CN212478276U - Self-resetting square concrete filled steel tube column base node with friction type anchoring device - Google Patents
Self-resetting square concrete filled steel tube column base node with friction type anchoring device Download PDFInfo
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- CN212478276U CN212478276U CN202021994989.XU CN202021994989U CN212478276U CN 212478276 U CN212478276 U CN 212478276U CN 202021994989 U CN202021994989 U CN 202021994989U CN 212478276 U CN212478276 U CN 212478276U
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Abstract
The utility model discloses a self-resetting square steel tube concrete column base node with a friction type anchoring device, which comprises a square steel tube concrete column, a concrete foundation, an energy dissipation device, a prestressed tendon and an anchoring device of the prestressed tendon; the energy dissipation devices are symmetrically arranged on two 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 anchoring mode of completely fixing the self-resetting column base prestressed tendon, the anchoring device of the utility model can realize friction anchoring, and the effect of the anchoring mode is consistent with that of the completely fixed anchoring mode within the range of lateral movement in design; when the structure lateral movement exceeds the design value, the anchoring device slides, the internal force of the prestressed tendon is kept at a constant value, the problem that the bearing capacity of the prestressed tendon suddenly drops after sudden fracture or yielding is avoided, and the ductility of the node is obviously improved.
Description
Technical Field
The utility model belongs to the technical field of building structure takes precautions against earthquakes and subtracts disaster, concretely relates to area friction formula anchor from restoring to throne square steel tube concrete column base node.
Background
As a form of realization of the recoverable functional structure, a reset component capable of providing structural recovery force is introduced into the self-reset structure on the basis of swinging energy consumption, so that residual deformation of the structure after earthquake is reduced or even eliminated, and the use function of the structure is rapidly recovered. The concept of introducing self-resetting at a node is one of the most typical forms of self-resetting structures, and research from resetting pedestal nodes has begun to be of great interest to researchers in recent years, as compared to researching more mature self-resetting beam-column nodes.
The column base node is used as the 'terminal end' of the upper structure for force transmission, and the stress performance of the column base node is one of the key factors influencing the safety performance of the structure under the action of an earthquake. In the self-resetting column base node, the prestressed tendon is the last defense line of the node, the anchoring scheme of the prestressed tendon in the existing self-resetting column base node adopts a completely fixed anchoring mode, and the mode has the following defects:
when the prestressed tendons are subjected to a violent earthquake which is not expected by design, the internal force of the prestressed tendons adopting the existing anchoring mode is continuously increased, and then the prestressed tendons can be subjected to yielding or breaking, so that the bearing capacity of the node is suddenly reduced, and the safety of the whole structure is a potential and fatal hidden danger.
Disclosure of Invention
The utility model aims at providing a take friction formula anchor from restoring to throne square steel pipe concrete column base node, solve current from restoring to throne column base node, the prestressing tendons adopts the completely fixed anchor mode, when suffering the macroseism outside the design expectation, the prestressing tendons probably takes place to surrender or cracked problem.
In order to solve the technical problem, the utility model discloses a following technical scheme realizes:
a self-reset square steel tube concrete column base node capable of sliding in a friction mode comprises a square steel tube concrete column, a concrete foundation, an energy dissipation device, a prestressed tendon and an anchoring device of the prestressed tendon; the energy dissipation devices are symmetrically arranged on two 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, wherein the stiffening rib is arranged at the flange plate I and the web plate I on one side of the first T-shaped plate, and a first connecting hole is formed in the flange plate I on the other side of the first T-shaped plate; the square concrete-filled steel tube column is provided with a core penetrating hole which corresponds to the first connecting hole and is used for the first connecting shaft to penetrate through, and the core penetrating hole is a long round hole with the length along the length direction of the square concrete-filled steel tube column; two ends of the first connecting shaft are respectively connected to flange plates I of the first T-shaped plates on two sides of the square steel tube concrete column through core penetrating holes; a web plate I of the first T-shaped plate is provided with a second connecting hole;
one end of the prestressed tendon is fixed in the concrete foundation, and the other end of the prestressed tendon is anchored on a web plate I of the first T-shaped plate through a second connecting hole.
