truss structure, 150, web muscle, 152, first kink, 154, second kink, 156, connecting portion, 160, chord member muscle, 200, reinforced concrete roof beam, 210, roof beam body, 220, connecting portion, 222, gluten, 224, end muscle, 230, shear bolt nail, 240, connecting plate, 300, backing plate, 400, fastener.

Detailed Description

In order to make the above objects, features and advantages of the present invention more comprehensible, embodiments of the present invention are described in detail below with reference to the accompanying drawings. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein, as those skilled in the art will be able to make similar modifications without departing from the spirit and scope of the present invention.

In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", and the like, indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention.

Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.

In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," and "fixed" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.

In the present application, unless expressly stated or limited otherwise, the first feature may be directly on or directly under the second feature or indirectly via intermediate members. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.

It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and the like as used herein are for illustrative purposes only and do not denote a unique embodiment.

Referring to fig. 1 to 3, in an embodiment of the present invention, a mechanical anchoring node 10 for a reinforced concrete beam and a steel core concrete column, where the mechanical anchoring node 10 for a reinforced concrete beam and a steel core concrete column includes a steel core concrete column 100, a reinforced concrete beam 200, a backing plate 300, and a fastener 400, and a bracket 110 is disposed on an outer wall of the steel core concrete column 100; the reinforced concrete beam 200 includes a beam body 210 and a connection part 220, the connection part 220 being connected to one end of the beam body 210; the pad plate 300 is stacked on the bracket 110 and the connecting part 220; the fastener 400 is inserted into the pad plate 300, the bracket 110 and the connecting portion 220, so that the pad plate 300 and the connecting portion 220 are mounted on the bracket 110.

Before the mechanical anchoring joint 10 of the reinforced concrete beam and the steel pipe concrete column is installed, the bracket 110 is arranged on the steel pipe concrete column 100. When the reinforcing bar concrete beam is installed, the connecting portion 220 of the reinforcing bar concrete beam 200 is simply butted against the bracket 110, and the tie plate 300 is stacked on the bracket 110 and the connecting portion 220. Further, the fastener 400 is inserted into the pad plate 300, the bracket 110, and the connecting portion 220, so that the pad plate 300 and the connecting portion 220 are mounted on the bracket 110, thereby realizing the mounting of the reinforced concrete beam 200 on the steel core concrete column 100. Above-mentioned reinforced concrete roof beam and steel core concrete column's mechanical anchoring node 10's installation process only needs to set up backing plate 300 and bracket 110 and connecting portion 220 range upon range of at the installation scene, wears to establish fastener 400, and the on-the-spot installation process is simple, and work load is few, can effectively improve the installation effectiveness. Meanwhile, the backing plate 300, the bracket 110 and the connecting part 220 are stacked, so that the tightness of the attachment between the connecting part 220 and the bracket 110 can be effectively improved by using the backing plate 300, and the bracket 110 and the connecting part 220 can generate large friction force by using the fastener 400 to be fastened. Meanwhile, the friction force between the connecting part 220 and the bracket 110 and the base plate 300 can generate a certain energy consumption effect on the vibration effect, thereby being beneficial to the earthquake resistance. Meanwhile, the beam body 210 of the reinforced concrete beam 200 can effectively transfer the shear force or bending moment to the steel pipe concrete column 100 through the connecting part 220 via the base plate 300 and the bracket 110, so that the force transfer path is more definite and simpler, the deformation of the reinforced concrete beam 200 is avoided, and the structural stability is improved. According to the mechanical anchoring joint 10 of the reinforced concrete beam and the steel pipe concrete column, the connection joint of the steel pipe concrete column 100 and the reinforced concrete beam 200 is high in reliability, good in stress reliability and simple in structure, and installation site is free of welding, so that installation efficiency is high.

On the other hand, the fastening piece 400 provides a pretightening force to generate a large friction force between the bracket 110 and the connecting portion 220, and compared with a mode of connecting the bracket 110 and the connecting portion 220 by other modes, the length of the bracket 110 along the radial direction of the concrete filled steel tubular column 100 can be effectively shortened, for example, the length of the bracket 110 can be shortened by at least 200mm-400mm, so that the material consumption of the bracket 110 is saved, and the problems of low transportation efficiency and inconvenient hoisting caused by overlong length of the bracket 110 are solved.

