CN218204949U - Assembled reinforced concrete post-girder steel connected node - Google Patents

Abstract

The utility model provides an assembled reinforced concrete post-girder steel connected node belongs to structural engineering technical field. The connecting node comprises an outer-wrapped steel pipe, a first inner partition plate, a second inner partition plate, a steel beam and a steel bar. The side wall of the outer steel pipe is provided with a contour hole. One end of the steel beam is connected with the contour hole in a welding mode. The steel beam comprises a web plate and a flange, and the first inner partition plate and the second inner partition plate are connected inside the outer-wrapped steel pipe at intervals. The first inner partition is connected with a flange on one side of the web, the second inner partition is connected with a flange on the other side of the web, and two sides of the web are connected with the first inner partition and the second inner partition. The first inner partition plate is provided with a first pouring hole and a first reinforcing steel bar hole, the second inner partition plate is provided with a second pouring hole and a second reinforcing steel bar hole, and the reinforcing steel bars penetrate through the first reinforcing steel bar hole and the second reinforcing steel bar hole. The connecting node has the advantages that the stress performance is guaranteed, meanwhile, the internal structure of the core area is greatly simplified, the construction difficulty of the reinforced concrete column-steel beam node can be effectively reduced, and the connecting node is suitable for industrial production.

Description

Assembled reinforced concrete post-girder steel connected node

Technical Field

The utility model relates to a structural engineering technical field, in particular to assembled reinforced concrete post-girder steel connected node.

Background

The reinforced concrete column-steel beam combined frame structure is a novel combined structure system, which fully utilizes and exerts the respective advantages of steel and concrete members, and compared with a pure steel structure, the reinforced concrete column has good compression resistance, large rigidity, good durability and fire resistance, thereby saving steel and increasing the stability of the structure; compared with a reinforced concrete structure, the steel beam has good bending resistance, light weight and convenient and simple construction, thereby reducing the section size of the member, increasing the effective use space and accelerating the construction progress, and the steel beam is a structural form with low cost and high efficiency.

According to the current research situation at home and abroad, the common structural forms of the steel beam-concrete column joint are a beam-through type and a column-through type.

In the existing beam through type node, because the flange of a steel beam is narrow, the lever counter force causes the stress concentration of concrete at the column end to cause pressure-bearing damage, the node has poor energy consumption capability and ductility, and the node needs to be avoided through complex construction measures during design. In the existing column through type node, the flange of the steel beam is not through, stress concentration is generated at the end plate, the end plate is easy to generate out-of-plane buckling deformation, the effective transmission of the stress of the beam end from one side to the other side is difficult to ensure, the requirement on the welding seam between the steel beam and the side end of the node area is high, plastic deformation is easy to generate, a web plate and a cylindrical steel plate need to be additionally welded for shearing, the transverse sealing of the node area is caused, and the pouring difficulty is high. The existing common structural form has the defects of complex overall structure, high construction difficulty and complex construction steps in order to ensure the stress and the seismic performance of the connection node.

SUMMERY OF THE UTILITY MODEL

The embodiment of the utility model provides an assembled reinforced concrete post-girder steel connected node when guaranteeing atress compressive property, simplifies its nuclear core area inner structure by a wide margin, can effectively reduce the assembly and pour the construction degree of difficulty, is suitable for industrial production, and the practicality is strong. The technical scheme is as follows:

the embodiment of the utility model provides an assembled reinforced concrete post-girder steel connected node, include:

an outer-wrapped steel pipe, a first inner partition plate, a second inner partition plate, four steel beams and a plurality of steel bars,

the steel bar reinforced composite structure comprises an outer-wrapped steel pipe, a first steel bar hole, a second steel bar hole, a plurality of steel bar holes and a plurality of first steel bar holes, wherein the outer-wrapped steel pipe is rectangular and comprises four side walls which are vertically connected in sequence, profile holes matched with the cross sections of the steel bars are cut in each side wall, one ends of the four steel bars are respectively welded with the four profile holes in the side walls, the steel bars comprise webs and flanges which are vertically connected with the two ends of the webs, the first inner partition and the second inner partition are fixedly connected inside the outer-wrapped steel pipe and are arranged along the axis direction of the outer-wrapped steel pipe at intervals, the first inner partition is welded with the flanges on one side of the webs, the second inner partition is welded with the flanges on the other side of the webs, the first inner partition is provided with the first steel bar holes, the first steel bar holes are arranged around the first steel bar holes and are in one-to one correspondence with the steel bar holes, and the second steel bar holes are arranged in one-to one correspondence with the first steel bar holes.

