Splicing method and structure of steel column base joint with shock resistance toughness

Abstract

The invention discloses an assembling method and structure for a steel column base joint with shock resistance toughness. The assembling method comprises the steps that a connecting plate is welded to the surface of a base; the flange plates are welded to one side of the steel column, then the steel column is vertically placed in the center of the bottom plate, the flange plates and the connecting plate pieces on the same side are oppositely arranged at intervals, and the connecting plate pieces abut against the steel column; and then the energy dissipation device is placed between the flange plate and the connecting plate piece, and the energy dissipation device is fixedly connected with the connecting plate piece and the flange plate through a plurality of high-strength bolts. Through the arrangement that the bottom of the steel column and the surface of the bottom plate are only kept in contact without constraint, vertical constraint of the bottom of the steel column and the bottom plate is released, the steel column rotates rigidly and keeps elasticity all the time, node damage is concentrated on the energy dissipation device, it is guaranteed that the column base node has the controllable swing performance under the earthquake effect, and the energy dissipation effect is improved. In addition, reliable shear resistance is guaranteed, and swinging and self-resetting performance of the steel column base joint are achieved.

Description

Technical Field

[0001] The invention relates to the technical field of building steel structures, and in particular to a steel column foot node assembly method and structure with earthquake-resistant toughness. Background Art

[0002] Structural engineers and researchers have gradually realized that clarifying the damage mechanism in the structure is of great significance for controlling the seismic response of the structure and improving the seismic performance of the structure. In recent years, the concept of resilient earthquake resistance has attracted close attention from the academic and engineering communities. Resilient earthquake resistance refers to the ability of a building to maintain or restore its function after encountering a major natural disaster (such as an earthquake).

[0003] The widely used steel structure system is mainly based on ductility design, with life safety as the seismic design goal, and the main lateral force-resistant components of the structure undergo plastic deformation to dissipate the earthquake input energy. However, the structural components will be damaged and have residual deformation, making it difficult to repair the structure after the earthquake and thus losing its function. It can be seen that the shock-absorbing steel structure system with seismic toughness has important research and engineering application value.

[0004] A resilient structure refers to a building structure that can resume its use function without repair or with only a little repair after an earthquake. It is mainly achieved through technologies such as swaying mechanism, self-reset mechanism, energy dissipation mechanism and replaceable mechanism. The steel column foot is an important node connecting the upper main structure and the foundation. The conventional practice is to design the steel column foot as a rigid node to ensure that it can effectively transfer the load of the upper structure to the foundation. However, through post-earthquake investigations, researchers found that weakening the connection node between the bottom of the structure and the foundation, so that the structure sways and resets itself under the action of horizontal earthquakes, can protect the upper structure from damage.

[0005] In the prior art, in order to enhance the ability of the column foot node to dissipate earthquake energy, energy dissipation components are often arranged at the rocking interface between the bottom of the steel column and the foundation surface, such as setting a liftable bottom plate, a viscous damper, and a self-resetting spring. Although the above method can effectively dissipate earthquake input energy and reduce the seismic response of the upper structure, the energy dissipation component is located at the bottom of the steel column or even anchored inside the foundation, which increases the difficulty of post-earthquake repair and replacement. Therefore, it is urgent to provide a steel column foot node assembly method and structure with seismic toughness to achieve rapid post-earthquake function recovery of the steel structure system and reduce the impact of earthquakes on normal life. Summary of the invention

[0006] Based on this, in order to solve the problems existing in the prior art, on the one hand, the present application provides a method for assembling a steel column foot node with seismic toughness, comprising welding at least one connecting plate to the surface of the base;

[0007] Weld at least one flange plate to one side of the steel column, with the flange plate and the connecting plate being located on the same side of the steel column, and then vertically place the steel column at the center of the bottom plate, so that the flange plate and the connecting plate on the same side are arranged opposite to each other with a gap, and the connecting plate is in contact with the steel column;

[0008] At least one energy dissipation device is welded, and then the obtained energy dissipation device is placed between the flange plate and the connecting plate, and the energy dissipation device is respectively connected and fixed to the connecting plate and the flange plate by a plurality of high-strength bolts.