If there is not backing plate 300, connecting portion 220 is fixed with bracket 110 only through the mode of connecting the anchor, leads to can only realizing one-way fixed to connecting portion 220 on bracket 110, and then leads to when having vibrations to take place, does not have the effect of the frictional force power consumption that backing plate 300 effect produced, leads to reinforced concrete roof beam 200 not hard up, influences the stability of structure. If the length of the bracket 110 needs to be increased in order to ensure the connection stability, the difficulty of transportation and hoisting is increased.

If the connecting portion 220 is directly welded to the bracket 110, on one hand, the welding is still needed on the installation site, the installation process is complex, and the installation efficiency is low. On the other hand, the bracket 110 has a high requirement for length, which further causes inconvenience in transportation and on-site installation of the concrete filled steel tubular column 100.

However, if the length of the corbel 110 is reduced and the stability of the connection of the reinforced concrete beam 200 to the steel core concrete column 100 can be ensured, for example, a concrete ring beam sleeve is disposed at the connection between the reinforced concrete beam 200 and the steel core concrete column 100, although the length of the corbel 110 can be reduced to a certain extent and the stability of the connection can be ensured, this method not only increases the installation complexity, but also increases the structural complexity, which leads to an increase in cost.

Or, a rib penetrating hole is formed in the concrete-filled steel tubular column 100, and the connecting portion 220 can be further penetrated into the rib penetrating hole to improve the connection stability. This approach not only results in a complex construction of the structure, but also a complex installation process. Meanwhile, the steel pipe concrete column 100 is required to be provided with the through-rib holes, so that a certain weakening effect is generated on the stability of the structure of the steel pipe concrete column 100, and the stability of the whole structure of the mechanical anchoring node 10 of the reinforced concrete beam and the steel pipe concrete column is influenced.

In the present embodiment, the concrete filled steel tubular column 100 includes a steel tube 120, and the concrete filled steel tubular column 100 is formed by casting concrete in the steel tube 120. The concrete filled steel tubular column 100 formed by pouring concrete into the steel tube 120 has a high construction speed and good earthquake resistance. On one hand, the steel pipe 120 can restrain the concrete inside, so that the compressive strength of the concrete can be fully exerted, on the other hand, the concrete inside the steel pipe 120 can improve the buckling resistance of the steel pipe 120 under the action of axial force, the heat absorption effect of the concrete can improve the fire resistance of the steel pipe 120, and the combination advantage of '1 +1> 2' can be realized.

In other embodiments, the steel pipes 120 may be disposed at local positions of the concrete column, for example, the steel pipes 120 are disposed at positions connected to the reinforced concrete beam 200, which effectively improves the stability of the connection between the reinforced concrete beam 200 and the concrete column. In another embodiment, the steel tube 120 may be disposed on the whole steel tube concrete column 100, so as to effectively improve the structural stability of the steel tube concrete column 100.

In this embodiment, the concrete filled steel tubular column 100 may be formed by cast-in-place concrete in the process of connecting the mechanical anchoring node 10 forming the reinforced concrete beam and the concrete filled steel tubular column to form the concrete filled steel tubular column 100. In another embodiment, the precast concrete column may be manufactured by casting concrete in advance to form a concrete column with a steel pipe partially before the reinforced concrete beam 200 is coupled.

In one embodiment, the cross-sectional shape of the concrete filled steel tubular column 100 may be a circular, square, rectangular or polygonal structure.

In one embodiment, the reinforced concrete beam 200 may be formed by cast-in-place concrete during the process of forming the mechanical anchoring joint 10 of the reinforced concrete beam and the steel core concrete column to form the reinforced concrete beam 200. In another embodiment, the reinforced concrete beam 200 may be formed by casting concrete in advance before being coupled to the steel core concrete column 100, thereby forming the precast reinforced concrete beam 200.

In one embodiment, the pad plate 300 is stacked on the side of the connecting portion 220 facing away from the corbel 110. Can make connecting portion 220 press from both sides tightly between backing plate 300 and connecting portion 220 through fastener 400, utilize backing plate 300 can effectively improve the inseparable degree of laminating between connecting portion 220 and the bracket 110, and then make and produce great frictional force anchor between connecting portion 220 and the bracket 110, utilize this frictional force to improve the antidetonation effect, shorten the length of bracket 110, improve the stability of connecting. In the present embodiment, the connecting portion 220 is formed by arranging a plurality of reinforcing bars in parallel, and the reinforcing bars can be clamped between the tie plate 300 and the connecting portion 220 by the tie plate.

