A self-resetting square steel tube concrete column base node with friction anchoring device

Abstract

The present invention discloses a self-resetting square steel tube concrete column foot node with a friction anchoring device, comprising a square steel tube concrete column, a concrete foundation, an energy dissipation device, prestressed tendons and an anchoring device for the prestressed tendons; the energy dissipation device is symmetrically arranged on both sides of the square steel tube concrete column, and the prestressed tendons are symmetrically arranged on the other two sides of the square steel tube concrete column; the anchoring device comprises a first T-shaped plate, a stiffening rib and a first connecting shaft. Compared with the existing self-resetting column foot prestressed tendons completely fixed anchoring method, the anchoring device of the present invention can achieve friction anchoring, and within the designed lateral displacement range, the anchoring method has the same effect as the completely fixed anchoring method; when the structural lateral displacement exceeds the designed value, the anchoring device slides, and the internal force of the prestressed tendons is kept at a constant value, avoiding the problem of sudden rupture of the prestressed tendons or a sudden drop in bearing capacity after yielding, and the ductility of the node is significantly improved.

Description

Technical Field

[0001] The invention belongs to the technical field of earthquake prevention and disaster reduction of building structures, and in particular relates to a self-resetting square steel tube concrete column foot node with a friction anchoring device. Background Art

[0002] As a form of realizing restorable functional structures, self-resetting structures introduce reset components that can provide structural restoring force on the basis of swing energy dissipation, so as to reduce or even eliminate the residual deformation of the structure after an earthquake, thereby enabling it to quickly restore its function. Introducing the concept of self-resetting at the node is one of the most typical forms of self-resetting structures. Compared with the relatively mature self-resetting beam-column nodes, the research on self-resetting column foot nodes has begun to attract widespread attention from researchers in recent years.

[0003] The column foot node is the "final end" of the upper structure's force transmission, and its force performance is one of the key factors affecting the safety performance of the structure under earthquake action. In the self-resetting column foot node, the prestressed tendons are the last line of defense of the node. The existing anchoring schemes for prestressed tendons in the self-resetting column foot node all adopt a completely fixed anchoring method, which has the following shortcomings:

[0004] When subjected to a huge earthquake beyond the design expectations, the internal force of the prestressed tendons using the existing anchoring method will continue to increase, and may then yield or break, causing a sudden drop in the bearing capacity of the node, which is a potential and "fatal" hidden danger to the safety of the entire structure. Summary of the invention

[0005] In view of the shortcomings of the prior art, the purpose of the present invention is to provide a self-resetting square steel tube concrete column base node with a friction anchoring device to solve the problem that in the existing self-resetting column base nodes, the prestressed tendons adopt a completely fixed anchoring method, and the prestressed tendons may yield or break when subjected to a huge earthquake beyond the design expectations.

[0006] In order to solve the above technical problems, the present invention adopts the following technical solutions to achieve the above problems:

[0007] A friction-sliding self-resetting square steel tube concrete column foot node comprises a square steel tube concrete column, a concrete foundation, an energy dissipation device, prestressed tendons and an anchoring device for the prestressed tendons; the energy dissipation device is symmetrically arranged on both sides of the square steel tube concrete column, and the prestressed tendons are symmetrically arranged on the other two sides of the square steel tube concrete column;

[0008] The anchoring device comprises a first T-shaped plate, a stiffening rib and a first connecting shaft, wherein the stiffening rib is arranged at a flange plate I and a web plate I on one side of the first T-shaped plate, and a first connecting hole is arranged on the flange plate I on the other side of the first T-shaped plate; a through hole corresponding to the first connecting hole and for the first connecting shaft to pass through is arranged on the square steel tube concrete column, and the through hole is an oblong hole with a length along the length direction of the square steel tube concrete column; the two ends of the first connecting shaft are respectively connected to the flange plates I of the first T-shaped plate on both sides of the square steel tube concrete column through the through holes; a second connecting hole is arranged on the web plate I of the first T-shaped plate;

[0009] One end of the prestressed tendon is fixed in the concrete foundation, and the other end of the prestressed tendon is anchored on the web I of the first T-shaped plate through the second connecting hole.