The energy consumption device comprises a second T-shaped plate, an L-shaped plate, a second connecting shaft and an anchoring shaft, wherein a web plate II of the second T-shaped plate is provided with a third connecting hole, two ends of the L-shaped plate are respectively provided with a fourth connecting hole and a fifth connecting hole, and the fourth connecting hole corresponds to the third connecting hole; the web plate II of the second T-shaped plate is clamped between the end parts of the two L-shaped plates provided with the third connecting holes, the web plate II of the second T-shaped plate and the end parts of the two L-shaped plates are connected through a second connecting shaft, and the flange plate II of the second T-shaped plate is fixed on the side surface of the square steel tube concrete column; the other end of the L-shaped plate is connected to the concrete foundation through an anchoring shaft.
Preferably, the third connecting hole is an inclined long circular hole which is inclined from the square concrete-filled steel tube column to the outer side and obliquely below; the fourth connecting hole is a circular hole.
Furthermore, a friction plate is clamped between the web plate II of the second T-shaped plate and each L-shaped plate on the two sides.
Preferably, one end of the anchoring shaft is embedded in the concrete foundation.
Furthermore, a column bottom plate is arranged on the concrete foundation, a sixth connecting hole and a seventh connecting hole for the prestressed reinforcement to pass through are formed in the column bottom plate, an anchor bolt corresponding to the sixth connecting hole is pre-embedded in the concrete foundation, and the column bottom plate is connected with the anchor bolt through the sixth connecting hole; the bottom of the energy consumption device is arranged on the column bottom plate.
Preferably, one end of the prestressed tendon is embedded in the concrete foundation.
Furthermore, the bottom of the square concrete-filled steel tube column is provided with a lower end plate, and the lower end plate is in friction contact with the concrete foundation.
Compared with the prior art, the beneficial effects of the utility model are that:
(1) compared with the existing anchoring mode of completely fixing the self-resetting column base prestressed tendon, the anchoring device of the utility model can realize friction anchoring, and the effect of the anchoring mode is consistent with that of the completely fixed anchoring mode within the range of lateral movement in design; when the structure lateral movement exceeds the design value, the anchoring device slides, the internal force of the prestressed tendon is kept at a constant value, the problem that the prestressed tendon is suddenly broken or the bearing capacity is suddenly reduced after yielding is avoided, and the ductility of the node is obviously improved;
(2) the energy dissipation device of the utility model is a friction energy dissipation device, the energy dissipation capability is stable, and the problem of degradation of the strength and rigidity of metal plasticity energy dissipation in the traditional self-reset node is avoided;
(3) the utility model discloses a from restoring to throne column base node, all its component parts are all prefabricated in the mill, and on-the-spot no weldment work only needs on-the-spot bolt assembly and stretch-draw prestressing tendons, realizes the assembled construction, accords with building trade development trend.
Other features and advantages of the present invention will be described in detail in the detailed description which follows.
Drawings
Fig. 1 is an overall structural schematic diagram of a column base node according to an embodiment of the present invention.
Fig. 2 is a detailed view of the bottom of the column base according to the embodiment of the present invention.
Fig. 3 is a detailed view of an anchoring device according to an embodiment of the present invention.
Fig. 4 is a detailed view of the energy dissipation device according to the embodiment of the present invention.
Fig. 5 is a load-displacement angle hysteresis curve simulated by the embodiment of the invention.
Fig. 6 is a graph of internal force versus displacement angle of a tendon simulated by an embodiment of the present invention.
The reference numerals in the figures denote:
1-square steel tube concrete column, 2-concrete foundation, 3-energy dissipation device, 4-prestressed tendon, 5-anchoring device, 6-column bottom plate, 7-anchoring bolt and 8-lower end plate;
31-a second T-shaped plate, 32-an L-shaped plate, 33-a second connecting shaft, 34-an anchoring shaft and 35-a friction plate;
311-flange plate II, 312-web plate II, 313-third connecting hole;
321-fourth connecting hole, 322-fifth connecting hole; 351-ninth connection hole;
51-a first T-shaped plate, 52-a stiffening rib, 53-a first connecting shaft;
511-flange plate I, 512-web I, 513-first connection hole, 514-second connection hole;
61-sixth connecting hole, 62-seventh connecting hole;
the following detailed description of the present invention is provided in connection with the accompanying drawings and the detailed description of the invention.