In other embodiments, the connecting portion 220 may also be a plate-shaped structure. In other embodiments, the pad plate 300 may also be stacked on the side of the corbel 110 facing away from the connecting portion 220. In another embodiment, the bracket 110 and the connecting portion 220 are stacked, wherein at least two pads 300 are respectively disposed on a side of the bracket 110 facing away from the connecting portion 220 and a side of the connecting portion 220 facing away from the bracket 110. By arranging at least two backing plates 300, the close degree of the attaching of the bracket 110 and the connecting part 220 is further improved, and the friction force between the connecting part 220 and the bracket 110 is increased.

In one embodiment, the corbel 110 includes an upper flange plate 112, a lower flange plate 114 and a web 116, the upper flange plate 112 and the lower flange plate 114 are disposed at an interval, and the web 116 stands between the upper flange plate 112 and the lower flange plate 114; connecting portion 220 include the gluten 222 and with the relative end muscle 224 that sets up in gluten 222 interval, the quantity of backing plate 300 is two at least, at least one the backing plate 300 with the gluten 222 with the range upon range of setting of upper flange 112, at least another the backing plate 300 with end muscle 224 with the range upon range of setting of lower flange 114. Utilize web 116 to connect and go up flange plate 112 and lower flange plate 114 and can improve the stability of bracket 110 structure, and upper flange plate 112 and gluten 222, lower flange plate 114 and end muscle 224 all range upon range of backing plate 300 that is provided with, can improve the stability that upper flange plate 112 and gluten 222 are connected respectively, the stability that lower flange plate 114 and end muscle 224 are connected.

In this embodiment, the gluten 222 extends to the beam body 210 and is formed as the gluten of the reinforced concrete beam 200, the bottom bar 224 extends to the beam body 210 and is formed as the bottom bar of the reinforced concrete beam 200, and the bottom bar is located below the gluten. In other embodiments, the gluten 222 and the bottom bar 224 may also both extend to the beam body 210, forming the sides of the reinforced concrete beam 200.

In this embodiment, the gluten 222 includes a plurality of spaced apart bars and the bottom bar 224 includes a plurality of spaced apart bars. In other embodiments, the gluten 222 and/or the second beam 224 may also be a plate-like structure.

In one embodiment, the number of the gluten 222 is two, two groups of the gluten 222 are stacked on two opposite sides of the upper flange plate 112, and the backing plate 300 is disposed on one side of each group of the gluten 222 facing away from the upper flange plate 112; the bottom ribs 224 are two sets, the two sets of bottom ribs 224 are stacked on two opposite sides of the lower flange plate 114, and the backing plate 300 is disposed on one side of each set of bottom ribs 224, which is opposite to the lower flange plate 114. Through setting up two sets of gluten 222 and end muscle 224, can improve the structural stability of reinforced concrete beam 200 on the one hand, improve simultaneously and the stability of being connected with upper flange board 112 and lower flange board 114, improve the antidetonation effect further, shorten the length of bracket 110, improve the stability of connecting. In other embodiments, the gluten 222 may also be a group. The bottom ribs 224 may also be in sets.

In one embodiment, there are at least two corbels 110, at least two corbels 110 are juxtaposed between the gluten 222 and the bottom gluten 224, wherein the upper flange plate 112 of one corbel 110 is disposed on the lower flange plate 114 of another corbel 110 adjacent thereto. Through setting up two at least brackets 110 can satisfy the gluten 222 and the end muscle 224 of different distances be connected, the quantity of bracket 110 can be selected according to the distance between gluten 222 and the end muscle 224, effectively improves connection adaptability. Of course, in other embodiments, the number of the corbels 110 may be one.

In this embodiment, the cross section of the corbel 110 along the axial direction of the steel pipe concrete column 100 is i-shaped, wherein the upper flange plate 112 and the lower flange plate 114 form the upper and lower sides of the i-shaped structure, and the web 116 forms a vertical center of the i-shaped structure. In other embodiments, the cross-section of the corbel 110 along the axis of the steel pipe concrete column 100 may have a shape of a channel or a square, as long as it can be coupled to the reinforced concrete beam 200.

In this embodiment, the corbels 110 are welded to the concrete filled steel tubular column 100, and the welding of the corbels 110 to the concrete filled steel tubular column 100 can be completed before the concrete beam is installed, adding to the process steps of installation on site. In other embodiments, the bracket 110 may be attached to the concrete filled steel tubular column 100 by screws or the like.