[0009] Furthermore, the stiffening rib is arranged on a side of the connecting plate away from the energy dissipation device, and the stiffening rib is connected to the connecting plate and the bottom plate by welding.

[0010] Furthermore, the welding steps of the energy dissipation device are:

[0011] A plurality of holes arranged in an array are opened on the two side plates, the two side plates are arranged in parallel and spaced apart, and then the corrugated steel plate is arranged between the two side plates, and then the corrugated steel plate and the two side plates are welded together.

[0012] Furthermore, a plurality of holes arranged in an array are provided on the surfaces of the connecting plate and the flange plate, and the number and array arrangement spacing of the holes are consistent with those of the side plates.

[0013] Furthermore, two connecting plates, two flange plates and two energy dissipation devices are each provided, the two connecting plates are respectively located on both sides of the steel column, the two flange plates are respectively located on both sides of the steel column and the two energy dissipation devices are respectively located on both sides of the steel column, and the two connecting plates and the two flange plates are arranged diagonally in a crossed manner.

[0014] Furthermore, the corrugated steel plate is integrally formed by rolling, and the cross section of the corrugated steel plate can be rectangular, trapezoidal, triangular or semicircular.

[0015] On the other hand, the present application provides a steel column foot node structure with earthquake-resistant toughness, comprising: a base plate;

[0016] Steel column, which is in I-shape and vertically arranged at the center of the bottom plate surface;

[0017] A first connecting plate and a second connecting plate, the first connecting plate and the second connecting plate are arranged diagonally, the steel column is located between the first connecting plate and the second connecting plate, and two sides of the steel column are respectively abutted against the first connecting plate and the second connecting plate, and the first connecting plate and the second connecting plate are welded to the bottom plate;

[0018] A first flange plate and a second flange plate, the first flange plate and the second flange plate are diagonally arranged on both sides of the steel column, and the first flange plate and the second flange plate are welded to the steel column, the first flange plate and the first connecting plate are arranged opposite and parallel to each other, and the second flange plate and the second connecting plate are arranged opposite and parallel to each other;

[0019] The first energy dissipation device and the second energy dissipation device, the first energy dissipation device is arranged between the first flange plate and the first connecting plate, and the two sides of the first energy dissipation device are respectively connected to the first flange plate and the first connecting plate by high-strength bolts, the second energy dissipation device is arranged between the second flange plate and the second connecting plate, and the two sides of the second energy dissipation device are respectively connected to the second flange plate and the second connecting plate by high-strength bolts.

[0020] Furthermore, it also includes a first stiffening rib and a second stiffening rib, the first stiffening rib is arranged between the outer side of the first connecting plate and the bottom plate, and is welded to the outer side of the first connecting plate and the bottom plate, and the second stiffening rib is arranged between the outer side of the second connecting plate and the bottom plate, and is welded to the outer side of the second connecting plate and the bottom plate.

[0021] Furthermore, the steel column is provided with a first wing, a second wing, a third wing and a fourth wing, the first flange plate is welded to the first wing, the second flange plate is welded to the first wing, the first connecting plate is abutted against the third wing, and the second connecting plate is abutted against the fourth wing.

[0022] Furthermore, the first energy dissipation device has the same structure as the second energy dissipation device, both of which include two side plates and at least one corrugated steel plate. The corrugated steel plate is arranged between the two side plates, and the corrugated steel plate is welded to the two side plates. The two side plates are provided with a plurality of holes arranged in an array.

