CN211285983U - Bearing energy consumption beam column node device capable of recovering function - Google Patents

Abstract

The utility model relates to a bearing energy consumption beam column node device with a recoverable function, which comprises a steel column, an H-shaped steel beam, an upper angle steel and a lower angle steel; the upper angle steel is provided with an upper longitudinal stiffening rib, and the lower angle steel is provided with a lower longitudinal stiffening rib; two sides of the upper longitudinal stiffening rib are respectively provided with an upper transverse restraining rib, one side of the upper transverse restraining rib is fixedly connected with the upper longitudinal stiffening rib, and the other side of the upper transverse restraining rib is fixedly connected with the upper angle steel; the two sides of the lower longitudinal stiffening rib are respectively provided with a lower transverse restraining rib, one side of the lower transverse restraining rib is fixedly connected with the lower longitudinal stiffening rib, the other side of the lower transverse restraining rib is fixedly connected with the lower angle steel, so that the upper longitudinal stiffening rib and the lower longitudinal stiffening rib are changed from single-section large buckling of a single-section stress area to two-section sectional buckling of the stress area in the bearing process, the sectional energy consumption is realized, the pressure capacity and the energy consumption capacity are effectively improved, and the anti-seismic function can be recovered only by replacing the upper angle steel, the lower angle steel, the upper longitudinal stiffening rib, the lower longitudinal stiffening rib, the upper transverse restraining rib, the lower transverse restraining rib and the high-strength bolt after an earthquake.

Description

A load-bearing energy-dissipating beam-column node device with recoverable function

technical field

The utility model relates to the technical field of beam-column joints, in particular to a load-bearing energy-consuming beam-column joint device with recoverable functions.

Background technique

Steel structures are widely used in high-rise buildings, large-span buildings and industrial plants due to their high strength, good ductility, convenient construction and installation, and short construction period. The beam-column joint is an important part of the frame and one of the key design issues. After the Beiling earthquake in 1994 and the Kobe earthquake in 1995, the improvement of beam-column joints has become a hot spot in the field of steel structure research all over the world. Experiments and theoretical studies show that, whether it is a reinforced joint or a weakened joint, these improved joints can achieve the purpose of moving the plastic hinge outward at the joint when a strong earthquake occurs, avoiding premature cracks and brittle joints. destroy.

The beam-column joints in the prior art have the following technical problems: when an earthquake occurs, the beam-column joints are prone to buckling failure under the action of reciprocating loads, the beam-column steel frame produces large residual deformation, the beam-column steel frame structure deforms greatly, and it is difficult to repair after the buckling failure. , so that the bearing capacity is lost and the seismic function cannot be restored.

Utility model content

In view of the technical problems existing in the prior art, the purpose of this utility model is to provide a load-bearing energy-dissipating beam-column joint device with a recoverable function, when an earthquake occurs, the beam-column steel frame will not produce large residual deformation, and the steel frame structure The deformation is small, buckling failure is not easy to occur, and the seismic function can be restored by simple repair after an earthquake.

In order to achieve the above purpose, the utility model adopts the following technical solutions:

A load-bearing energy-consuming beam-column node device with recoverable function, comprising a steel column, an H-shaped steel beam, an upper angle steel and a lower angle steel; the upper flange of the H-shaped steel beam and the steel column are connected by high-strength bolts of the upper angle steel, and the lower flange and the steel column are connected Connected by high-strength bolts of the lower angle steel; the upper angle steel is provided with an upper longitudinal stiffening rib, and the lower angle steel is provided with a lower longitudinal stiffening rib; both sides of the upper longitudinal stiffening rib are respectively provided with an upper transverse restraint rib, and one side of the upper transverse restraint rib is fixed to the The upper longitudinal stiffening rib is fixed to the upper angle steel on the other side; the lower transverse restraining rib is respectively provided on both sides of the lower longitudinal stiffening rib, one side of the lower transverse restraining rib is fixed to the lower longitudinal stiffening rib, and the other side is fixed to the lower angle steel .