In one embodiment, the concrete filled steel tubular column 100 may further include a horizontal ring plate 130. The horizontal ring plate 130 can effectively prevent the wall of the steel pipe concrete column 100 from bending and deforming outwards or inwards, and the connection rigidity between the reinforced concrete beam 200 and the steel pipe concrete column 100 is ensured.

Specifically, the horizontal ring plate 130 may be disposed on an outer wall of the concrete filled steel tubular column 100, and/or the horizontal ring plate 130 may be disposed on an inner wall of the steel tube 120 of the concrete filled steel tubular column 100. In one embodiment, the horizontal ring plate 130 may be welded to the outer wall of the steel core 120 of the concrete filled steel tubular column 100 and/or to the inner wall of the steel core 120 of the concrete filled steel tubular column 100.

In one embodiment, the number of horizontal ring plates 130 corresponds to the number of flange plates of the corbel 110. And the coupling rigidity between the reinforced concrete girder 200 and the concrete filled steel tubular column 100 can be further improved by the horizontal ring plate 130. In other embodiments, the number of the horizontal ring plates 130 may be greater than that of the flange plates of the corbels 110, as long as the structural stability of the steel core concrete column 100 can be improved, and the connection rigidity between the reinforced concrete beam 200 and the steel core concrete column 100 can be improved.

Specifically, the horizontal ring plate 130 is disposed at the same height as the corresponding flange plate of the concrete filled steel tubular column 100. The thickness of the horizontal ring plate 130 is greater than or equal to the thickness of the flange plate, so that the structural stability of the steel core concrete column 100 is further ensured, and the connection rigidity between the reinforced concrete beam 200 and the steel core concrete column 100 is ensured.

In this embodiment, the backing plate 300 is matched with the size of the flange plate of the corbel 110 correspondingly disposed. If the shim plate 300 and the upper flange plate 112 are stacked, the size of the shim plate 300 matches the size of the upper flange plate 112; if the tie plate 300 and the lower flange plate 114 are stacked, the size of the tie plate 300 matches the size of the lower flange plate 114. For example, the width of the pad 300 corresponds to the width of the corbel 110.

In the embodiment, a gap is formed between the backing plate 300 and the concrete filled steel tubular column 100, so that the structural rigidity of the concrete filled steel tubular column 100 is prevented from being affected by the fact that the backing plate 300 is directly abutted against the concrete filled steel tubular column 100, and a certain space is provided for the movement or deformation of the backing plate 300. Specifically, a gap is formed between the connection portion 220 and the concrete filled steel tubular column 100, so that the connection portion 220 is prevented from directly abutting against the concrete filled steel tubular column 100 to affect the structural rigidity of the concrete filled steel tubular column 100, and a certain space is provided for the movement or deformation of the connection portion 220. Further, there is a gap between the bottom ribs 224 and the steel pipe concrete column 100 and the gluten 222.

In this embodiment, the fastening member 400 is a fastening bolt, and the backing plate 300 and the bracket 110 are both provided with a connecting hole, so that the fastening bolt is inserted into the connecting hole to fixedly connect the backing plate 300, the bracket 110 and the connecting portion 220. Specifically, the fastener 400 is a high-strength bolt.

In one embodiment, the number of the fasteners 400 is multiple, the fasteners 400 are arranged in rows along the radial direction of the steel pipe concrete column 100, and the number of the rows of the fasteners 400 is less than or equal to three. Because the backing plate 300, the corbel 110 and the connecting part 220 are stacked, the stability of connection between the corbel 110 and the connecting part 220 can be improved by using the backing plate 300, the requirement on the connection stability can be met when the number of rows of the fasteners 400 is less than or equal to three, and the length of the corbel 110 can be shortened.

In this embodiment, two fasteners 400 may be spaced apart in each row. In other embodiments, to improve the stability of the connection, three, four, etc. other numbers of fasteners 400 may be spaced apart in each row. The number of fasteners 400 is also selected according to the size of the connecting portion 220 or the size of the corbel 110.

In the present embodiment, the length of the corbel 110 in the radial direction of the concrete filled steel tubular column 100 is less than or equal to 300 mm. Not only saves the steel consumption of the bracket 110, but also solves the problems of low transportation efficiency and inconvenient hoisting caused by the length of the bracket 110.