Optionally, one end of the web extends into the outer steel tube through the contour hole, and two sides of one end of the web are respectively connected with the first inner partition plate and the second inner partition plate in a welding manner.

Optionally, the width-to-thickness ratio of the outer coated steel tube is less than or equal to

And fy is the yield strength of the steel adopted by the outer-coated steel pipe.

Optionally, an interval between the first inner partition plate and an end face of one end of the outsourcing steel pipe in the axial direction is 50mm, and an interval between the second inner partition plate and an end face of the other end of the outsourcing steel pipe in the axial direction is 50mm.

Optionally, the aperture of the first casting hole and the aperture of the second casting hole are greater than or equal to 200mm.

Optionally, the assembled reinforced concrete column-steel beam connection node further comprises stirrups hooped on the plurality of steel bars between the first inner partition and the second inner partition.

Optionally, the flange at one end of the steel beam is connected with the side wall in a wing expansion manner.

Optionally, the assembled reinforced concrete column-steel beam connection node further comprises a variable cross-section beam, and on two opposite side walls of the steel-clad pipe, if the web widths of the two steel beams are different and the difference in web width between the two steel beams is less than 150mm, the steel beams are connected with the side walls through the variable cross-section beam.

Optionally, the assembled reinforced concrete column-steel beam connection node further includes a third inner partition plate, where the third inner partition plate has a third pouring hole matched with the first pouring hole, and a plurality of third reinforcing holes corresponding to the first reinforcing holes one to one, and on two opposite side walls of the steel-encased pipe, if the web widths of the two steel beams are different and the difference in web widths of the two steel beams is greater than or equal to 150mm, the third inner partition plate is fixedly connected inside the steel-encased pipe and located between the first inner partition plate and the second inner partition plate, the first inner partition plate is welded to the flange located on one side of the web of the steel beam with a smaller web width, the third inner partition plate is welded to the flange located on the other side of the web of the steel beam with a smaller web width, and two sides of one end of the web of the steel beam with a smaller web width are respectively welded to the first inner partition plate and the third inner partition plate.

The embodiment of the utility model provides a beneficial effect that technical scheme brought includes at least:

the fabricated reinforced concrete column-steel beam connecting node adopts the form, the core area of the node is the externally-coated steel tube coated with the thin wall, the inner concrete is in a three-dimensional compression state by the side wall of the externally-coated steel tube, the first inner partition plate and the second inner partition plate, the compression resistance is obviously improved compared with the common steel beam-reinforced concrete column frame node, the wall thickness of the externally-coated steel tube coated on the periphery of the concrete is much smaller than that of the steel tube concrete, and the steel consumption of the node can be greatly reduced; simultaneously can play the restraint effect of similar stirrup to inside reinforcing bar, need not to set up the stirrup in that like conventional girder steel-reinforced concrete post frame node construction again, directly pour the hole through first or the second and carry out the internal pouring and can reach the same effect after hoist and mount set in place, further reduce connected node's steel volume, when guaranteeing atress compressive resistance, simplify its core area inner structure by a wide margin, can effectively reduce the node construction degree of difficulty, be suitable for industrial production, therefore, the clothes hanger is strong in practicability.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly described below, and it is obvious that the drawings in the description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained without creative efforts.