[0010] Specifically, the energy dissipation device includes a second T-shaped plate, an L-shaped plate, a second connecting shaft and an anchoring shaft. A third connecting hole is arranged on the web II of the second T-shaped plate, and a fourth connecting hole and a fifth connecting hole are respectively arranged at both ends of the L-shaped plate, and the fourth connecting hole corresponds to the third connecting hole; the web II of the second T-shaped plate is clamped between the ends of the two L-shaped plates where the third connecting holes are arranged, and the web II of the second T-shaped plate and the ends of the two L-shaped plates are connected by the second connecting shaft, and the flange plate II of the second T-shaped plate is fixed to the side of the square steel tube concrete column; the other end of the L-shaped plate is connected to the concrete foundation by the anchoring shaft.

[0011] Preferably, the third connecting hole is an oblique long circular hole, which is inclined downward and outward from the square steel tube concrete column; and the fourth connecting hole is a circular hole.

[0012] Furthermore, a friction plate is sandwiched between the web II of the second T-shaped plate and each L-shaped plate on both sides.

[0013] Preferably, one end of the anchoring shaft is embedded in the concrete foundation.

[0014] Furthermore, a column base plate is provided on the concrete foundation, a sixth connecting hole and a seventh connecting hole for the prestressed tendons to pass through are provided on the column base plate, anchor bolts corresponding to the position of the sixth connecting hole are pre-embedded in the concrete foundation, and the column base plate is connected to the anchor bolts through the sixth connecting hole; the bottom of the energy dissipation device is provided on the column base plate.

[0015] Preferably, one end of the prestressed tendon is embedded in the concrete foundation.

[0016] Furthermore, a lower end plate is provided at the bottom of the square steel tube concrete column, and the lower end plate is in frictional contact with the concrete foundation.

[0017] Compared with the prior art, the present invention has the following beneficial effects:

[0018] (1) Compared with the existing self-resetting column foot prestressed tendon completely fixed anchoring method, the anchoring device of the present invention can achieve friction anchoring. Within the designed lateral displacement range, the effect of this anchoring method is consistent with that of the completely fixed anchoring method. When the structural lateral displacement exceeds the designed value, the anchoring device slides, and the internal force of the prestressed tendon is kept at a constant value, avoiding the problem of sudden rupture of the prestressed tendon or sudden drop in bearing capacity after yielding, and significantly improving the ductility of the node;

[0019] (2) The energy dissipation device of the present invention is a friction energy dissipation device, which has a stable energy dissipation capacity and avoids the strength and stiffness degradation problems of metal plastic energy dissipation in traditional self-resetting nodes;

[0020] (3) All components of the self-resetting column foot node of the present invention are prefabricated in the factory, and no welding work is required on site. Only bolt assembly and tensioning of prestressed tendons are required on site to achieve prefabricated construction, which is in line with the development trend of the construction industry.

[0021] Other features and advantages of the present invention will be described in detail in the following detailed description. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 It is a schematic diagram of the overall structure of the column foot node recorded in the embodiment of the present invention.

[0023] Figure 2 It is a detailed view of the bottom of the column foot recorded in the embodiment of the present invention.

[0024] Figure 3 It is a detailed diagram of the anchoring device recorded in the embodiment of the present invention.

[0025] Figure 4 It is a detailed diagram of the energy dissipation device recorded in the embodiment of the present invention.

[0026] Figure 5 3 is a load-displacement angle hysteresis curve diagram simulated by an embodiment of the present invention.

[0027] Figure 6 It is a graph of the internal force-displacement angle of the prestressed tendons simulated by the embodiment of the present invention.

[0028] Figure 7 It is a stress cloud diagram of a square steel tube concrete column at a displacement angle of 4% simulated in an embodiment of the present invention.

[0029] Figure 8 It is a cloud diagram of column foot deformation and stress at a displacement angle of 4% simulated in an embodiment of the present invention.