Detailed Description
The following embodiments of the present invention are given, and it should be noted that the present invention is not limited to the following embodiments, and all the equivalent transformations made on the basis of the technical solution of the present application all fall into the protection scope of the present invention.
In the present invention, unless otherwise specified, the use of directional terms such as "upper, lower, bottom, top" and "lower" generally refer to the definition in the drawing figures of the accompanying drawings, and "inner and outer" refer to the inner and outer contours of the corresponding parts.
A specific embodiment of the utility model discloses a slidable from restoring to throne square steel tube concrete column base node can rub, as shown in fig. 1, this column base node includes square steel tube concrete column 1, concrete foundation 2, power consumption device 3, prestressing tendons 4 and prestressing tendons's anchor 5. Wherein, the energy dissipation devices 3 are symmetrically arranged at two sides of the square steel tube concrete column 1, and the prestressed tendons 4 are symmetrically arranged at the other two sides of the square steel tube concrete column 1.
As shown in fig. 3, the anchoring device 5 of the present 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 ribs 53 are arranged at the flange plate I511 and the web plate I512 at one side of the first T-shaped plate 51, and the flange plate I511 at the other side of the first T-shaped plate 51 is provided with a first connecting hole 513. Specifically, the stiffening rib 52 is welded on the flange plate I511 and the web plate I512, and the stiffening rib 52 of this embodiment is trapezoidal, but the present invention is not limited to the stiffening rib shape of this embodiment, and other stiffening rib shapes that can support the reinforcing web plate I512 can also be adopted. In addition, the plurality of stiffeners 52 in the embodiment are uniformly distributed, and the embodiment only provides four stiffeners, but the number of stiffeners can be increased or decreased according to the actual working condition requirement.
The square concrete-filled steel tube column 1 is provided with a core hole 11, the first T-shaped plate 51 is arranged behind the square concrete-filled steel tube column 1, and the position of the core hole 11 corresponds to the first connecting hole 513. The core penetrating holes 11 are used for the first connecting shafts 53 to penetrate through, each core penetrating hole 11 is a long circular hole, the length of each long circular hole is along the length direction of the square concrete-filled steel tubular column 1, and the specific length of each long circular hole is designed according to the actual working condition requirements. The two ends of the first connecting shaft 53 are respectively connected to the flange plates I511 of the first T-shaped plates 51 on the two sides of the square steel tube concrete column 1 through the core-through holes 11, and a designed pretightening force is applied to realize an anchoring friction force, specifically, the first connecting shaft 53 of this embodiment is a core-through high-strength bolt. When the anchor 5 is installed, the side where the stiffener 52 is provided is located below and the side where the first connection hole 513 is located above, as shown in fig. 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 condition requirements.
A second connecting hole 514 is arranged on the web plate I512 of the first T-shaped plate 51, and the second connecting hole 514 in the embodiment is arranged in the center of the web plate I512. One end of the prestressed tendon 4 is fixed in the concrete foundation 2, and the other end of the prestressed tendon passes through the second connecting hole 514 and is anchored on the web plate I512 of the first T-shaped plate 51 by a nut.
Preferably, the contact surface between the flange plate I511 of the first T-shaped plate 51 and the square steel tube concrete column 1 is subjected to sand blasting treatment, so that the roughness of the contact surface is increased.