Fig. 1 is a schematic perspective view of an assembled reinforced concrete column-steel beam connection node provided by an embodiment of the present invention;

fig. 2 is a schematic view of a three-dimensional structure of an assembled reinforced concrete column-steel beam connection node provided by an embodiment of the present invention without steel bars;

fig. 3 is a schematic bottom view of an assembled reinforced concrete column-steel beam connection node provided by the embodiment of the present invention;

fig. 4 is a schematic view of a welding structure of a flange, a side wall and a first inner partition provided in an embodiment of the present invention;

fig. 5 is a schematic view of a welding structure between a first inner partition and a side wall according to an embodiment of the present invention;

fig. 6 is a schematic front view of an assembled reinforced concrete column-steel beam connection node provided by the embodiment of the present invention;

fig. 7 is a schematic front view of a core area of a connection node provided in the embodiment of the present invention without a stirrup;

fig. 8 is a schematic front view of a core region of a connection node provided by the embodiment of the present invention with stirrups;

fig. 9 is a schematic view of an elevation structure of a steel beam on a connection node according to an embodiment of the present invention when the steel beam has two-way unequal heights;

fig. 10 is a schematic view of a bidirectional equal-height structural diagram of a steel beam on a connection node according to an embodiment of the present invention;

fig. 11 is a schematic view of an elevation structure of another connection node according to the embodiment of the present invention when the steel beams have different heights in two directions;

fig. 12 is a schematic view of a bi-directional equal-height structural view of another steel beam at a connection node according to an embodiment of the present invention.

Detailed Description

In order to make the objects, technical solutions and advantages of the present invention clearer, embodiments of the present invention will be described in further detail below with reference to the accompanying drawings.

According to the current research situation at home and abroad, the common structural forms of the steel beam-concrete column joint are a beam-through type and a column-through type.

In the existing beam through type node, because the flange of a steel beam is narrow, the counter force of a lever causes the stress concentration of concrete at the column end to cause pressure-bearing damage, the energy consumption capability and the ductility of the node are poor, and the node needs to be avoided through complex construction measures during design. In the existing column through type node, the flange of the steel beam is not through, stress concentration is generated at the end plate, the end plate is easy to generate out-of-plane buckling deformation, the effective transmission of the stress of the beam end from one side to the other side is difficult to ensure, the requirement on the welding seam between the steel beam and the side end of the node area is high, plastic deformation is easy to generate, a web plate and a cylindrical steel plate need to be additionally welded for shearing, the transverse sealing of the node area is caused, and the pouring difficulty is high. The existing common structural form has the defects of complex overall structure, high construction difficulty and complex construction steps in order to ensure the stress and the seismic performance of the connection node.

Fig. 1 is a schematic perspective view of an assembled reinforced concrete column-steel beam connection node provided by an embodiment of the present invention. Fig. 2 is a schematic view of a three-dimensional structure of an assembled reinforced concrete column-steel beam connection node provided by the embodiment of the present invention without steel bars. Fig. 3 is a schematic view of the bottom view structure of the assembled reinforced concrete column-steel beam connection node provided by the embodiment of the present invention. Fig. 4 is a schematic view of a welding structure of a flange, a side wall, and a first inner partition provided in an embodiment of the present invention. Fig. 5 is a schematic view of a welding structure between the first inner partition and the side wall according to an embodiment of the present invention. Fig. 6 is a schematic front view of an assembled reinforced concrete column-steel beam connection node provided by the embodiment of the present invention. Fig. 7 is a schematic front view of a connection node provided by an embodiment of the present invention when no stirrup is installed in the core area. Fig. 8 is a schematic front view of a core region of a connection node provided by the present invention, when a stirrup is installed thereon. Fig. 9 is a schematic view of an elevation structure of a steel beam on a connection node according to an embodiment of the present invention. Fig. 10 is a schematic view of a bidirectional equal-height structural diagram of a steel beam on a connection node according to an embodiment of the present invention. Fig. 11 is a schematic view of an elevation structure of another connection node according to the present invention, wherein the steel beam has two-way unequal heights. Fig. 12 is a schematic view of a bidirectional equal-height structural diagram of a steel beam on another connection node according to an embodiment of the present invention. As shown in fig. 1 to 12, the present applicant has provided an assembly type Reinforced concrete column-steel beam connection node (FRD) comprising an outer clad steel pipe 1, a first inner partition 2, a second inner partition 3, four steel beams 4, and a plurality of reinforcing bars 5, by practice.