[0030] The symbols in the figure represent:

[0031] 1-square steel tube concrete column, 2-concrete foundation, 3-energy dissipation device, 4-prestressed tendons, 5-anchor device, 6-column bottom plate, 7-anchor bolts, 8-lower end plate;

[0032] 31-second T-shaped plate, 32-L-shaped plate, 33-second connecting shaft, 34-anchoring shaft, 35-friction plate;

[0033] 311-flange plate II, 312-web plate II, 313-third connecting hole;

[0034] 321 - fourth connecting hole, 322 - fifth connecting hole; 351 - ninth connecting hole;

[0035] 51-first T-shaped plate, 52-stiffening rib, 53-first connecting shaft;

[0036] 511-flange plate I, 512-web plate I, 513-first connecting hole, 514-second connecting hole;

[0037] 61-sixth connecting hole, 62-seventh connecting hole;

[0038] The specific contents of the present invention are further explained in detail below in conjunction with the accompanying drawings and specific embodiments. DETAILED DESCRIPTION

[0039] The specific implementation methods of the present invention are given below. It should be noted that the present invention is not limited to the following specific embodiments, and all equivalent changes made on the basis of the technical solution of this application fall within the protection scope of the present invention.

[0040] In the present invention, unless otherwise specified, directional words such as "upper, lower, bottom, top" are generally defined based on the drawings of the corresponding figures, and "inside and outside" refer to the inside and outside of the corresponding component outline.

[0041] A specific embodiment of the present invention discloses a friction-sliding self-resetting square steel tube concrete column foot node, such as Figure 1 As shown, the column foot node includes a square steel tube concrete column 1, a concrete foundation 2, an energy dissipation device 3, a prestressed tendon 4 and a prestressed tendon anchoring device 5. The energy dissipation device 3 is symmetrically arranged on both sides of the square steel tube concrete column 1, and the prestressed tendon 4 is symmetrically arranged on the other two sides of the square steel tube concrete column 1.

[0042] like Figure 3As shown, the anchoring device 5 of this embodiment includes a first T-shaped plate 51, a stiffening rib 52 and a first connecting shaft 53, wherein the first T-shaped plate 51 is formed by welding two plates to form a T-shaped structural plate. The stiffening rib 53 is arranged at the flange plate I 511 and the web plate I 512 on one side of the first T-shaped plate 51, and a first connecting hole 513 is arranged on the flange plate I 511 on the other side of the first T-shaped plate 51. Specifically, the stiffening rib 52 is welded on the flange plate I 511 and the web plate I 512. The stiffening rib 52 of this embodiment is trapezoidal, but the present invention is not limited to the shape of the stiffening rib of this embodiment, and other stiffening rib shapes that can support and strengthen the web plate I 512 can also be adopted. In addition, the multiple stiffening ribs 52 in this embodiment are evenly distributed. This embodiment only provides four stiffening ribs, and of course, the number of stiffening ribs can be increased or decreased according to actual working conditions.

[0043] A through hole 11 is provided on the square steel tube concrete column 1. After the first T-shaped plate 51 is installed on the square steel tube concrete column 1, the position of the through hole 11 corresponds to the first connecting hole 513. The through hole 11 is for the first connecting shaft 53 to pass through. Each through hole 11 is an oblong hole. The length of the oblong hole is along the length direction of the square steel tube concrete column 1. The specific length of the oblong hole is designed according to the actual working conditions. The two ends of the first connecting shaft 53 are respectively connected to the flange plate I511 of the first T-shaped plate 51 on both sides of the square steel tube concrete column 1 through the through hole 11, and the designed pre-tightening force is applied to realize the anchoring friction force. Specifically, the first connecting shaft 53 of this embodiment is a through-core high-strength bolt. When installing the anchoring device 5, the side where the stiffening rib 52 is set is located at the bottom, and the side where the first connecting hole 513 is set is located at the top. Figure 1 In addition, the position of the anchoring device 5 on the square steel tube concrete column 1 and the length of the prestressed tendon 4 are determined according to the actual working conditions.

[0044] A second connection hole 514 is provided on the web 1512 of the first T-shaped plate 51. In this embodiment, the second connection hole 514 is provided at the center of the web 1512. One end of the prestressed tendon 4 is fixed in the concrete foundation 2, and the other end passes through the second connection hole 514 and is anchored to the web 1512 of the first T-shaped plate 51 with a nut.

[0045] Preferably, the contact surface between the flange plate 1 511 of the first T-shaped plate 51 of this embodiment and the square steel tube concrete column 1 is sandblasted to increase the roughness of the contact surface.

