Fabricated square steel tube column and independent foundation connecting joint and construction method thereof

Abstract

The application provides an assembled square steel pipe column and independent foundation connecting joint, and relates to the field of building structures. The inner lining steel is arranged at the lower end of the square steel pipe column, the top of the inner lining steel is provided with a cover plate, the cover plate is provided with an SMA circular energy dissipation piece, a spring is connected between the top of the cover plate and the bottom of the SMA circular energy dissipation piece, and the embedded anchor bolt in the reinforced concrete independent foundation is sequentially threaded through the bottom of the square steel pipe column, the inner lining steel, the cover plate, the spring and the SMA circular energy dissipation piece for fixation. The SMA support plates are uniformly arranged on the lower end of the outer walls of the four sides of the square steel pipe column, the angle steels are arranged between the SMA support plates and the outer walls of the square steel pipe column and are fixed on the independent foundation, and the tension rods are sequentially threaded through the inner lining steel, the side of the square steel pipe column, the angle steels and the SMA support plates for fixation. The application adopts the screw rod for detachable connection, which is beneficial to the upgrading and reconstruction of the building structure joint. Meanwhile, the built-in energy dissipation piece and the spring dissipate most of the seismic energy and provide the lateral recovery force for the square steel pipe column. The application further provides a construction method.

Description

Technical Field

[0001] This invention relates to the field of building structure technology, and more specifically, to a connection node between a prefabricated square steel tube column and an independent foundation. Background Technology

[0002] Steel pipes are widely used in industrial structures and large-scale spatial structures, including stadiums, factories, and billboards. However, depending on the environment in which the structure is located, structural components may experience uniform corrosion and localized corrosion. Uniform corrosion is easier to control because, in practical designs, in addition to using anti-corrosion coatings, thin-walled steel components can also resist corrosion by increasing their thickness. Localized corrosion, on the other hand, is more difficult to predict and detect, especially at the root of steel components.

[0003] In large industrial or spatial structures, structural components often have a significant margin of safety to accommodate future upgrades and modifications. This allows for reasonable upgrades. Simultaneously, sustainable structural design has become crucial for building industrialization and improving the seismic performance of engineering structures. In the process of building industrialization, sustainable structural design can effectively reduce construction waste, improve resource utilization, and lower carbon emissions, thus achieving sustainable development. Regarding improving the seismic performance of engineering structures, sustainable structural design can enhance seismic resistance through optimization of structural form, material selection, and construction techniques, while also reducing the extent of earthquake damage and ensuring the safety of buildings and people.

[0004] Therefore, this invention provides a quick-replaceable square steel tube column and independent foundation connection node. This node type provides a solution for replacing steel components after corrosion at the root or due to upgrade and renovation needs. SMA energy-dissipating plates and damping springs are installed inside the steel tube. The spring types are either tower springs or disc springs. Their main characteristics are small size, high load capacity, and variable stiffness. They are widely used in situations with limited space and high loads, as well as in vibration damping devices. Through the combination of energy-dissipating plates and springs, a certain degree of deformation recovery performance is provided, ensuring the overall safety of the structure, extending its service life, and adapting to upgrade and renovation needs. Summary of the Invention

[0005] This invention discloses a prefabricated square steel tube column and independent foundation connection node, which aims to improve the above-mentioned technical problems.

[0006] The present invention adopts the following solution:

[0007] A prefabricated square steel tube column and independent foundation connection node includes a square steel tube column, an inner steel lining, angle steel, SMA support plates, SMA circular energy-dissipating plates, springs, tie rods, and a reinforced concrete independent foundation fixedly installed below the square steel tube column. The inner steel lining is located inside the lower end of the square steel tube column and has a cover plate on top. The SMA circular energy-dissipating plate is located above the cover plate. A spring connects the top of the cover plate and the bottom of the SMA circular energy-dissipating plate. A pre-embedded anchor bolt in the center of the reinforced concrete independent foundation passes through the bottom of the square steel tube column, the inner steel lining, the cover plate, the spring, and the SMA circular energy-dissipating plate in sequence for fixation. The SMA support plates are evenly distributed on the lower ends of the outer walls of the four sides of the square steel tube column and fixed to the reinforced concrete independent foundation. The angle steel is installed between the SMA support plates and the outer walls of the square steel tube column and fixed to the reinforced concrete independent foundation. The tie rods pass through the inner steel lining, the side of the square steel tube column, the angle steel, and the SMA support plates in sequence for fixation.

[0008] As a further improvement, the bottom side of the square steel tube column is provided with a first slot and a first pair of tie rod through holes. The height of the first slot is higher than the exposed length of the pre-embedded steel bars in the reinforced concrete independent foundation and the width of the first slot is slightly larger than the diameter of the pre-embedded steel bars. The first pair of tie rod through holes are provided on both sides of the first slot, and the hole diameter corresponds to the diameter of the tie rod. The first pair of tie rod through holes on adjacent sides are staggered vertically.

[0009] As a further improvement, the cover plate has a through hole at its geometric center for pre-embedded anchor bolts to pass through; the flange plate of the inner lining steel has flange tie rod through holes corresponding to the first pair of tie rod through holes at the bottom of the square steel column.