Wherein, outsourcing steel pipe 1 is the rectangle and includes four lateral walls 11 of vertical connection in proper order, all cuts on every lateral wall 11 be provided with girder steel 4's cross-section assorted contour hole 111, four girder steel 4's one end respectively with four lateral walls 11 on contour hole 111 welded connection. The steel beam 4 comprises a web plate 41 and flanges 42 vertically connected to two ends of the web plate 41, and the first inner partition plate 2 and the second inner partition plate 3 are both fixedly connected inside the outer-wrapped steel pipe 1 and are arranged at intervals along the axial direction of the outer-wrapped steel pipe 1. The first inner partition 2 is welded to a flange 42 on one side of a web 41 of the steel beam 4, and the second inner partition 3 is welded to a flange 42 on the other side of the web 41 of the steel beam 4. The first inner partition 2 is provided with a first pouring hole 21 and a plurality of first reinforcement holes 22, the plurality of first reinforcement holes 22 are arranged around the first pouring hole 21 and correspond to the plurality of reinforcements 5 in a one-to-one manner, the second inner partition 3 is provided with a second pouring hole 31 matched with the first pouring hole 21 and a plurality of second reinforcement holes 32 corresponding to the plurality of first reinforcement holes 22 in a one-to-one manner, and the reinforcements 5 are arranged in the corresponding first reinforcement holes 22 and second reinforcement holes 32 in a penetrating manner.

In the embodiment of the utility model, this assembled reinforced concrete post-girder steel connected node is when producing, and its outsourcing steel pipe 1, first inner baffle 2, second inner baffle 3, girder steel 4 and reinforcing bar 5 are split type prefab. One end of each of the four steel beams 4 may be welded in alignment with the contour holes 111 previously cut in the four side walls 11. The web 41 of the steel beam 4 projects into the side wall 11 at one end, while the flange 42 projects only into the contour opening 111. And then welding the first inner baffle 2 and the second inner baffle 3 to the interior of the outsourcing steel pipe 1 respectively, wherein the edges of the first inner baffle 2 and the second inner baffle 3 are flush with flanges 42 at two sides of a web 41 extending into the contour hole 111 respectively and are welded together correspondingly, as shown in fig. 4. And the other edge profiles of the first inner partition plate 2 and the second inner partition plate 3 are welded with the wall surface inside the side wall 11, as shown in fig. 5. During actual construction, the assembled structure can be hoisted to a working surface above a target concrete column, a plurality of reinforcing steel bars 5 are respectively arranged in the first reinforcing steel bar holes 22 and the second reinforcing steel bar holes 32 which are coaxially corresponding to each other in a penetrating manner, and finally concrete is poured into the steel pipe 1 from the first pouring holes 21 or the second pouring holes 31, so that the assembly construction of the connection node can be completed.

By adopting the assembled reinforced concrete column-steel beam connecting node, the node core area is the externally-coated thin-walled externally-coated steel tube 1 of the externally-coated steel tube 1, the internal concrete is in a three-dimensional compressed state by the side wall 11 of the externally-coated steel tube 1, the first inner partition plate 2 and the second inner partition plate 3, the compression resistance is obviously improved compared with that of a common steel beam-reinforced concrete column frame node, meanwhile, the thin-walled externally-coated steel tube 1 coated on the periphery of the concrete can play a similar hooping restraining role on the internal steel bars 5, the hooping does not need to be arranged in the node like the conventional steel beam-reinforced concrete column frame node construction, the same effect can be achieved by directly carrying out internal pouring through the first pouring hole 21 or the second pouring hole 31 after the hoisting is arranged in place, the steel consumption of the connecting node is reduced, the internal structure of the core area is greatly simplified while the stress and compression resistance is ensured, the assembling and pouring difficulty can be effectively reduced, the node-reinforced concrete column-steel beam connecting node is suitable for industrial production, and the practicability is strong.