[0023] Beneficial effect: The present application releases the vertical constraint between the bottom of the steel column and the bottom plate by only maintaining contact between the bottom of the steel column and the surface of the bottom plate without any constraint setting. The steel column undergoes rigid body rotation and always maintains elasticity. The node damage is concentrated on the energy dissipation device, one side of which is fixed to the steel bottom plate. This ensures that the column foot node has controllable swing performance under earthquake action and that the column foot node has reliable shear resistance. There is no need to additionally set up shear keys to limit the horizontal displacement of the column foot node, thereby achieving the swing and self-resetting performance of the steel column foot node. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying creative work.

[0025] Figure 1 A schematic diagram of the overall structure of a rocking self-resetting steel column foot node with seismic toughness provided by an embodiment of the present invention;

[0026] Figure 2A schematic diagram of the exploded structure of a rocking self-resetting steel column foot node with seismic toughness provided by an embodiment of the present invention;

[0027] Figure 3 A top view of the overall structure of a rocking self-resetting steel column foot node with seismic toughness provided by an embodiment of the present invention;

[0028] Figure 4 A schematic diagram of the steel bottom plate, connecting plate and stiffening rib structure provided in an embodiment of the present invention;

[0029] Figure 5 A schematic diagram of the structure of a connecting plate provided in an embodiment of the present invention;

[0030] Figure 6 A top view of the connecting plate structure provided by an embodiment of the present invention;

[0031] Figure 7 A schematic diagram of the structure of an energy dissipation device provided in an embodiment of the present invention;

[0032] In the figure: 1, bottom plate; 11, first connecting plate; 101, first stiffening rib; 102, second stiffening rib; 12, second connecting plate; 2, steel column; 201, first wing; 202, second wing; 203, third wing; 204, fourth wing; 21, first flange plate; 22, second flange plate; 3, first energy dissipation device; 31, first side plate; 32, second side plate; 33, first corrugated steel plate; 4, second energy dissipation device; 41, third side plate; 42, fourth side plate; 43, second corrugated steel plate; 5, high-strength bolts.

[0033] The realization of the purpose, functional features and advantages of the present invention will be further explained in conjunction with embodiments and with reference to the accompanying drawings. DETAILED DESCRIPTION

[0034] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0035] It should be noted that all directional indications in the embodiments of the present invention (such as up, down, left, right, front, back, etc.) are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0036] In addition, the descriptions of "first", "second", etc. in the present invention are only used for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In addition, "and / or" in the full text includes three solutions. Taking A and / or B as an example, it includes technical solution A, technical solution B, and technical solution that satisfies both A and B. In addition, the technical solutions between the various embodiments can be combined with each other, but it must be based on the ability of ordinary technicians in this field to implement. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0037] like Figure 1-7 As shown, the embodiment of the present application provides a method for assembling a steel column base node with seismic toughness, comprising:

[0038] Welding at least one connecting plate to the surface of the base;

[0039] Weld at least one flange plate to one side of the steel column 2, with the flange plate and the connecting plate being located on the same side of the steel column 2, and then vertically place the steel column 2 at the center of the bottom plate 1, so that the flange plate and the connecting plate on the same side are arranged opposite to each other with a gap, and the connecting plate is in contact with the steel column 2;

[0040] At least one energy dissipation device is welded, and then the obtained energy dissipation device is placed between the flange plate and the connecting plate, and the energy dissipation device is respectively connected and fixed to the connecting plate and the flange plate by a plurality of high-strength bolts.

[0041] In this embodiment, the bottom plate 1 is a rectangular steel plate, and its plane size is determined by the cross section of the steel column 2 and the size of the corrugated plate type replaceable energy dissipation device. Its thickness should be greater than the maximum thickness of the steel column 2 and should not be less than 30 mm to ensure the strength and rigidity of the bottom plate 1 and avoid irreversible permanent deformation.

[0042] The cross section of the steel column 2 is an I-shaped column. The steel column 2 is provided with a first wing 201, a second wing 202, a third wing 203, and a fourth wing 204, and is placed at the center of the bottom plate 1. The direction of the flange plate is consistent with the flange of the steel column 2.