Further, the thicknesses of the upper angle steel, the lower angle steel, the upper longitudinal stiffening rib and the lower longitudinal stiffening rib are all smaller than the thickness of the upper flange and the lower flange of the H-shaped steel beam.

Further, the thickness of the upper transverse restraint rib is greater than that of the upper longitudinal stiffener, and the thickness of the lower transverse restraint rib is greater than that of the lower longitudinal stiffener.

Further, the upper transverse restraint rib includes a first upper restraint rib and a second upper restraint rib, the lower transverse restraint rib includes a first lower restraint rib and a second lower restraint rib, and the first upper restraint rib and the second upper restraint rib are from bottom to top The first lower restraint rib and the second lower restraint rib are fixed to the lower longitudinal stiffener and the lower angle steel at intervals from top to bottom.

Further, the distance between the first upper restraint rib and the lower end of the upper longitudinal stiffening rib is L ₁ , the distance between the first upper restraint rib and the second upper restraint rib is L ₂ , and the distance between the second upper restraint rib and the upper end of the upper longitudinal stiffener is L 2 . The distance between them is L ₃ , L ₁ ﹤ L ₂ ﹤ L ₃ ; the distance between the first lower restraint rib and the upper end of the lower longitudinal stiffener is L ₁ ′, and the distance between the first lower restraint rib and the second lower restraint rib is L ₂ ′, the distance between the second lower restraint rib and the lower end of the lower longitudinal stiffener is L ₃ ′, L ₁ ′﹤L ₂ ′﹤L ₃ ′.

Further, the thickness of the first upper restraint rib is greater than the thickness of the second upper restraint rib, and the thickness of the first lower restraint rib is greater than the thickness of the second lower restraint rib.

Further, the area of the first upper restraint rib is larger than the area of the second upper restraint rib, and the area of the first lower restraint rib is greater than the area of the second lower restraint rib.

Further, the distance between the upper longitudinal stiffening rib and the left side of the upper angle steel is equal to the distance between the upper longitudinal stiffening rib and the right side of the upper angle steel, and the distance between the lower longitudinal stiffening rib and the left side of the lower angle steel is equal to the distance between the lower longitudinal stiffening rib and the lower angle steel. The distance between the right sides of the angle steel.

Further, the steel column is provided with a first column inner lateral stiffening rib and a second column inner lateral stiffening rib, the first column inner lateral stiffening rib is arranged corresponding to the upper angle steel, and the second column inner lateral stiffening rib is arranged correspondingly to the lower angle steel.

Further, the upper longitudinal stiffener, the lower longitudinal stiffener, the upper transverse restraint rib and the lower transverse restraint rib are all made of low alloy structural steel.

In general, the utility model has the following advantages:

When an earthquake occurs, the reciprocating load at the beam-column joint is transmitted to the upper longitudinal stiffener through the upper angle steel, and to the lower longitudinal stiffener through the lower angle steel. The upper transverse restraint rib divides the upper longitudinal stiffener into two upper and lower sections of stress area, and the lower transverse restraint rib divides the lower longitudinal stiffener into two upper and lower sections of force area, so that the upper longitudinal stiffener and the lower longitudinal stiffener are in the load-bearing process. From the single-stage large buckling in the single-stage stress region to the segmental buckling in the two-stage stress region, the staged energy dissipation is realized, and the compressive capacity and the compressive capacity of the upper and lower longitudinal stiffeners are effectively improved. energy dissipation capacity, thereby improving the energy dissipation capacity and hysteretic performance of beam-column joints.

Since one side of the upper transverse restraining rib is welded to the upper longitudinal stiffening rib, and the other side is welded to the upper angle steel; When the longitudinal stiffeners are buckling and deformed respectively, on the one hand, the upper and lower transverse restraint ribs can restrain the deformation of the upper and lower longitudinal stiffeners to ensure that the upper and lower longitudinal stiffeners have greater tensile strength. On the other hand, the impact of the upper longitudinal stiffener and the lower longitudinal stiffener is buffered by its own deformation. The reciprocating load generated by the earthquake is composed of the upper angle steel, the lower angle steel, the high-strength bolt, the upper longitudinal stiffener, the lower longitudinal stiffener, and the upper transverse restraint rib. Therefore, the beam-column steel frame will not produce large residual deformation, the deformation of the steel frame structure is small, and buckling damage is not easy to occur. After the earthquake, only the upper angle steel, the lower angle steel, the upper longitudinal stiffener, The lower longitudinal stiffeners, upper and lower transverse restraint ribs and high-strength bolts can restore the seismic function.