The utility model discloses power consumption device 3 in the column base node is not restricted to the power consumption device of this embodiment record, also can choose the commonly used power consumption structure on the market for use, can realize the friction power consumption effect can. As a preferred embodiment of the present invention, as shown in fig. 4, 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, and the energy dissipation device on each side is composed of one second T-shaped plate 31, two L-shaped plates 32, a plurality of second connecting shafts 33 and anchoring shafts 34. A third connecting hole 313 is formed in a web plate II312 of the second T-shaped plate 31, a fourth connecting hole 321 and a fifth connecting hole 322 are respectively formed in two ends of the L-shaped plate 32, the fourth connecting hole 321 corresponds to the third connecting hole 313 in position after assembly, and the fifth connecting hole 322 is used for the anchoring shaft 34 to pass through. The web II312 of the second T-shaped plate is clamped between the end parts of the two L-shaped plates 32 provided with the third connecting holes 313, and the web II312 of the second T-shaped plate and the end parts of the two L-shaped plates 32 are connected in series through a second connecting shaft 33 and are applied with designed pretightening force. 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 embedded in the concrete foundation 2.
The flange plate II 311 of the second T-shaped plate 31 is fixed on the side surface of the square steel tube concrete column 1. The welding of the flange plate II 311 of the second T-shaped plate 31 in this embodiment is completed in a factory, and since the flange plate II 311 is located at the bottommost portion of the square steel tube concrete column 1, the flange plate II is fixed to the side surface of the square steel tube concrete column 1 by a three-side girth welding method.
In order to adapt to the rotation of the joint and avoid shearing of the second connecting shaft 33 during the rotation of the joint, the third connecting hole 313 is processed into an oblique oblong hole shape which is inclined obliquely downward from the side of the square steel tube concrete column 1 to the outer side, as shown in fig. 4.
Preferably, a friction plate 35 is arranged between the web II312 of the second T-shaped plate and each L-shaped plate 32 on the two sides in a clamping mode, and the friction plate 35 is a brass plate to increase friction force. As shown in fig. 4, the friction plate 35 is provided with a ninth coupling hole 351, and after the friction plate 35 is assembled, the position of the ninth coupling hole 351 corresponds to the position of the fourth coupling hole 321.
In the above embodiment of the present invention, the second connecting shaft 33 is a high-strength bolt, and the anchoring shaft 34 is an anchoring long bolt. Preferably, one end of the anchoring shaft 34 is embedded in the concrete foundation 2.
In the above embodiments of the present invention, the fourth connecting hole 321 and the fifth connecting hole 322 are circular holes. However, during processing, it should be noted that the diameter of the fifth connecting hole 322 is 5-10 mm larger than that of the anchoring shaft 34, so as to facilitate adjustment during on-site splicing, and avoid the situation that the web II312 and the L-shaped plate 32 of the second T-shaped plate cannot be tightly attached or the filling space of the friction plate 35 is insufficient.
The square concrete-filled steel tubular column 1 in the embodiment is prefabricated for a processing factory, and a core penetrating hole 11 is reserved at the corresponding section of a column body before concrete pouring. And a lower end plate 8 is arranged at the bottom of the square steel tube concrete column 1, as shown in figure 2. The square steel tube concrete column 1 in the embodiment is formed by welding four steel plates into a square steel tube, welding a lower end plate at the end part of the square steel tube, and then transporting to the site to realize connection with the concrete foundation 2 through an energy consumption device, wherein the lower end plate 8 is in friction contact with the concrete foundation 2.
As the utility model discloses a preferred embodiment, in order to satisfy the assembling nature of column base node, be provided with column bottom plate 6 on concrete foundation 2, it is concrete, column bottom plate 6 is the steel sheet. A sixth connecting hole 61, a seventh connecting hole 62 and an eighth connecting hole (not labeled in the drawing) are formed in the column bottom plate 6, wherein the sixth connecting hole 61 is used for the anchor bolt 7 pre-embedded in the concrete foundation 2 to pass through, the sixth connecting hole 61 is formed around the column bottom plate 6, and the column bottom plate 6 is connected with the anchor bolt 7 through the sixth connecting hole 61; the seventh connecting hole 62 is used for the prestressed tendon 4 pre-embedded in the concrete foundation 2 to pass through; the eighth connecting hole is used for an anchoring shaft 34 pre-buried in the concrete foundation 2 to pass through, and the other end part of the L-shaped plate 32 in the energy consumption device 3 is connected to the column bottom plate 6 through the anchoring shaft 34.