Referring to fig. 4 and 5, in an embodiment, the fastening members 400 are arranged in three rows, and the three rows of fastening members 400 are spaced apart from each other along the radial direction of the concrete filled steel tubular column 100, wherein two fastening members 400 are spaced apart from each other in each row. The reinforced concrete girder 200 may be small-sized and the fastening members 400 may be two rows when the coupling part 220 is small-sized.

In the above embodiment, the steel core concrete column 100 may further include a plurality of reinforced concrete beams 200, and each reinforced concrete beam 200 is correspondingly mounted on the steel core concrete column 100 through at least one bracket 110. For example, four reinforced concrete beams 200 are provided corresponding to a steel core concrete column 100, and the four reinforced concrete beams 200 are spaced around the axis of the steel core concrete column 100. Each reinforced concrete beam 200 is mounted to the steel core concrete column 100 through at least one bracket 110.

In one embodiment, the reinforced concrete beam 200 may be formed by cast-in-place, or may be a precast reinforced concrete beam 200. When the reinforced concrete beam 200 is formed by cast-in-place, the shear studs 230 are required to be disposed on the upper flange plate 112 and the lower flange plate 114 of the bracket 110, so as to ensure that the concrete and the bracket 110 within the range of the bracket 110 are uniformly stressed.

Referring to fig. 6 to 8, when the reinforced concrete beam 200 is prefabricated, that is, the beam body 210 is a prefabricated beam structure, a connecting plate 240 is disposed on a side of the beam body 210 facing the connecting portion 220, the connecting plate 240 is located between the gluten 222 and the bottom tendon 224, and the connecting plate 240 is connected to the web 116. The connecting plate 240 needs to be embedded in the beam body 210, and concrete is poured to form the precast reinforced concrete beam 200. The connecting plate 240 is connected with the web 116 of the bracket 110, so that the shear force transmission between the beam body 210 and the bracket 110 can be ensured, and the stress stability is improved. In the present embodiment, the connecting plate 240 and the web 116 are connected by fastening bolts. Specifically, the fastening bolt is a high-strength bolt. In other embodiments, the connection plate 240 may be connected to the web 116 by welding or other connection means.

Referring to fig. 1 to 3, in one embodiment, the method for installing the mechanical anchoring node 10 for a reinforced concrete beam and a steel core concrete column according to any one of the above embodiments includes the following steps:

the coupling portion 220 of the reinforced concrete girder 200 is stacked on the bracket 110. During the installation process, the reinforced concrete beam 200 and the concrete filled steel tubular column 100 need to be transported to the installation site for hoisting, so as to complete the connection between the connecting portion 220 and the bracket 110. Specifically, the connecting portion 220 and the bracket 110 are attached to each other, and further, the gluten 222 is attached to the upper flange plate 112, and the bottom rib 224 is attached to the lower flange plate 114.

In one embodiment, if the reinforced concrete beam 200 is a prefabricated reinforced concrete beam 200, the beam body 210 structure of the reinforced concrete beam 200 may be formed by casting before the connecting portion 220 and the bracket 110 are stacked.

In another embodiment, if the reinforced concrete beam 200 is a reinforced concrete beam 200 formed by cast-in-place, before the connecting portion 220 and the bracket 110 are stacked, a formwork forming the reinforced concrete beam 200 is installed, so as to facilitate the subsequent casting of the beam body 210 structure of the reinforced concrete beam 200. Further, the connecting portion 220 is bound such that the connecting portion 220 is disposed in a stacked relation with the corbel 110.

Placing the pad plate 300 such that the pad plate 300 is stacked with the corbel 110 and the connecting part 220; in one embodiment, as shown in fig. 8, if the reinforced concrete beam 200 is a precast reinforced concrete beam 200, the connection plate 240 of the reinforced concrete beam 200 may be coupled to the web 116 of the bracket 110 before the tie plate 300 is placed. For example, the connecting plate 240 and the web 116 are connected by fastening bolts. Shear force transmission between the beam body 210 and the bracket 110 can be ensured through the connecting plate 240, and the stress stability is improved.

The fastener 400 is installed such that the fastener 400 is inserted through the pad plate 300, the corbel 110, and the connecting portion 220. The installation connection among the base plate 300, the bracket 110 and the connecting part 220 is conveniently realized.