[0046] The energy dissipation device 3 in the column foot node of the present invention is not limited to the energy dissipation device described in this embodiment, and a commonly used energy dissipation structure on the market can also be selected as long as it can achieve the friction energy dissipation effect. As a preferred embodiment of the present invention, Figure 4As shown, the energy dissipation device 3 includes a second T-shaped plate 31, an L-shaped plate 32, a second connecting shaft 33 and an anchoring shaft 34. The energy dissipation device on each side is composed of a second T-shaped plate 31, two L-shaped plates 32, a plurality of second connecting shafts 33 and an anchoring shaft 34. Among them, a third connecting hole 313 is arranged on the web II 312 of the second T-shaped plate 31, and a fourth connecting hole 321 and a fifth connecting hole 322 are arranged at both ends of the L-shaped plate 32, respectively. The fourth connecting hole 321 corresponds to the third connecting hole 313 in the assembled position, and the fifth connecting hole 322 is used for the anchoring shaft 34 to pass through. The web II 312 of the second T-shaped plate is sandwiched between the ends of the two L-shaped plates 32 where the third connecting holes 313 are arranged, and the web II 312 of the second T-shaped plate and the ends of the two L-shaped plates 32 are connected in series through the second connecting shaft 33, and the designed preload force is applied. The other end of the L-shaped plate 32 is connected to the concrete foundation 2 through an anchor shaft 34 , and the anchor shaft 34 is pre-buried in the concrete foundation 2 .

[0047] The flange plate II 311 of the second T-shaped plate 31 is fixed to the side of the square steel tube concrete column 1. In this embodiment, the welding of the flange plate II 311 of the second T-shaped plate 31 is completed in the factory. Since the flange plate II 311 is located at the bottom of the square steel tube concrete column 1, it is fixed to the side of the square steel tube concrete column 1 by three-sided welding.

[0048] In order to adapt to the rotation of the node and prevent the second connecting shaft 33 from being sheared during the rotation of the node, the third connecting hole 313 is processed into an oblique long circular hole shape, which is inclined from the side of the square steel tube concrete column 1 to the outside and obliquely downward. Figure 4 shown.

[0049] Preferably, a friction plate 35 is sandwiched between the web II 312 of the second T-shaped plate and each L-shaped plate 32 on both sides, and the friction plate 35 is a brass plate to increase friction. Figure 4 As shown, a ninth connecting hole 351 is provided on the friction plate 35 . After the friction plate 35 is assembled, the position of the ninth connecting hole 351 corresponds to the position of the fourth connecting hole 321 .

[0050] In the above embodiment of the present invention, the second connecting shaft 33 is a high-strength bolt, and the anchoring shaft 34 is a long anchoring bolt. Preferably, one end of the anchoring shaft 34 is pre-buried in the concrete foundation 2.

[0051] In the above embodiment of the present invention, the fourth connection hole 321 and the fifth connection hole 322 are both circular holes. However, it should be noted during processing that the diameter of the fifth connection hole 322 should be 5 to 10 mm larger than the diameter of the anchor shaft 34 to facilitate adjustment during on-site splicing and avoid the situation where the web II312 of the second T-shaped plate and the L-shaped plate 32 cannot fit tightly or the friction plate 35 fills insufficient space.

[0052] The square steel tube concrete column 1 in this embodiment is prefabricated in a processing plant. Before pouring concrete, a core hole 11 is reserved at the corresponding cross section of the column body. A lower end plate 8 is provided at the bottom of the square steel tube concrete column 1. Figure 2 The square steel tube concrete column 1 in this embodiment is welded from four steel plates into a square steel tube, and a lower end plate is welded at the end of the square steel tube, and then transported to the site to achieve connection with the concrete foundation 2 through an energy dissipation device, wherein the lower end plate 8 is in frictional contact with the concrete foundation 2.

[0053] As a preferred embodiment of the present invention, in order to meet the assembly of the column foot node, a column base plate 6 is provided on the concrete foundation 2. Specifically, the column base plate 6 is a steel plate. The column base plate 6 is provided with a sixth connection hole 61, a seventh connection hole 62 and an eighth connection hole (not marked in the figure), wherein the sixth connection hole 61 is used for the anchor bolt 7 pre-buried in the concrete foundation 2 to pass through, and the sixth connection hole 61 is arranged around the column base plate 6, and the column base plate 6 is connected to the anchor bolt 7 through the sixth connection hole 61; the seventh connection hole 62 is used for the prestressed tendon 4 pre-buried in the concrete foundation 2 to pass through; the eighth connection hole is used for the anchor shaft 34 pre-buried in the concrete foundation 2 to pass through, and the other end of the L-shaped plate 32 in the energy dissipation device 3 is connected to the column base plate 6 through the anchor shaft 34.