It should be noted that the diameters of the sixth connecting hole 61, the seventh connecting hole 62 and the seventh connecting hole on the column bottom plate 6 are 5-10 mm larger than the diameters of the corresponding anchor bolt 7 and the prestressed tendon 4, so as to facilitate the penetration of the anchor bolt 7, the anchor shaft 34 and the prestressed tendon 4.
The utility model discloses the anchor bolt that uses is high strength bolt, and the type connection design is wiped in the massage. In order to avoid the reason that the diameter of the reserved hole is in consideration of construction errors, 5-10 mm surplus is reserved on the basis of the diameter of the screw, so that the connecting parts slide mutually in the service or rotation process of the node, and the anti-seismic performance of the node is influenced.
The anchoring friction force of the anchoring device 5 of the utility model is reasonably designed; the method is characterized in that about 90% of the yield load of the prestressed tendon 4 is recommended, so that when the column base node is subjected to the action of exceeding the designed earthquake, the anchoring device 5 starts to slide after the stress of the prestressed tendon 4 exceeds the anchoring friction force, and the prestressed tendon 4 is prevented from losing efficacy due to overlarge stress; and the condition that the resetting performance of the node is influenced by the early sliding of the anchoring device 5 when the node is subjected to the designed earthquake action is also avoided.
The utility model discloses column base node's atress performance is simulated through establishing finite element model below:
(1) model building
Establish the utility model discloses a from reset column base node reduced scale numerical computation model, 2400mm is got to the column height, owing to be the whole effect and the square steel core concrete column itself of analysis node, the event carries out the simplified processing to bolt, basis etc. when simulation analysis, and model geometry is as shown in table 1.
TABLE 1 model geometry
In table 1, among the geometric dimensions □ 300 × 10 of the square steel pipe column, □ represents that the cross section of the square steel pipe column is a square cross section, and 300 × 10 represents the side length × thickness of the square steel pipe column;
the steel adopts an ideal elastic-plastic model, and the yield strength is fy345MPa, 206000MPa, poisson's ratio, upsilon, 0.3. The concrete adopts a C30 strength grade and a corresponding plastic damage model. The prestressed tendon 5 uses an ideal elastic-plastic model with an elastic modulus of EPT200000MPa, 1080MPa of tensile strength and 530kN of tensile yield load, and the initial tension load of the prestressed tendon is 34% of yield load. The friction coefficients of the friction contact surface of the anchoring device 5 and the friction contact surface of the energy consumption device 3 are both 0.35. And (3) taking the geometric nonlinearity and the contact nonlinearity of the component into consideration, applying displacement load at the column top according to a displacement control loading method, and taking 4% as an interlayer displacement angle design limit value. The axial pressure ratio was taken to be 0.1.
(2) Analysis of results
As shown in fig. 5, the load-displacement angle curve of the node is in a clear double-flag shape; when the displacement angle reaches 4% of the design limit value of the interlayer displacement angle, the residual deformation of the nodes is less than 0.20%, the requirement of the self-reset node on the residual deformation is met, and the nodes realize the reset function; when the displacement angle exceeds the design limit, the curve slightly decreases, as can be seen from the graph of fig. 6, the internal force of the tendon 4 exceeds the anchoring friction force, the anchoring device 5 starts to slide, the stress of the tendon 5 is kept unchanged (and is lower than the yield load 530kN), and the failure of the tendon 5 when the displacement angle exceeds the expected limit is avoided.
After the anchoring device 5 starts to slide, the node hysteresis loop is gradually reduced along with the increase of the displacement angle, and the node hysteresis loop has obvious ductility characteristics, so that the problem of failure of the prestressed tendon 4 can be solved as long as the anchoring friction force and the length of the core through hole 11 are reasonably designed.
According to the deformation stress cloud chart of the square steel tube concrete column and the column base, when the side shift angle reaches 4%, except that a small part of the rotating edge is yielded due to stress concentration, other parts are kept in an elastic state, and the performance requirement of the self-resetting structure is met.
In the above description, unless otherwise explicitly stated or limited, the terms "disposed" and "connected" are to be understood broadly, and may be, for example, fixedly connected or detachably connected or integrated; either a direct connection or an indirect connection, and the like. The specific meaning of the above terms in the present technical solution can be understood by those of ordinary skill in the art according to specific situations.