Optionally, one end of the web 41 extends into the outer-wrapped steel pipe 1 through the contour hole 111, and two sides of one end of the web 41 are respectively connected with the first inner partition 2 and the second inner partition 3 in a welding manner. Exemplarily, in the embodiment of the present invention, both sides of the end portion of the web 41 extending into the side wall 11 can be welded with the surfaces of the first inner partition 2 and the second inner partition 3, respectively, so as to play a role of strengthening and supporting the first inner partition 2 and the second inner partition 3 and the outer-wrapped steel pipe 1, and prevent the outer-wrapped steel pipe 1 from buckling locally.

Optionally, the width-to-thickness ratio of the steel pipe 1 is less than or equal to

Wherein fy is the yield strength of the steel used for the outer-coated steel pipe 1. Illustratively, in the embodiment of the present invention, according to the technical specification of steel pipe concrete structure GB50939-2014 item 4.1.6, for the steel pipe concrete member mainly compressed, the ratio B/t (collectively referred to as the width-thickness ratio) of the long side and the wall thickness of the rectangular cross section should not be greater than

The embodiment of the utility model provides a as a novel connected node, its atress performance is far superior to ordinary girder steel-reinforced concrete post frame node, so further reduce the width to thickness ratio requirement of outsourcing steel pipe, only for the 1/2 of ordinary steel pipe concrete width to thickness ratio limit value, as follows:

in formula (1): b is the long side of the rectangular section of the outer-coated steel pipe 1; t is the wall thickness of the steel pipe 1; f. of _y The yield strength of the steel used for the outer-wrapped steel pipe 1.

Therefore, compared with the common concrete-filled steel tubular column, the thickness requirement of the steel tube 1 wrapped outside the concrete-filled steel tubular column is lower, the steel consumption can be greatly reduced, and the construction cost is further reduced.

Exemplarily, in the utility model discloses in, when adopting above-mentioned standard to confirm the thickness of outsourcing steel pipe 1, it also has the requirement to receive shear capacity to the required node that satisfies of wall thickness, according to "concrete structure design criteria" GB50010-2010 11.6.4 can know, frame beam column node needs to satisfy the antidetonation and receives shear capacity requirement. The anti bearing capacity of shearing of ordinary reinforced concrete beam column node is mainly provided by core space concrete and beam column stirrup, and the utility model discloses the anti bearing capacity of shearing is mainly provided by core space concrete and outsourcing steel pipe 1, so refer to 6.3.12 and 11.6.4 formula of calculating, and the applicant proposes the utility model discloses the antidetonation is cut the bearing capacity and is checked calculation formula, as follows:

V≤V _cs +V _s (2)

V＝γ _RE V _j (3)

V _s ＝A _n f _v (5)

in the above formula: v is the maximum shear design value on the oblique section of the node core area; v _j The shear design values of the node oblique sections of the first, second and third seismic levels are obtained; gamma ray _RE The shock resistance adjustment coefficient of the bearing capacity; v _cs Designing the shearing bearing capacity of concrete and stirrups on the inclined section of the node core area; v _s The design value of the shearing bearing capacity of the steel pipe wrapping 1 is obtained; λ is eccentrically pressedThe shear-span ratio of the cross section of the member is calculated and is taken as M/(Vh) ₀ )；f _t The design value of the tensile strength of the concrete is obtained; b is the width of the rectangular section of the outer-coated steel pipe 1; h is a total of ₀ The effective height of the rectangular section of the outer-wrapped steel pipe 1; f. of _yv The design value of the tensile strength of the stirrup is obtained; a. The _sv The cross-sectional area of each limb of the stirrup is the whole cross-sectional area of each limb of the stirrup arranged in the same cross section; s is the interval of the inside stirrup of node, it is in need of explaining in the embodiment of the utility model, it is to explain that, because in the embodiment of the utility model, the inside reinforcing bar 5 outside of outsourcing steel pipe 1 can partly set up stirrup 6, so in this embodiment, can save f in formula (4) _yv 、A _sv And the corresponding part of s; a. The _n The net cross-sectional area of the sheared web plate 41 of the externally wrapped steel pipe 1, namely the product of the wall thickness of the web plate 41 and the column height; f. of _v The shear strength design value of the steel material used for the outer steel pipe 1.