In one embodiment, as shown in fig. 8, if the reinforced concrete beam 200 is a prefabricated reinforced concrete beam 200, the connecting plate 240 is connected to the web 116 of the bracket 110 by fastening bolts, and the fastening bolts are initially tightened to provide a pre-load force for the connection between the connecting plate 240 and the web 116. The fastening member 400 is further installed such that the fastening member 400 is inserted into the backing plate 300, the bracket 110 and the connecting portion 220, and the fastening member 400 is initially tightened to provide a pre-tightening force for the connection of the backing plate 300, the connecting portion 220 and the bracket 110. Finally, the fastening bolts are finally tightened to improve the connection stability of the connection portion 220 and the web 116, and the fastening members 400 are finally tightened to improve the connection stability of the tie plate 300, the connection portion 220, and the bracket 110.

In another embodiment, if the reinforced concrete beam 200 is a reinforced concrete beam 200 cast in place, the fastening member 400 is installed such that the fastening member 400 is inserted into the tie plate 300, the bracket 110, and the connection part 220, and the fastening member 400 is initially screwed; the pre-tightening force can be provided for the installation of the connecting part 220 on the bracket 110 through the initial tightening of the fastener 400, so that the connecting part 220 is prevented from moving relative to the bracket 110 in the subsequent concrete pouring process.

Further pouring concrete to form the beam body 210 of the reinforced concrete beam 200; after the concrete is completely set, the beam body 210 structure is formed.

The fastener 400 is finally tightened. The volume of concrete can shrink at the in-process that condenses, and then finally twists after the concrete picture of roof beam body 210 completely condenses fastener 400 can avoid the secondary stress that the concrete produced at the in-process that condenses, and then improves the stability of realizing that bracket 110 is connected with connecting portion 220 through fastener 400.

In this embodiment, the effect of the mechanical anchoring node 10 of the reinforced concrete beam and the steel pipe concrete column in any one of the above embodiments is described by taking concrete as C30 concrete as an example. The bending moment of the connecting part 220 of the reinforced concrete beam 200 is set to be 450kN.m, the shearing force is set to be 200kN, and HRB 400-grade steel bars are adopted as the gluten 222 and the bottom bar 224. Wherein, gluten 222 position and end muscle 224's top, and then gluten 222 forms to be with reinforced concrete beam 200 gluten, and end muscle 224 forms to reinforced concrete beam 200's end muscle, configures 4 phi 25's reinforcing bar, end muscle at the gluten, configures 4 phi 22's reinforcing bar. The friction coefficient between the steel bar and the bottom bar or the gluten is selected according to 0.40.

The bracket 110 is further set to be made of Q345B, wherein the distance between the upper flange plate 112 and the lower flange plate 114 of the bracket 110 is 600mm, and the fastener 400 is a high-strength bolt which is 10.9-grade. The width of the upper flange of the bracket 110 is 350mm, and the width of the lower flange is 250 mm. It can be seen that the length of the corbel 110 along the radial direction of the steel pipe concrete column 100 is 280mm, the thicknesses of the upper flange plate 112 and the lower flange plate 114 are 15mm according to the principle of equivalent bending resistance of the reinforced concrete beam 200, the backing plate 300 is arranged to be as thick as the upper flange plate 112 or the lower flange plate 114, and the thickness of the web 116 of the corbel 110 is 12 mm. Thereby, the steel amount of the whole corbel 110 is 53kg, and the section of the reinforced concrete beam 200 is 300x700 mm.

Under the same condition, if the conventional steel corbel 110 is adopted, the section size equivalent to the bending resistance of the reinforced concrete beam 200 is 400x250x12x15, considering the stability of the connection between the corbel 110 and the connecting part 220, if a reinforcing structure is arranged on the corbel 110, the length of the corbel 110 needs 700mm, and the steel consumption of the corbel 110 is 81kg or more; if no reinforcing measures are provided on the bracket 110, the length of the bracket 110 needs to be about 950mm, and the steel consumption of the bracket 110 is 90 kg. Under the same conditions, the length of the bracket 110 in the above embodiment is saved by 35% and 41% compared with the amount of steel used for the conventional bracket 110, and the length of the bracket 110 is reduced by 60% and 71%.