The various features described in the foregoing detailed description can be combined in any suitable manner without departing from the spirit of the invention, and should also be construed as disclosed in the invention.
Claims (8)
1. A self-resetting square steel tube concrete column base node with a friction type anchoring device comprises 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) of the prestressed tendon, and is characterized in that,
the energy dissipation devices (3) are 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 formed in the flange plate I (511) on the other side of the first T-shaped plate (51); the square concrete-filled steel tube column (1) is provided with a core penetrating hole (11) corresponding to the first connecting hole (513) and allowing the first connecting shaft (53) to penetrate through, and the core penetrating hole (11) is a long round hole with the length along the length direction of the square concrete-filled steel tube column (1); two ends of the first connecting shaft (53) are respectively connected to flange plates I (511) of first T-shaped plates (51) on two sides of the square steel tube concrete column (1) through core-penetrating holes (11); a web plate I (512) of the first T-shaped plate (51) is provided with a second connecting hole (514);
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 on a web plate I (512) of the first T-shaped plate (51) through a second connecting hole (514).
2. The self-resetting square concrete filled steel tube column base node with the friction type anchoring device as claimed in claim 1, wherein 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 web plate II (312) of the second T-shaped plate (31) is provided with a third connecting hole (313), both ends of the L-shaped plate (32) are respectively provided with a fourth connecting hole (321) and a fifth connecting hole (322), and the fourth connecting hole (321) corresponds to the third connecting hole (313); the web plate II (312) of the second T-shaped plate is clamped between the end parts of the two L-shaped plates (32) provided with the third connecting holes (313), the web plate II (312) of the second T-shaped plate and the end parts of the two L-shaped plates (32) are connected through a second connecting shaft (33), and the flange plate II (311) of the second T-shaped plate (31) is fixed on the side surface of the square steel tube concrete column (1); the other end of the L-shaped plate (32) is connected to the concrete foundation (2) through an anchoring shaft (34).
3. The self-restoring square concrete-filled steel tube column foot joint with friction-type anchoring device according to claim 2, wherein the third connecting hole (313) is an inclined oblong hole which is inclined obliquely downward toward the outside from the square concrete-filled steel tube column (1); the fourth connecting hole (321) is a circular hole.
4. The self-restoring square concrete-filled steel tube column base node with friction type anchoring device according to claim 2, wherein a friction plate (35) is clamped between the web II (312) of the second T-shaped plate and each L-shaped plate (32) on two sides.
5. The self-restoring square concrete-filled steel tube socle joint with friction-type anchoring device according to claim 2, characterized in that one end of the anchoring shaft (34) is embedded in the concrete foundation (2).
6. The self-resetting square concrete-filled steel tube column base node with the friction type anchoring device as recited in claim 1, characterized in that a column bottom plate (6) is arranged on the concrete foundation (2), a sixth connecting hole (61) and a seventh connecting hole (62) for the prestressed reinforcement (4) to pass through are arranged on the column bottom plate (6), an anchoring bolt (7) corresponding to the sixth connecting hole (61) is pre-embedded on the concrete foundation (2), and the column bottom plate (6) is connected with the anchoring bolt (7) through the sixth connecting hole (61); the bottom of the energy consumption device (3) is arranged on the column bottom plate (6).
7. The self-restoring square concrete-filled steel tube socle joint with friction-type anchoring device according to claim 1, characterized in that one end of said tendon (4) is embedded in the concrete foundation (2).
8. The self-restoring square concrete-filled steel tube column foot joint with friction type anchoring device according to claim 1, characterized in that the bottom of the square concrete-filled steel tube column (1) is provided with a lower end plate (8), and the lower end plate (8) is in friction contact with the concrete foundation (2).
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| CN113006375A (en) * | 2021-03-03 | 2021-06-22 | 江苏海洋大学 | Novel prestress self-resetting lattice column and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113006375A (en) * | 2021-03-03 | 2021-06-22 | 江苏海洋大学 | Novel prestress self-resetting lattice column and construction method thereof |
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