[0054] It should be noted that the diameters of the sixth connection hole 61, the seventh connection hole 62 and the seventh connection hole on the column base plate 6 are 5 to 10 mm larger than the diameters of the corresponding anchor bolts 7 and prestressed tendons 4 to facilitate the insertion of the anchor bolts 7, the anchor shaft 34 and the prestressed tendons 4.

[0055] The anchor bolts used in the present invention are all high-strength bolts, designed as friction-type connections. In order to avoid the reserved hole diameter due to construction errors, a 5-10mm margin is left on the basis of the screw diameter, causing the connecting parts to slide against each other during the service or rotation of the node, affecting the seismic performance of the node.

[0056] The anchoring friction force of the anchoring device 5 of the present invention should be reasonably designed; it is recommended to take about 90% of the yield load of the prestressed tendon 4, so that when the column base node experiences an earthquake action exceeding the design earthquake, the force on the prestressed tendon 4 exceeds the anchoring friction force, and the anchoring device 5 begins to slide, thereby avoiding the prestressed tendon 4 from being overstressed and failing; it also avoids the anchoring device 5 sliding prematurely when the node experiences a design earthquake action, thereby affecting the node's reset performance.

[0057] The force performance of the column foot node of the present invention is simulated by establishing a finite element model as follows:

[0058] (1) Model establishment

[0059] A numerical calculation model of the scaled-down self-resetting column foot node disclosed in the present invention is established. The column height is 2400 mm. Since the overall effect of the node and the square steel tube concrete column itself are analyzed, the bolts, foundations, etc. are simplified during the simulation analysis. The geometric dimensions of the model are shown in Table 1.

[0060] Table 1 Model geometry

[0061]

[0062] In Table 1, the geometric dimensions of the square steel tube column □300×10, □ indicates that the cross section of the square steel tube column is a square cross section, and 300×10 indicates the side length × thickness of the square steel tube column;

[0063] The steel adopts the ideal elastic-plastic model, and the yield strength is f y =345MPa, elastic modulus E = 206000MPa, Poisson's ratio υ = 0.3. Concrete adopts C30 strength grade and corresponding plastic damage model. Prestressed tendon 5 uses ideal elastic-plastic model, elastic modulus E PT =200000MPa, tensile strength is 1080MPa, tensile yield load is 530kN, and 34% yield load is used as the initial tension load of the prestressed tendons. The friction coefficient of the friction contact surface of the anchor device 5 and the friction contact surface of the energy dissipation device 3 are both 0.35. Considering the geometric nonlinearity and contact nonlinearity of the component, the displacement load is applied at the top of the column according to the displacement control loading method, and 4% is taken as the design limit of the inter-story displacement angle. The axial compression ratio is taken as 0.1.

[0064] (2) Results Analysis

[0065] like Figure 5 As shown in the figure, the load-displacement angle curve of the node presents an obvious double-flag shape; before the displacement angle reaches the design limit of 4% of the inter-story displacement angle, the residual deformation of the node is less than 0.20%, which meets the requirements of the self-resetting node for residual deformation, and the node realizes the reset function; when the displacement angle exceeds the design limit, the curve shows a slight decline, combined with Figure 6 From the prestressed tendon internal force-displacement angle curve, it can be seen that this is because the internal force of the prestressed tendon 4 exceeds the anchor friction force, the anchor device 5 begins to slide, and the force on the prestressed tendon 5 remains unchanged (and lower than the yield load of 530kN), avoiding the failure of the prestressed tendon 5 when the displacement angle exceeds the expected limit.

[0066] When the anchor device 5 starts to slip, as the displacement angle increases, the node hysteresis loop gradually shrinks, showing obvious ductility characteristics. As long as the anchor friction force and the length of the core hole 11 are reasonably designed, there will be no problem of failure of the prestressed tendon 4.

[0067] like Figure 7 , Figure 8As shown in FIG. 1 , when the side shift angle reaches 4%, except for a small part of the rotating edge that yields due to stress concentration, the other parts remain in an elastic state, meeting the performance requirements of the self-resetting structure.