[0010] As a further improvement, a second slot is provided on the angle steel. The vertical height of the second slot is higher than the exposed length of the embedded steel bar, and the width of the second slot is slightly larger than the diameter of the embedded steel bar. The horizontal section length of the second slot should meet the spacing requirements between the two embedded steel bars. The edge of the second slot adopts a rounded transition, and the outermost embedded steel bar should be a certain distance from the edge of the rounded transition area. The horizontal plate of the angle steel has butt joint holes on both sides of the second slot at the position of the embedded steel bar, and the vertical plate has angle steel tie rod through holes corresponding to the first pair of tie rod through holes at the bottom of the square steel column. A rubber friction plate is provided between the angle steel and the reinforced concrete independent foundation.

[0011] As a further improvement, the vertical plate of the SMA support plate is provided with a second pair of tie rod through holes corresponding to the first pair of tie rod through holes at the bottom of the square steel tube column; the horizontal plate of the SMA support plate is provided with anchoring through holes corresponding to the position and size of the pre-embedded steel bars; the bottom of the horizontal plate of the SMA support plate 4 is provided with a connecting piece corresponding to the size of the connecting hole of the angle steel horizontal plate.

[0012] As a further improvement, the tie rod passes sequentially through the flange tie rod through hole, the first tie rod through hole, the angle steel tie rod through hole, and the second tie rod through hole to pass through the inner lining steel, the square steel column, the angle steel, and the SMA support plate, and is fixed at both ends with a first high-strength nut.

[0013] As a further improvement, the maximum circumferential dimension of the SMA circular energy-dissipating sheet is smaller than the side length of the cover plate; the center of the SMA circular energy-dissipating sheet is provided with an anchoring hole of a size corresponding to the pre-embedded anchor bolt.

[0014] As a further improvement, the spring is a tower-shaped spring or a butterfly-shaped spring, and the size of the spring should be within the range that the SMA circular energy-dissipating sheet can cover.

[0015] As a further improvement, the reinforced concrete independent foundation is provided with pre-embedded steel bars, pre-embedded anchor bolts, and a steel mesh at the bottom of the foundation. The pre-embedded steel bars and pre-embedded anchor bolts extend into the bottom of the reinforced concrete independent foundation and are placed on the steel mesh at the bottom of the foundation. The lower end of the pre-embedded steel bars is a horizontal hook section. The lower end of the pre-embedded anchor bolt is provided with an anchor head, which is a closed loop hook or a circular anchor head.

[0016] A construction method based on the connection node between the prefabricated square steel tube column and the independent foundation as described above includes the following steps:

[0017] S1: Determine the dimensions of the inner lining steel, angle steel, and SMA support plate based on the dimensions of the pre-embedded steel bars, pre-embedded anchor bolts, and square steel pipe columns reserved in the reinforced concrete independent foundation; determine the dimensions of the SMA circular energy dissipation sheet and the positioning and processing of the anchoring holes;

[0018] S2: Select the spring type and choose the appropriate spring size according to the cover plate size;

[0019] S3: Based on the selected dimensions of the inner lining steel and angle steel, position the first pair of tie rod through holes and the first slot of the square steel pipe column;

[0020] S4: Determine the dimensions of the tie rod;

[0021] S5: Mechanically drill and slot the first slot and the first tie rod through hole of the square steel pipe column according to the dimensions of the pre-embedded steel bars and tie rods;

[0022] S6: Based on the diameter of the first pair of tie rod through holes, the first slot and the pre-embedded steel bars of the square steel tube column, position and process the second slot of the angle steel and the tie rod through holes of the angle steel, and at the same time set appropriate docking holes and rubber friction plates;

[0023] S7: Set a second pair of tie rod through holes and anchorage through holes in the vertical and horizontal plates of the SMA support plate, corresponding to the first pair of tie rod through holes and the pre-embedded steel bars of the square steel tube column.

[0024] S8: Pass the inner steel lining, cover plate, spring and SMA circular energy dissipation sheet through the pre-embedded anchors in the reinforced concrete independent foundation and perform geometric alignment, and fix them to the reinforced concrete independent foundation with high-strength friction type nuts;

[0025] S9: Install square steel pipe columns and place rubber friction plates at corresponding positions on the top surface of the reinforced concrete independent foundation. Connect the inner steel lining, square steel pipe columns, angle steel and SMA support plate 4 into a whole by means of tie rods. Fix the two ends of the tie rods with the first high-strength nuts.

[0026] By adopting the above technical solution, the present invention can achieve the following technical effects:

[0027] The prefabricated square steel tube column and independent foundation connection node of this application, due to the detachable nature of the overall connection node, facilitates the replacement of damaged components after a strong earthquake, enabling rapid post-earthquake repair. Furthermore, the prefabricated design eliminates the need for wet work on-site, simplifying construction. Therefore, it can be used for nodes in newly constructed large-scale spatial structures as well as for upgrading and renovating nodes in existing building structures. Simultaneously, the built-in SMA circular energy-dissipating plates and springs dissipate most of the seismic energy and provide a certain vertical restoring force, effectively improving the self-resetting and overturning resistance of the square steel tube column, ensuring the overall structural safety and extending its service life. Attached Figure Description

[0028] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as a limitation of the scope. For those skilled in the art, other related drawings can be obtained from these drawings without creative effort.