[0043] In other embodiments, the steel column 2, the bottom plate 1, the flange plate, the connecting plate, the stiffening ribs, the corrugated steel plate and the energy dissipation device can be prefabricated in advance, and can be manufactured and assembled in the factory according to the actual situation, and assembled in sequence after being transported to the site. The installation steps are simple and clear, and the requirements for the construction personnel are not high;

[0044] All welds used must be of Grade 2;

[0045] The energy dissipation device and the rigid body rotation of the upper steel column 2 can resist the axial force, shear force and bending moment transmitted to the steel column 2 by the upper structure;

[0046] The energy dissipation device is connected to the connecting plate and the flange plate by high-strength bolts 5. After the earthquake, the damaged energy dissipation device can be replaced by disassembling and tightening the bolts without affecting the normal use function of the structure, thus achieving the purpose of rapid repair and replacement;

[0047] Specifically, since the bottom of the steel column 2 is only in contact with the surface of the bottom plate 1 without any constraint, during an earthquake, the steel column 2 will swing left and right around the bottom flange of the column. During this process, the energy dissipation device will deform, thereby dissipating the earthquake input energy. After the earthquake, the steel column 2 and the energy dissipation device can return to the origin, realizing the self-reset function.

[0048] In the present application, the bottom of the steel column 2 only maintains contact with the surface of the base plate 1 without any constraint setting, thereby releasing the vertical constraint between the bottom of the steel column 2 and the base plate 1. The steel column 2 undergoes a rigid body rotation and always maintains elasticity. The node damage is concentrated on the energy dissipation device, one side of which is fixed to the steel base plate 1. This ensures that the column foot node has controllable swing performance under earthquake action and that the column foot node has reliable shear resistance. There is no need to additionally set up shear keys to limit the horizontal displacement of the column foot node, thereby achieving the swing and self-resetting performance of the steel column 2 foot node.

[0049] In one embodiment, the stiffening rib is disposed on a side of the connecting plate away from the energy dissipation device, and the stiffening rib is connected to the connecting plate and the bottom plate 1 by welding.

[0050] In this embodiment, the shape of the stiffening rib is triangular or rectangular. The provision of the stiffening rib can improve the strength of the connection structure between the connecting plate and the base plate 1 .

[0051] In one embodiment, the welding steps of the energy dissipation device are:

[0052] A plurality of holes arranged in an array are opened on the two side plates, the two side plates are arranged in parallel and spaced apart, and then a corrugated steel plate is arranged between the two side plates, and then the corrugated steel plate and the two side plates are welded together.

[0053] In this embodiment, the two side plates are arranged in parallel, the cross section of the corrugated steel plate can be rectangular, trapezoidal, triangular or semicircular, and the corrugated steel plate is integrally formed by rolling; the energy dissipation device is integrally formed, which is convenient for processing and has sufficient out-of-plane stiffness, high ductility and energy dissipation capacity;

[0054] When the energy dissipation device is subjected to force, the corrugated steel plate will deform, thereby dissipating the earthquake input energy.

[0055] In one embodiment, a plurality of holes arranged in an array are opened on the surface of the connecting plate and the flange plate, and the number and array arrangement spacing are consistent with those of the holes of the side plate.

[0056] In this embodiment, the connection plate and the flange plate can be connected to the energy dissipation device by using high-strength bolts 5 through the holes.

[0057] In one embodiment, two connecting plates, two flange plates, two stiffening ribs and two energy dissipation devices are each provided and are located on both sides of the steel column 2 respectively, and the two connecting plates and the two flange plates are all diagonally arranged.