The mechanical anchoring joint 10 of the reinforced concrete beam and the steel pipe concrete column at least has the following advantages:

1. the provision of the tie plate 300 can improve the transmission of external shearing force and bending moment between the beam body 210 and the connecting portion 220, and between the corbel 110 and the concrete filled steel tubular column 100. The shearing force of the connecting part 220 is transmitted to the concrete-filled steel tube column 100 through the web 116 of the bracket 110, and the internal force of the gluten 222 and the bottom rib 224 is transmitted to the bracket 110 and the concrete-filled steel tube column 100 through the friction force between the liner plate 300 and the bracket 110, so that the bending moment of the connecting part 220 is directly and effectively transmitted to the concrete-filled steel tube column 100, the force transmission path is more definite and simple, and the deformation degree of the reinforced concrete beam 200 relative to the concrete-filled steel tube column 100 is reduced.

2. Through the cooperation of fastener 400 and backing plate 300, can improve the inseparable degree of laminating between bracket 110 and connecting portion 220, and then make to produce great frictional force between bracket 110 and the connecting portion 220 and realize the anchor, compare the length that can effectively reduce bracket 110 than other modes, not only saved bracket 110's steel quantity, solved moreover because bracket 110 is longer and the conveying efficiency that leads to is low, hoist and mount inconvenient difficult problem, economic benefits is showing.

3. Meanwhile, the friction energy dissipation effect can be realized under the strong earthquake effect by utilizing the friction force between the bracket 110 and the connecting part 220, and the anti-seismic effect is better.

4. The mechanical anchoring node 10 of the reinforced concrete beam and the steel pipe concrete column is in zero welding at the installation site in the installation process, and the installation construction method of the mechanical anchoring node 10 of the reinforced concrete beam and the steel pipe concrete column is high in speed, simple in construction, in-site zero welding and stable in quality.

Referring to fig. 9 and 10, in an embodiment, the steel pipe concrete column 100 includes a steel pipe 120 and a truss structure 140, wherein the truss structure 140 is disposed on an inner wall of the steel pipe 120. The truss structure 140 includes a web bar 150, the web bar 150 is bent in a W shape, the web bar 150 includes a first bent portion 152 forming the W-shaped bend and a second bent portion 154 spaced from the first bent portion 152, the web bar 150 further includes a connecting portion 156 connected between the first bent portion 152 and the second bent portion 154, the web bar 150 includes at least two web bars 150, at least two first bent portions 152 of the web bar 150 are correspondingly connected, at least two second bent portions 154 spaced from the web bar 150, and the second bent portions 154 are disposed on the inner wall of the steel pipe 120.

The first bending parts 152 of the at least two web bars 150 are correspondingly connected, and the second bending parts 154 of the web bars 150 are arranged at intervals, so that the bending or inclination of the single web bar 150 relative to the pipe wall of the steel pipe 120 can be avoided, the stability of the truss structure 140 arranged on the inner wall of the steel pipe 120 is improved, and the stability of the truss structure 140 supporting the pipe wall of the steel pipe 120 is improved. The truss structure 140 can enhance the stiffness of the outer wall of the steel tube 120, and control the deformation of the steel tube 120. The truss structure 140 can increase the adhesion between the concrete and the steel pipes 120 by the concrete filled steel pipe column 100 formed after the concrete is poured. When bearing the pressure and bending moment, the web bar rib 150 of the truss structure 140 can cooperate with the steel pipe 120 and concrete, so as to effectively restrain the out-of-plane deformation of the pipe wall of the steel pipe 120 and improve the buckling performance of the pipe wall of the steel pipe 120. Furthermore, compared with the traditional steel pipe concrete column 100, the steel pipe concrete column 100 provided with the truss structure 140 has better stress performance, the wall thickness of the pipe wall of the steel pipe 120 can be further reduced, and the purposes of saving materials and reducing cost are achieved.

In this embodiment, the single truss structure 140 includes two web bars 150, and the angle b between the two web bars 150 is 30-60 °. In other embodiments, a single truss structure 140 includes three or more web ribs 150, with one, two, etc. other numbers of web ribs 150 disposed between two web ribs 150.

In one embodiment, the truss structure 140 further includes a chord bar 160, the first bent portions 152 of at least two web bars 150 are correspondingly disposed on the chord bar 160, and the chord bar 160 is disposed in the steel tube 120. The first bending part 152 of different web bars 150 can be effectively connected by arranging the chord bars 160, so that the connection stability of different web bars 150 is improved. Meanwhile, since the chord member 160 is disposed in the steel tube 120, and the chord member 160 is disposed in the concrete after the concrete is poured, the adhesive force between the truss structure 140 and the concrete can be further improved, the adhesive force between the concrete and the steel tube 120 can be further improved, the compression resistance and bending resistance of the steel tube concrete column 100 can be improved, and the stability of the steel tube concrete column 100 can be improved.