Description of drawings

FIG. 1 is a schematic three-dimensional structure diagram of an embodiment of the present invention.

FIG. 2 is a top view of an embodiment of the present invention.

Description of reference numbers:

1—steel column;

2——H-shaped steel beam;

31 - upper angle steel, 32 - lower angle steel;

41 - upper longitudinal stiffener, 42 - lower longitudinal stiffener;

51—the first upper restraint rib, 52—the second upper restraint rib;

61 - the first lower restraint rib, 62 - the second lower restraint rib;

71 - transverse stiffeners in the first column, 72 - transverse stiffeners in the second column;

8 - high-strength bolts.

Detailed ways

The present utility model will be described in further detail below.

As shown in Figures 1 to 2, a beam-column node device with a recoverable function for bearing energy dissipation includes a steel column 1, an H-shaped steel beam 2, an upper angle steel 31 and a lower angle steel 32; the upper flange of the H-shaped steel beam 2 It is connected with the steel column 1 through the upper angle steel 31 high-strength bolts 8, and the lower flange is connected with the steel column 1 through the lower angle steel 32 high-strength bolts 8; the upper angle steel 31 is provided with an upper longitudinal stiffener 41, and the lower angle steel 32 is provided with a lower longitudinal stiffener Rib 42; upper transverse restraint ribs are respectively provided on both sides of upper longitudinal stiffening rib 41, one side of the upper transverse restraint rib is fixed to the upper longitudinal stiffening rib 41, and the other side is fixed to the upper angle steel 31; both sides of the lower longitudinal stiffening rib 42 Lower transverse restraint ribs are respectively provided, one side of the lower transverse restraint rib is fixed to the lower longitudinal stiffening rib 42 , and the other side is fixed to the lower angle steel 32 .

Specifically, the steel column 1 is an H-shaped steel column or a box-shaped steel column. The H-shaped steel beam 2 is arranged horizontally with the upper flange surface facing upward. The upper angle steel 31 includes an upper horizontal steel plate and an upper vertical steel plate. The bottom surface of the upper horizontal steel plate abuts on the top surface of the upper flange of the H-shaped steel beam 2, and the upper horizontal steel plate and the upper flange of the H-shaped steel beam 2 are connected by high-strength bolts 8; the back of the upper vertical steel plate abuts on one side of the steel column 1, The upper vertical steel plate and the steel column 1 are connected by high-strength bolts 8 . The lower angle steel 32 includes a lower horizontal steel plate and a lower vertical steel plate. The top surface of the lower horizontal steel plate abuts against the bottom surface of the lower flange of the H-shaped steel beam 2, and the lower horizontal steel plate and the lower flange of the H-shaped steel beam 2 are connected by high-strength bolts 8; the back of the lower vertical steel plate abuts on one side of the steel column 1, The lower vertical steel plate and the steel column 1 are connected by high-strength bolts 8 . The arrangement of the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 improves the stability and torsional performance of the beam column.

When an earthquake occurs, the reciprocating load at the beam-column joint is transmitted to the upper longitudinal stiffener 41 through the upper angle steel 31, and is transmitted to the lower longitudinal stiffener 42 through the lower angle steel 32. The upper transverse restraint rib is perpendicular to the upper longitudinal stiffener 41, and the upper longitudinal stiffener 41 is divided into upper and lower stress areas, and the lower transverse restraint rib is perpendicular to the lower longitudinal stiffener 42, and the lower longitudinal stiffener 42 is divided into upper and lower sections. In the stress area, the upper longitudinal stiffener 41 and the lower longitudinal stiffener 42 are transformed from the single-segment large buckling of the single-segment stress area to the segmental buckling of the two-segment stress area during the bearing process, realizing segmental energy consumption, which is relatively The compressive capacity and energy dissipation capacity of the upper longitudinal stiffener 41 and the lower longitudinal stiffener 42 are effectively improved, thereby improving the energy dissipation capacity and hysteretic performance of the beam-column joint.