[0058] In this embodiment, the connecting plate comprises a first connecting plate 11 and a second connecting plate 12, and the first connecting plate 11 and the second connecting plate 12 are arranged diagonally and vertically parallel;

[0059] The flange plate includes a first flange plate 21 and a second flange plate 22, and is arranged diagonally. Specifically, the first flange plate 21 is welded to the first flange edge 201 of the steel column 2, and the second flange plate 22 is welded to the first flange edge 202 of the steel column 2. The first flange plate 21 and the second flange plate 22 are arranged parallel to the first connecting plate member 11 and the second connecting plate member 12, and the first flange plate 21 is arranged opposite to the first connecting plate member 11, and the second flange plate 22 is arranged opposite to the second connecting plate member 12.

[0060] The stiffening ribs include a first stiffening rib 101 and a second stiffening rib 102, wherein the first stiffening rib 101 is disposed between the outer side of the first connecting plate 11 and the bottom plate 1, and the second stiffening rib 102 is disposed between the outer side of the second connecting plate 12 and the bottom plate 1;

[0061] The energy dissipation device includes a first energy dissipation device 3 and a second energy dissipation device 4. The first energy dissipation device 3 is arranged between the first flange plate 21 and the first connecting plate member 11. The two side plates are respectively connected to the first flange plate 21 and the first connecting plate member 11 through high-strength bolts 5. The second energy dissipation device 4 is arranged between the second flange plate 22 and the second connecting plate member 12. The two side plates are respectively connected to the second flange plate 22 and the second connecting plate member 12 through high-strength bolts 5.

[0062] When the energy dissipation device is installed, the first connecting plate 11 abuts against the third wing 203 of the steel column 2, and the second connecting plate 12 abuts against the fourth wing 204 of the steel column 2;

[0063] The first energy dissipation device 3 includes a first side plate 31, a second side plate 32 and a first corrugated steel plate 33, and the second energy dissipation device 4 includes a third side plate 41, a fourth side plate 42 and a second corrugated steel plate 43;

[0064] Specifically, during earthquake action, when the horizontal load acts from the first energy dissipation device 3 to the second energy dissipation device 4, the steel column 2 swings rigidly with the second flange plate 22 at the bottom of the column as the rotation point, and the second energy dissipation device 4 of the steel column 2 moves with the first flange plate 21 of the steel column 2, generating shear deformation, while the first energy dissipation device 3 of the steel column 2 is always in the initial position and does not deform; conversely, when the horizontal load acts from the second energy dissipation device 4 to the first energy dissipation device 3, the steel column 2 swings rigidly with the first flange plate 21 at the bottom of the column as the rotation point, and at this time, the first energy dissipation device 3 of the steel column 2 moves with the second flange plate 22 of the steel column 2, generating shear deformation, while the second energy dissipation device 4 of the steel column 2 is always in the initial position and does not deform;

[0065] After the earthquake, the steel column 2 and the energy dissipation device are restored to their original points, achieving self-resetting performance.

[0066] In one embodiment, the bottom of the bottom plate 1 is sandblasted.

[0067] In this embodiment, the bottom of the bottom plate 1 is sandblasted to enhance the friction force of the contact surface between the bottom of the bottom plate 1 and the base surface.

[0068] The above description is only a preferred embodiment of the present invention, and does not limit the patent scope of the present invention. All equivalent structural changes made by using the contents of the present invention specification and drawings under the inventive concept of the present invention, or directly / indirectly applied in other related technical fields are included in the patent protection scope of the present invention.

Claims

1. A method for assembling a steel column base node with seismic toughness, characterized in that: include: Welding at least one connecting plate to the surface of the base; Weld at least one flange plate to one side of the steel column, with the flange plate and the connecting plate being located on the same side of the steel column, and then vertically place the steel column at the center of the bottom plate, so that the flange plate and the connecting plate on the same side are arranged opposite to each other with a gap, and the connecting plate is in contact with the steel column; At least one energy dissipation device is welded, and then the obtained energy dissipation device is placed between the flange plate and the connecting plate, and the energy dissipation device is respectively connected and fixed to the connecting plate and the flange plate by a plurality of high-strength bolts.