In one embodiment, the chord rib 160 is formed to have a shape corresponding to the cross-sectional shape of the steel pipe 120, and the chord rib 160 is spaced apart from the inner wall of the steel pipe 120. Since the chord member 160 is formed in a shape corresponding to the cross-sectional shape of the steel pipe 120, the web member 150 provided on the chord member 160 is stably provided on the inner wall of the steel pipe 120, and the stability of the web member 150 is improved.

In one embodiment, the number of the truss structures 140 is multiple, and the plurality of truss structures 140 are disposed on the inner wall of the steel pipe 120 at intervals along the axial direction or the circumferential direction of the steel pipe 120. By providing a plurality of truss structures 140 on the inner wall of the steel pipe 120, the adhesion between the concrete and the steel pipe 120 can be further increased, and the reinforcing effect of the entire steel pipe 120 can be achieved.

The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.

The above-mentioned embodiments only represent some embodiments of the present invention, and the description thereof is specific and detailed, but not to be construed as limiting the scope of the present invention. It should be noted that, for those skilled in the art, without departing from the spirit of the present invention, several variations and modifications can be made, which are within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.

Claims (10)

1. The utility model provides a reinforced concrete roof beam and steel core concrete column's mechanical anchor node which characterized in that includes:

the outer wall of the steel tube concrete column is provided with a bracket;

the reinforced concrete beam comprises a beam body and a connecting part, wherein the connecting part is connected to one end of the beam body;

the base plate, the bracket and the connecting part are arranged in a stacked mode; and

the fastener, the fastener is worn to locate the backing plate the bracket reaches connecting portion, so that the backing plate with connecting portion install in on the bracket.

2. The mechanical anchoring joint of a reinforced concrete beam and a steel core concrete column according to claim 1, wherein the number of the fastening members is plural, the fastening members are arranged in rows along a radial direction of the steel core concrete column, and the number of the rows of the fastening members is less than or equal to three.

3. A reinforced concrete beam and steel tubular column mechanical anchoring joint as claimed in claim 2, wherein the length of the corbel in the radial direction of the steel tubular column is less than or equal to 300 mm.

4. A reinforced concrete beam and concrete filled steel tubular column mechanical anchoring joint as claimed in claim 1, wherein said spacer plate is arranged in a stack on a side of said joint facing away from said corbel.

5. A mechanical anchoring joint of a reinforced concrete beam and a steel core concrete column according to any one of claims 1 to 4, wherein the bracket comprises an upper flange plate, a lower flange plate and a web plate, the upper flange plate and the lower flange plate are arranged at a distance, and the web plate is erected between the upper flange plate and the lower flange plate; connecting portion include the gluten and with the relative end muscle that sets up in gluten interval, the quantity of backing plate is two at least, one at least the backing plate with the gluten reaches the range upon range of setting of upper limb flange, at least another the backing plate with end muscle reaches the range upon range of setting of lower limb flange.

6. The mechanical anchoring joint of a reinforced concrete beam and a steel tube concrete column according to claim 5, wherein the two groups of the gluten are arranged in a stacking manner at two opposite sides of the upper flange plate, and the backing plate is arranged at one side of each group of the gluten, which is opposite to the upper flange plate; the end muscle is two sets of, two sets of end muscle is range upon range of set up in the opposite side of lower flange board back of the body, each group the end muscle dorsad in one side of lower flange board all is provided with the backing plate.

7. A mechanical anchoring joint of a reinforced concrete beam and a steel core concrete column according to claim 5, wherein there are at least two said brackets, at least two said brackets being juxtaposed between said gluten and said bottom bar, wherein an upper flange plate of one said bracket is connected to a lower flange plate of another adjacent said bracket.

8. A mechanical anchoring joint of a reinforced concrete beam and a steel core concrete column according to claim 5, characterized in that the beam body is of a precast beam structure, a connecting plate is provided at a side of the beam body facing the connecting portion, the connecting plate is located between the gluten and the bottom tendon, and the connecting plate is connected to the web.

9. A mechanical anchoring joint of a reinforced concrete beam and a steel core concrete column according to any one of claims 1 to 4, wherein there is a gap between said spacer and said steel core concrete column.

10. A mechanical anchoring joint of a reinforced concrete beam and a column of steel tubular concrete according to any one of claims 1 to 4, wherein a horizontal ring plate is further provided on said column of steel tubular concrete.

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