Because one side of the upper transverse restraint rib is fixed to the upper longitudinal stiffening rib 41, and the other side is fixed to the upper angle steel 31; one side of the lower transverse restraint rib is fixed to the lower longitudinal stiffening rib 42, and the other side is fixed to the lower angle steel 32 Therefore, when the upper longitudinal stiffener 41 and the lower longitudinal stiffener 42 are respectively buckling and deformed, on the one hand, the upper transverse restraint rib and the lower transverse restraint rib constrain the deformation of the upper longitudinal stiffener 41 and the lower longitudinal stiffener 42 to ensure the upper longitudinal stiffener. 41 and the lower longitudinal stiffener 42 have greater tensile strength. On the other hand, the impact of the upper longitudinal stiffener 41 and the lower longitudinal stiffener 42 is buffered by their own deformation. , High-strength bolts 8, upper longitudinal stiffener 41, lower longitudinal stiffener 42, upper transverse restraint rib and lower transverse restraint rib buckling share, so the beam-column steel frame will not produce large residual deformation, the deformation of the steel frame structure is small, not easy to In the event of buckling failure, after an earthquake, it is only necessary to replace the upper angle steel 31, the lower angle steel 32, the upper longitudinal stiffener 41, the lower longitudinal stiffener 42, the upper and lower transverse restraint ribs and the high-strength bolts 8 to restore the seismic function.

In this embodiment, the upper transverse restraint rib and the lower transverse restraint rib are both made of steel plates. One side of the upper transverse restraint rib is welded to the upper longitudinal stiffening rib 41, and the other side is welded to the upper angle steel 31; one side of the lower transverse restraint rib is welded to the lower longitudinal stiffener 42, and the other side is welded to the lower angle steel 32.

The thicknesses of the upper angle steel 31 , the lower angle steel 32 , the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 are all smaller than the thicknesses of the upper flange and the lower flange of the H-shaped steel beam 2 . The reciprocating load at the beam-column joint is transmitted to the upper longitudinal stiffener 41 through the upper angle steel 31, and is transmitted to the lower longitudinal stiffener 42 through the lower angle steel 32. The upper angle steel 31, the lower angle steel 32, the upper longitudinal stiffener 41 and the lower The longitudinal stiffening rib 42, due to its small thickness and low rigidity, will buckle before the steel beam, thereby effectively protecting the beam-column steel frame structure.

The thickness of the upper transverse restraint rib is greater than the thickness of the upper longitudinal stiffening rib 41 , and the thickness of the lower transverse restraint rib is greater than the thickness of the lower longitudinal stiffening rib 42 . Due to the large thickness and high rigidity, the upper and lower transverse restraining ribs can effectively restrain the deformation of the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42. It is divided into upper and lower stress areas, so that the upper longitudinal stiffener 41 and the lower longitudinal stiffener 42 are transformed from the single-segment large buckling of the single-segment stress area to the segmental buckling of the two-segment stress area during the bearing process. segmented power consumption.

The upper transverse restraint rib includes a first upper restraint rib 51 and a second upper restraint rib 52, the lower transverse restraint rib includes a first lower restraint rib 61 and a second lower restraint rib 62, and the first upper restraint rib 51 and the second upper restraint rib 52 is fixed to the upper longitudinal stiffening rib 41 at intervals from bottom to top, and the first lower restraint rib 61 and the second lower restraint rib 62 are fixed to the lower longitudinal stiffener 42 from top to bottom at intervals. Through the first upper restraint rib 51 and the second upper restraint rib 52 and the first lower restraint rib 61 and the second lower restraint rib 62, the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 respectively have three sections of stress area. During the load-bearing process, it is transformed into segmental buckling of the three-segment stress zone, and the segmental energy dissipation effect is better.