[0068] In the above description, unless otherwise clearly specified and limited, the terms "set", "connection" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection or an integrated connection; it can be a direct connection or an indirect connection, etc. For ordinary technicians in this field, the specific meanings of the above terms in this technical solution can be understood according to specific circumstances.

[0069] The various specific technical features described in the above specific embodiments can be combined in any suitable manner without contradiction, and as long as they do not violate the concept of the present invention, they should also be regarded as the contents disclosed by the present invention.

Claims

1. A self-resetting square steel tube concrete column foot node with a friction anchoring device, comprising a square steel tube concrete column (1), a concrete foundation (2), an energy dissipation device (3), a prestressed tendon (4) and an anchoring device (5) for the prestressed tendon, characterized in that: The energy dissipation device (3) is symmetrically arranged on two sides of the square steel tube concrete column (1), and the prestressed tendons (4) are symmetrically arranged on the other two sides of the square steel tube concrete column (1); The anchoring device (5) comprises a first T-shaped plate (51), a stiffening rib (52) and a first connecting shaft (53), wherein the stiffening rib (52) is arranged at a flange plate I (511) and a web plate I (512) on one side of the first T-shaped plate (51), and a first connecting hole (513) is arranged on the flange plate I (511) on the other side of the first T-shaped plate (51); and a square steel tube concrete column (1) is provided with a corresponding first connecting hole (513). A through hole (11) for the first connecting shaft (53) to pass through, the through hole (11) being an oblong hole having a length along the length direction of the square steel tube concrete column (1); the two ends of the first connecting shaft (53) are respectively connected to the flange plates I (511) of the first T-shaped plate (51) on both sides of the square steel tube concrete column (1) through the through hole (11); a second connecting hole (514) is provided on the web plate I (512) of the first T-shaped plate (51); One end of the prestressed tendon (4) is fixed in the concrete foundation (2), and the other end of the prestressed tendon (4) is anchored to the web I (512) of the first T-shaped plate (51) through the second connection hole (514); The energy dissipation device (3) comprises a second T-shaped plate (31), an L-shaped plate (32), a second connecting shaft (33) and an anchoring shaft (34); a third connecting hole (313) is arranged on the web II (312) of the second T-shaped plate (31); a fourth connecting hole (321) and a fifth connecting hole (322) are respectively arranged at both ends of the L-shaped plate (32); the fourth connecting hole (321) corresponds to the third connecting hole (313); The web II (312) of the template is sandwiched between the ends of the two L-shaped plates (32) provided with the fourth connection holes (321), and the web II (312) of the second T-shaped plate and the ends of the two L-shaped plates (32) are connected via a second connection shaft (33), and the flange plate II (311) of the second T-shaped plate (31) is fixed to the side of the square steel tube concrete column (1); the other end of the L-shaped plate (32) is connected to the concrete foundation (2) via an anchor shaft (34); One end of the prestressed tendon (4) is pre-buried in the concrete foundation (2).

2. The self-resetting square steel tube concrete column foot node with a friction anchoring device according to claim 1, characterized in that: The third connection hole (313) is an oblique long circular hole, which is inclined downward and outward from the square steel tube concrete column (1); and the fourth connection hole (321) is a circular hole.

3. The self-resetting square steel tube concrete column foot node with a friction anchoring device according to claim 1, characterized in that: A friction plate (35) is sandwiched between the web II (312) of the second T-shaped plate and each L-shaped plate (32) on both sides.

4. The self-resetting square steel tube concrete column foot node with a friction anchoring device according to claim 1, characterized in that: One end of the anchoring shaft (34) is pre-buried in the concrete foundation (2).

5. The self-resetting square steel tube concrete column foot node with a friction anchoring device according to claim 1, characterized in that: A column base plate (6) is arranged on the concrete foundation (2), a sixth connection hole (61) and a seventh connection hole (62) for the prestressed tendon (4) to pass through are arranged on the column base plate (6), anchor bolts (7) corresponding to the position of the sixth connection hole (61) are pre-buried on the concrete foundation (2), and the column base plate (6) is connected to the anchor bolts (7) via the sixth connection hole (61); the bottom of the energy dissipation device (3) is arranged on the column base plate (6).

6. The self-resetting square steel tube concrete column foot node with a friction anchoring device according to claim 1, characterized in that: A lower end plate (8) is provided at the bottom of the square steel tube concrete column (1), and the lower end plate (8) is in frictional contact with the concrete foundation (2).

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