2. The method for assembling a steel column base node with seismic toughness according to claim 1, characterized in that: Also includes: The stiffening rib is arranged on a side of the connecting plate away from the energy dissipation device, and the stiffening rib is connected to the connecting plate and the bottom plate by welding.

3. The method for assembling a steel column base node with seismic toughness according to claim 1, characterized in that: The welding steps of the energy dissipation device are as follows: A plurality of holes arranged in an array are opened on the two side plates, the two side plates are arranged in parallel and spaced apart, and then a corrugated steel plate is arranged between the two side plates, and then the corrugated steel plate and the two side plates are welded together.

4. The method for assembling a steel column base node with seismic toughness according to claim 3 is characterized in that: Also includes: A plurality of holes arranged in an array are provided on the surfaces of the connecting plate and the flange plate, and the number and array arrangement spacing of the holes are consistent with those of the side plates.

5. The method for assembling a steel column base node with seismic toughness according to claim 1, characterized in that: The connecting plates, the flange plates and the energy dissipation devices are each provided with two, the two connecting plates are respectively located on both sides of the steel column, the two flange plates are respectively located on both sides of the steel column, and the two energy dissipation devices are respectively located on both sides of the steel column, and the two connecting plates and the two flange plates are arranged diagonally in a crossed manner.

6. The method for assembling a steel column base node with seismic toughness according to claim 3, characterized in that: The corrugated steel plate is integrally formed by rolling, and the cross section of the corrugated steel plate can be rectangular, trapezoidal, triangular or semicircular.

7. A steel column base node structure with seismic toughness, characterized in that: include: Base plate; A steel column, wherein the steel column is an I-shaped steel column and is vertically arranged at the center of the bottom plate surface; a first connecting plate and a second connecting plate, wherein the first connecting plate and the second connecting plate are arranged diagonally, the steel column is located between the first connecting plate and the second connecting plate, and two sides of the steel column are respectively abutted against the first connecting plate and the second connecting plate, and the first connecting plate and the second connecting plate are welded to the bottom plate; a first flange plate and a second flange plate, wherein the first flange plate and the second flange plate are diagonally arranged on both sides of the steel column, and the first flange plate and the second flange plate are welded to the steel column, the first flange plate is arranged opposite to and in parallel with the first connecting plate, and the second flange plate is arranged opposite to and in parallel with the second connecting plate; A first energy dissipation device and a second energy dissipation device, wherein the first energy dissipation device is arranged between the first flange plate and the first connecting plate, and two sides of the first energy dissipation device are respectively connected to the first flange plate and the first connecting plate by high-strength bolts, and the second energy dissipation device is arranged between the second flange plate and the second connecting plate, and two sides of the second energy dissipation device are respectively connected to the second flange plate and the second connecting plate by high-strength bolts.

8. The steel column base node structure with seismic toughness according to claim 7 is characterized in that: It also includes a first stiffening rib and a second stiffening rib, wherein the first stiffening rib is arranged between the outer side of the first connecting plate and the base plate, and is welded to the outer side of the first connecting plate and the base plate, and the second stiffening rib is arranged between the outer side of the second connecting plate and the base plate, and is welded to the outer side of the second connecting plate and the base plate.

9. The steel column base node structure with seismic toughness according to claim 7, characterized in that: The steel column is provided with a first wing, a second wing, a third wing and a fourth wing, the first flange plate is welded to the first wing, the second flange plate is welded to the first wing, the first connecting plate is abutted against the third wing, and the second connecting plate is abutted against the fourth wing.

10. The steel column base node structure with earthquake-resistant toughness according to claim 7, characterized in that: The first energy dissipation device and the second energy dissipation device have the same structure, both of which include two side plates and at least one corrugated steel plate. The corrugated steel plate is arranged between the two side plates, and the corrugated steel plate is welded to the two side plates. The two side plates are provided with a plurality of holes arranged in an array.

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