In this embodiment, the first upper restraint rib 51 and the second upper restraint rib 52 and the first lower restraint rib 61 and the second lower restraint rib 62 are all parallel to the flange surface of the steel beam. There are two first upper constraining ribs 51 and two second upper constraining ribs 52 each, and two first upper constraining ribs 51 are correspondingly arranged and welded to both sides of the upper longitudinal stiffening rib 41 respectively; two second upper constraining ribs 52 are correspondingly arranged , respectively welded on both sides of the upper longitudinal stiffening rib 41; the first lower restraint rib 61 and the second lower restraint rib 62 each have 2, and the two first lower restraint ribs 61 are correspondingly arranged and welded to the two lower longitudinal stiffeners 42 respectively. side; two second lower restraint ribs 62 are correspondingly arranged and welded to both sides of the lower longitudinal stiffening rib 42 respectively. Through the restraint of the restraint ribs on the left and right sides, the structure of the stiffener is balanced, and the segmental buckling effect is better.

The distance between the first upper restraint rib 51 and the lower end of the upper longitudinal stiffening rib 41 is L ₁ , the distance between the first upper restraint rib 51 and the second upper restraint rib 52 is L ₂ , the second upper restraint rib 52 and the upper longitudinal stiffener The distance between the upper ends of the ribs 41 is L ₃ , L ₁ ﹤ L ₂ ﹤ L ₃ ; the distance between the first lower restraint rib 61 and the upper end of the lower longitudinal stiffening rib 42 is L ₁ ′, the first lower restraint rib 61 and the second lower The distance between the restraining ribs 62 is L ₂ ′, and the distance between the second lower restraining rib 62 and the lower end of the lower longitudinal stiffening rib 42 is L ₃ ′, L ₁ ′﹤L ₂ ′﹤ L ₃ ′.

In the 3-section force-bearing area of the upper longitudinal stiffening rib 41, the main stress-bearing section is between the first upper restraining rib 51 and the lower end of the upper longitudinal stiffening rib 41. The length of this section is short and is not easily deformed. The restraining rib 51 can better restrain the buckling deformation of the upper longitudinal stiffening rib 41 in this section; between the first upper restraining rib 51 and the second upper restraining rib 52, that is, the middle section of the upper longitudinal stiffening rib 41 is the secondary stress section, The length of this section is longer than that of the main stress section, which can buffer the force impact left after the buckling of the main stress section in a long distance; the force between the second upper restraining rib 52 and the upper end of the upper longitudinal stiffening rib 41 is the smallest, and the length of this section is the smallest. The longest, which can completely absorb the impact after the buckling of the main and secondary force sections within the longest distance. The first upper restraining rib 51 and the second upper restraining rib 52 divide the upper longitudinal stiffening rib 41 into three sections of stress areas with different distances, which can increase the bearing capacity of the upper longitudinal stiffening rib 41 to a greater extent.

Similarly, the first lower restraint rib 61 and the second lower restraint rib 62 divide the lower longitudinal stiffening rib 42 into three sections of stress zones with different distances, which can increase the bearing capacity of the lower longitudinal stiffening rib 42 to a greater extent.

The thickness of the first upper restraint rib 51 is greater than the thickness of the second upper restraint rib 52 , and the thickness of the first lower restraint rib 61 is greater than the thickness of the second lower restraint rib 62 .

Adopting this structure makes the rigidity of the first upper restraint rib 51 and the first lower restraint rib 61 greater than the rigidity of the second upper restraint rib 52 and the second lower restraint rib 62 .

Since the upper longitudinal stiffening rib 41 between the first upper restraining rib 51 and the lower end of the upper longitudinal stiffening rib 41 is the main stress section, the upper longitudinal stiffening rib 41 between the first upper restraining rib 51 and the second upper restraining rib 52 is Secondary stress section; the lower longitudinal stiffener 42 between the first lower constraint rib 61 and the upper end of the lower longitudinal stiffener 42 is the main stress section, and the lower longitudinal stiffener between the first lower constraint rib 61 and the second lower constraint rib 62 The stiffening rib 42 is a secondary stress section. The first upper restraining rib 51 and the first lower restraining rib 61 are relatively rigid and are not easily deformed, and can better restrain the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 .