Based on the formula, the applicant simultaneously carries out numerical simulation analysis through ABAQUS finite element software to obtain the integral stress state of the node, wherein the strength grade of the concrete is C40, and the grade of the steel is Q355. Under the earthquake load effect, the plasticity hinge appears at the beam-ends, and obvious destruction does not all appear in node steel and concrete, can realize the effect of strong and weak post, the weak component of strong node, can prove from theory the embodiment of the utility model provides a be safe, reliable.

Optionally, the distance between the first inner partition 2 and one end face of the outer-coated steel pipe 1 in the axial direction is 50mm, and the distance between the second inner partition 3 and the other end face of the outer-coated steel pipe 1 in the axial direction is 50mm. Exemplarily, in the embodiment of the present invention, the heights of the upper and lower end surfaces of the steel pipe 1 on the axis are 50mm more than the flange 42 of the steel beam 4, which facilitates welding.

Optionally, the aperture of the first casting hole 21 and the second casting hole 31 is greater than or equal to 200mm. Exemplarily, in the embodiment of the present invention, on the first inner baffle 2 and the second inner baffle 3, the first aperture of pouring the hole 21 and the second aperture of pouring the hole 31 are not less than 200mm, so that the steel beam connection node has good air permeability in the pouring process, and when being convenient for pour concrete, the stability of the connection node can be greatly enhanced.

Illustratively, in the embodiment of the present invention, the diameters of the first and second reinforcement holes 22 and 32 are also larger than the diameter of the longitudinal reinforced concrete rib, so as to ensure that the steel beam connection node has good air permeability during the casting process.

As shown in fig. 8, the assembled reinforced concrete column-steel beam connection node may further include stirrups 6, and the stirrups 6 may be hooped on the plurality of steel bars 5 between the first inner partition 2 and the second inner partition 3. Exemplarily, in the embodiment of the present invention, for some specific buildings with higher earthquake-resistant requirements, after the plurality of steel bars 5 are completely penetrated, the hoop 6 is further fixed to the segment located between the first inner partition board 2 and the second inner partition board 3, that is, the segment located in the node core area, so as to improve the overall earthquake-resistant performance of the connection node. Can select whether to set up stirrup 6 according to actual demand, the embodiment of the utility model provides a do not do the injecing to this.

Optionally, the flange 42 at one end of the steel beam 4 is connected to the side wall 11 in a wing expanding manner. Exemplarily, in the embodiment of the present invention, at the connection between the steel beam 4 and the side wall 11, the end of the flange 42 for connecting with the first inner partition 2 and the second inner partition 3 is widened, the welding connection area with the first inner partition 2 and the second inner partition 3 is increased, the connection stability and the overall mechanical strength are improved, and the anti-seismic performance of the connection node is further increased.

Optionally, the fabricated reinforced concrete column-steel beam connection node further comprises a variable cross-section beam 43, and on the two opposite side walls 11 of the steel pipe outsourcing 1, if the width of the web 41 of the two steel beams 4 is different and the width difference of the web 41 of the two steel beams 4 is less than 150mm, the steel beams 4 are connected with the side walls 11 through the variable cross-section beam 43. As shown in fig. 9, for example, in a possible embodiment of the present invention, two steel beams 4 connected to the same-direction side wall 11 of the steel pipe surround 1 may have different heights in two directions, that is, the widths of the webs 41 of the two steel beams 4 are different. If the widths of the webs 41 of the two steel beams 4 are different and the width difference of the webs 41 of the two steel beams 4 is less than 150mm, a variable cross-section beam is adopted, a larger cross section is adopted at a position with larger bending moment, and a smaller cross section is adopted at a position with smaller bending moment, so that the steel beams 4 with smaller widths of the webs 41 can be stably welded with the first inner partition plate 2 or the second inner partition plate 3, the mechanical performance is ensured, and the material consumption of the steel beams 4 is reduced.