The area of the first upper restraint rib 51 is larger than that of the second upper restraint rib 52 , and the area of the first lower restraint rib 61 is greater than that of the second lower restraint rib 62 .

Since the upper longitudinal stiffening rib 41 between the first upper restraining rib 51 and the lower end of the upper longitudinal stiffening rib 41 is the main stress section, the upper longitudinal stiffening rib 41 between the first upper restraining rib 51 and the second upper restraining rib 52 is Secondary stress section; the lower longitudinal stiffener 42 between the first lower constraint rib 61 and the upper end of the lower longitudinal stiffener 42 is the main stress section, and the lower longitudinal stiffener between the first lower constraint rib 61 and the second lower constraint rib 62 The stiffening rib 42 is a secondary stress section. The first upper restraining rib 51 and the first lower restraining rib 61 are relatively rigid and are not easily deformed, and can better restrain the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 . Therefore, the area of the first upper constraining rib 51 and the first lower constraining rib 61 are relatively large, and the rigidity is also relatively large, so that deformation is not easy to occur, and the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 can be better restrained.

The distance between the upper longitudinal stiffening rib 41 and the left side of the upper angle steel 31 is equal to the distance between the upper longitudinal stiffening rib 41 and the right side of the upper angle steel 31, and the distance between the lower longitudinal stiffening rib 42 and the left side of the lower angle steel 32 is equal to the distance between the lower longitudinal stiffening rib 41 and the left side of the lower angle steel 32 The distance between the stiffening rib 42 and the right side of the lower angle steel 32 . The upper longitudinal stiffening rib 41 is welded to the centerline position of the upper angle steel 31 , and the lower longitudinal stiffening rib 42 is welded to the centerline position of the lower angle steel 32 . This structure makes the upper longitudinal stiffener 41 and the upper angle steel 31 and the lower longitudinal stiffener 42 and the lower angle steel 32 symmetrical in structure, the force is balanced, and the reciprocating load at the beam-column joint can pass through the upper longitudinal stiffener 41 and the lower longitudinal stiffener 41. The buckling of the stiffening rib 42 is buffered, and the torsion is not easy to occur, resulting in a large residual deformation of the beam-column steel frame, and the deformation of the steel frame structure is small.

The steel column 1 is provided with a transverse stiffening rib 71 in the first column and a transverse stiffening rib 72 in the second column. 32 corresponds to the setting.

When the node of the dye column bears the reciprocating load, the upper angle steel 31 and the lower angle steel 32 are deformed by force, which will cause the steel column 1 connected to it to deform. The inner transverse stiffeners 72 of the second column are arranged corresponding to the lower angle steel 32. The inner transverse stiffeners 71 of the first column and the inner transverse stiffeners 72 of the second column can resist the deformation of the steel column 1, so that the steel frame will not produce large residual deformation. . The transverse stiffening rib 71 and the upper angle steel 31 in the first column and the transverse stiffening rib 72 and the lower angle steel 32 in the second column are respectively arranged on both sides of the steel column 1, and the steel column 1 is clamped from both sides of the steel column 1 to improve the The stability and torsion resistance of the steel frame are improved.

The upper longitudinal stiffening rib 41, the lower longitudinal stiffening rib 42, the upper transverse restraint rib and the lower transverse restraint rib are all made of low alloy structural steel.

The above-mentioned embodiments are preferred embodiments of the present utility model, but the embodiments of the present utility model are not limited by the above-mentioned embodiments, and any other changes, modifications, and substitutions made without departing from the spirit and principle of the present utility model , combination and simplification, all should be equivalent replacement methods, which are all included in the protection scope of the present invention.