For example, as shown in fig. 10, when the width of the web 41 of each of the two steel beams 4 is smaller than the width of the prefabricated contour hole 111, if the width difference is smaller than 150mm, the two-way steel beams 4 on both sides can be connected with the side wall 11 by using the variable cross-section beam 43, so that the two side flanges 42 of the steel beams 4 can be stably welded with the first inner partition plate 2 and the second inner partition plate 3 respectively.

Optionally, the assembled reinforced concrete column-steel beam connection node further includes a third inner partition plate 7, where the third inner partition plate 7 has a third casting hole matching the first casting hole 21, and a plurality of third reinforcement holes corresponding to the first reinforcement holes 22 one by one, and on two opposite side walls 11 of the steel-encased pipe 1, if the widths of the webs 41 of the two steel beams 4 are different and the width difference of the webs 41 of the two steel beams 4 is greater than or equal to 150mm, the third inner partition plate 7 is fixedly connected inside the steel-encased pipe 1 and located between the first inner partition plate 2 and the second inner partition plate 3, the first inner partition plate 2 is welded to a flange 42 located on one side of the web 41 of the steel beam 4 with the smaller width of the web 41, the third inner partition plate 7 is welded to a flange 42 located on the other side of the web 41 of the steel beam 4 with the smaller width, and two sides of one end of the web 41 of the steel beam 4 with the smaller width of the web 41 are welded to the first inner partition plate 2 and the third inner partition plate 7, respectively. As shown in fig. 11, for example, in another possible embodiment of the present invention, two steel beams 4 connected to the same-direction side wall 11 of the steel sheath 1 may have two-way unequal heights, the widths of the webs 41 of the two steel beams 4 are different, and the width difference of the webs 41 of the two steel beams 4 is greater than or equal to 150 mm. At this time, the method of adopting the variable cross-section beam to forcibly guide the side flange 42 to the prefabricated contour hole 111 to be welded with the first inner partition plate 2 or the second inner partition plate 3 causes the increase of steel consumption, and the processing cost is increased. In this case, a third internal partition 7 is additionally provided between the first internal partition 2 and the second internal partition 3 by means of the steel beam 4 having a smaller width corresponding to the web 41. The steel beam 4 with the smaller width of the web plate 41 can be directly connected with the side wall 11 by adopting a beam with a uniform cross section and is directly welded with the third inner partition plate 7, so that the mechanical property is ensured, and the integral material consumption of the connection node is reduced.

For example, as shown in fig. 12, when the width of the web 41 of two steel beams 4 is the same and is smaller than the width of the prefabricated contour hole 111, and the width difference is greater than or equal to 150mm, the flange 42 on one side of the two-way steel beam 4 on both sides can be directly welded and connected with the third inner partition 7.

Unless defined otherwise, technical or scientific terms used herein shall have the ordinary meaning as understood by one of ordinary skill in the art to which this invention belongs. The use of "first," "second," and similar terms in the description and in the claims is not intended to indicate any order, quantity, or importance, but rather is used to distinguish one element from another. Also, the use of the terms a, an, etc. do not denote a limitation of quantity, but rather denote the presence of at least one. The word "comprise" or "comprises", and the like, means that the element or item listed before "comprises" or "comprising" covers the element or item listed after "comprising" or "comprises" and its equivalents, and does not exclude other elements or items. The terms "connected" or "coupled" and the like are not restricted to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "upper", "lower", "left", "right", and the like are used merely to indicate relative positional relationships, which may also change accordingly when the absolute position of the object being described changes.

The above description is only an optional embodiment of the present invention, and is not intended to limit the present invention, and any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (9)

1. An assembled reinforced concrete column-steel beam connection node, comprising: an outer-wrapped steel pipe (1), a first inner clapboard (2), a second inner clapboard (3), four steel beams (4) and a plurality of steel bars (5),

the steel bar pouring structure is characterized in that the steel bar wrapping pipe (1) is rectangular and comprises four side walls (11) which are sequentially and vertically connected, each side wall (11) is provided with a profile hole (111) matched with the section of the steel bar (4) in a cutting mode, one end of each steel bar (4) is respectively connected with the profile holes (111) in the four side walls (11) in a welding mode, each steel bar (4) comprises a web (41) and flanges (42) which are vertically connected to the two ends of the web (41), the first inner partition plate (2) and the second inner partition plate (3) are fixedly connected to the inside of the steel bar wrapping pipe (1) and are arranged at intervals along the axial direction of the steel bar wrapping pipe (1), the first inner partition plate (2) is connected with the flanges (42) on one side of the web (41) of the steel bar (4) in a welding mode, the second inner partition plate (3) is connected with the flanges (42) on the other side of the web (41) of the steel bar (4) in a welding mode, the first inner partition plate (2) is provided with a first pouring hole (21) and a plurality of pouring holes (22) are arranged around the first steel bar holes (21), and a plurality of pouring holes (31) are arranged corresponding to the first steel bar holes (21), and a plurality of second reinforcement holes (32) corresponding to the plurality of first reinforcement holes (22) one by one, wherein the reinforcement bars (5) are arranged in the corresponding first reinforcement holes (22) and the second reinforcement holes (32) in a penetrating way.

2. An assembled reinforced concrete column-steel beam connection node as claimed in claim 1, wherein one end of the web (41) extends into the outer-wrapped steel pipe (1) through the contour hole (111), and both sides of one end of the web (41) are respectively connected with the first inner partition (2) and the second inner partition (3) in a welding manner.

3. The assembled reinforced concrete column-steel beam connecting node as claimed in claim 1, wherein the width-to-thickness ratio of the outer clad steel pipe (1) is less than or equal to

Wherein fy is the sheath steelThe yield strength of the steel material used for the pipe (1).

4. An assembled reinforced concrete column-steel beam connection node as claimed in claim 3, wherein the first inner partition (2) is spaced from one end surface of the outer-wrapped steel pipe (1) in the axial direction by 50mm, and the second inner partition (3) is spaced from the other end surface of the outer-wrapped steel pipe (1) in the axial direction by 50mm.

5. An assembled reinforced concrete column-steel beam connecting node according to claim 1, characterized in that the first casting hole (21) and the second casting hole (31) have a hole diameter greater than or equal to 200mm.

6. An assembled reinforced concrete column-steel beam connection node according to claim 1, further comprising stirrups (6), said stirrups (6) being hooped on a plurality of rebars (5) located between said first inner partition (2) and said second inner partition (3).

7. An assembled reinforced concrete column-steel beam connection node according to claim 1, wherein the flange (42) at one end of the steel beam (4) is connected with the side wall (11) in a wing-expanding type.

8. The fabricated reinforced concrete column-steel beam connection node as claimed in claim 7, further comprising a variable cross-section beam (43), on the opposite two side walls (11) of the overcladding steel pipe (1), the steel beam (4) and the side walls (11) being connected by the variable cross-section beam (43) if the web (41) widths of the two steel beams (4) are different and the difference in the web (41) widths of the two steel beams (4) is less than 150 mm.

9. The assembled reinforced concrete column-steel beam connection node of claim 7, it is characterized in that the assembled reinforced concrete column-steel beam connecting joint also comprises a third inner partition plate (7), the third inner baffle (7) is provided with a third pouring hole matched with the first pouring hole (21), and a plurality of third tendon holes corresponding to the plurality of first tendon holes (22) one to one, if the web (41) of the two steel beams (4) are different in width and the difference in the width of the web (41) of the two steel beams (4) is greater than or equal to 150mm on the two opposite side walls (11) of the steel overcladding pipe (1), the third inner partition plate (7) is fixedly connected with the inside of the outsourcing steel pipe (1) and is positioned between the first inner partition plate (2) and the second inner partition plate (3), the first inner partition plate (2) is connected with the flange (42) which is positioned on one side of the web plate (41) of the steel beam (4) with the smaller width of the web plate (41) in a welding way, the third inner partition plate (7) is in welded connection with the flange (42) on the other side of the web (41) of the steel beam (4) with the smaller width, and two sides of one end of the web (41) of the steel beam (4) with the smaller width of the web (41) are respectively in welded connection with the first inner partition plate (2) and the third inner partition plate (7).

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