Claims (10)

1. The utility model provides a bearing energy consumption beam column node device of recoverable function which characterized in that: the steel column comprises a steel column, an H-shaped steel beam, upper angle steel and lower angle steel; the upper flange of the H-shaped steel beam is connected with the steel column through an upper angle steel high-strength bolt, and the lower flange is connected with the steel column through a lower angle steel high-strength bolt; the upper angle steel is provided with an upper longitudinal stiffening rib, and the lower angle steel is provided with a lower longitudinal stiffening rib; two sides of the upper longitudinal stiffening rib are respectively provided with an upper transverse restraining rib, one side of the upper transverse restraining rib is fixedly connected with the upper longitudinal stiffening rib, and the other side of the upper transverse restraining rib is fixedly connected with the upper angle steel; and lower transverse restraining ribs are respectively arranged on two sides of the lower longitudinal stiffening rib, one side of each lower transverse restraining rib is fixedly connected with the lower longitudinal stiffening rib, and the other side of each lower transverse restraining rib is fixedly connected with the lower angle steel.

2. A function recoverable, energy-consuming beam-column node apparatus according to claim 1, wherein: the thicknesses of the upper angle steel, the lower angle steel, the upper longitudinal stiffening rib and the lower longitudinal stiffening rib are all smaller than the thicknesses of an upper flange and a lower flange of the H-shaped steel beam.

3. A function recoverable, energy-consuming beam-column node apparatus according to claim 1, wherein: the thickness of the upper transverse restraint rib is larger than that of the upper longitudinal stiffening rib, and the thickness of the lower transverse restraint rib is larger than that of the lower longitudinal stiffening rib.

4. The function-recoverable beam column node device for bearing energy consumption according to any one of claims 1 to 3, wherein: the upper transverse constraint rib comprises a first upper constraint rib and a second upper constraint rib, the lower transverse constraint rib comprises a first lower constraint rib and a second lower constraint rib, the first upper constraint rib and the second upper constraint rib are fixedly connected to the upper longitudinal stiffening rib and the upper angle steel at intervals from bottom to top, and the first lower constraint rib and the second lower constraint rib are fixedly connected to the lower longitudinal stiffening rib and the lower angle steel at intervals from top to bottom.

5. The recoverable-function load-bearing energy-consuming beam-column node device of claim 4, wherein: the distance between the first upper restraint rib and the lower end of the upper longitudinal stiffening rib is L₁The distance between the first upper constraint rib and the second upper constraint rib is L₂The distance between the second upper constraint rib and the upper end of the upper longitudinal stiffening rib is L₃，L₁﹤L₂﹤L₃(ii) a The distance between the first lower constraint rib and the upper end of the lower longitudinal stiffening rib is L₁' and the distance between the first lower constraint rib and the second lower constraint rib is L₂' the distance between the second lower constraint rib and the lower end of the lower longitudinal stiffening rib is L₃′，L₁′﹤L₂′﹤L₃′。

6. The recoverable-function load-bearing energy-consuming beam-column node device of claim 4, wherein: the first upper restraint rib thickness is greater than the second upper restraint rib thickness and the first lower restraint rib thickness is greater than the second lower restraint rib thickness.

7. The recoverable-function load-bearing energy-consuming beam-column node device of claim 4, wherein: the first upper restraint rib area is greater than the second upper restraint rib area and the first lower restraint rib area is greater than the second lower restraint rib area.

8. The recoverable-function load-bearing energy-consuming beam-column node device of claim 4, wherein: the distance between the upper longitudinal stiffening rib and the left side surface of the upper angle steel is equal to the distance between the upper longitudinal stiffening rib and the right side surface of the upper angle steel, and the distance between the lower longitudinal stiffening rib and the left side surface of the lower angle steel is equal to the distance between the lower longitudinal stiffening rib and the right side surface of the lower angle steel.

9. A function recoverable, energy-consuming beam-column node apparatus according to claim 8, wherein: be equipped with horizontal stiffening rib in horizontal stiffening rib and the second post in the first post in the steel column, horizontal stiffening rib corresponds the setting with the angle steel in the first post, and horizontal stiffening rib corresponds the setting with the angle steel in the second post.

10. A function recoverable, energy-consuming beam-column node apparatus according to claim 9, wherein: the upper longitudinal stiffening rib, the lower longitudinal stiffening rib, the upper transverse restraining rib and the lower transverse restraining rib are all made of low-alloy structural steel.

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