[0029] Figure 1 This is an overall structural diagram of the connection node between the prefabricated square steel tube column and the independent foundation of the present invention;

[0030] Figure 2 This is an internal diagram of the connection node between the prefabricated square steel tube column and the independent foundation of the present invention;

[0031] Figure 3 This is a three-dimensional exploded view of the connection node between the prefabricated square steel tube column and the independent foundation of the present invention;

[0032] Figure 4 This is a three-dimensional exploded view of the independent foundation of the connection node between the prefabricated square steel tube column and the independent foundation of the present invention;

[0033] Figure 5 This is a structural diagram of the type of spring and anchor head of the connection node between the prefabricated square steel pipe column and the independent foundation of the present invention.

[0034] Attached diagram labels: 1. Square steel pipe column; 1.1. First slot; 1.2. First tie rod through hole; 2. Inner steel lining; 2.1. Cover plate; 2.2. Flange tie rod through hole; 3. Angle steel; 3.1. Second slot; 3.2. Angle steel tie rod through hole; 3.3. Butt joint hole; 3.4. Rubber friction plate; 4. SMA support plate; 4.1. Anchoring through hole; 4.2. Second tie rod through hole; 5. SMA circular energy dissipation plate; 5.1. Anchoring hole; 6. Spring; 7. Tie rod; 7.1. First high-strength nut; 8. Reinforced concrete independent foundation; 8.1. Embedded steel bar; 8.1.1. Second high-strength nut; 8.2. Embedded anchor bolt; 8.2.1. High-strength friction nut; 8.2.2. Anchor head; 8.3. Foundation bottom steel mesh. Detailed Implementation

[0035] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, not all of them. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention. Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to represent selected embodiments of the invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0036] Example

[0037] Combination Figures 1 to 5The first embodiment of the present invention provides a prefabricated square steel tube column and independent foundation connection node, including a square steel tube column 1, an inner steel lining 2, an angle steel 3, an SMA support plate 4, an SMA circular energy dissipation plate 5, a spring 6, a tie rod 7, and a reinforced concrete independent foundation 8 fixedly installed below the square steel tube column 1. The inner steel lining 2 is located inside the lower end of the square steel tube column 1, and a cover plate 2.1 is provided on the top. The flange of the inner steel lining 2 extends to the same length as the cover plate 2.1, and the size of the cover plate 2.1 is the same as the inner wall size of the square steel tube column 1. The cover plate 2.1 can be directly placed on top of the inner steel lining 2 or welded to the flange of the inner steel lining 2. Furthermore, an SMA circular energy dissipation plate 5 is provided above the cover plate 2.1, and a spring 6 is connected between the top of the cover plate 2.1 and the bottom of the SMA circular energy dissipation plate 5. The pre-embedded anchor bolt 8.2 in the center of the reinforced concrete independent foundation 8 passes through the bottom of the square steel pipe column 1, the inner steel lining 2, the cover plate 2.1, the spring 6 and the SMA circular energy dissipation plate 5 in sequence and is fixed by a high-strength friction nut 8.2.1, so that the SMA circular energy dissipation plate 5 and the spring 6 can dissipate most of the seismic energy and provide a certain vertical restoring force.

[0038] Furthermore, the SMA support plates 4 are evenly distributed on the lower ends of the outer walls of the four sides of the square steel pipe column 1 and fixed to the reinforced concrete independent foundation 8. The angle steel 3 is installed between the SMA support plates 4 and the outer walls of the square steel pipe column 1 and fixed to the reinforced concrete independent foundation 8. The tie rods 7 pass through the inner lining steel 2, the side of the square steel pipe column 1, the angle steel 3 and the SMA support plates 4 in sequence and are fixed by the first high-strength nut 7.1. This invention uses tie rods for detachable connection, which is beneficial for upgrading and modifying building structural nodes.

[0039] In this embodiment, a first slot 1.1 and a first pair of tie rod through holes 1.2 are provided on the bottom side of the square steel tube column 1. The height of the first slot 1.1 is higher than the exposed length of the pre-embedded steel bar 8.1 in the reinforced concrete independent foundation 8, and the width of the first slot 1.1 is slightly larger than the diameter of the pre-embedded steel bar 8.1, which facilitates insertion with the pre-embedded steel bar 8.1 and fixation by the second high-strength nut 8.1.1. The first pair of tie rod through holes 1.2 are provided on both sides of the first slot 1.1, and the hole diameter corresponds to the diameter of the tie rod 7. The first pair of tie rod through holes 1.2 on adjacent sides are staggered vertically (e.g., ...). Figure 3 (As shown).

[0040] Furthermore, the geometric center of the cover plate 2.1 is provided with a through hole for the pre-embedded anchor bolt 8.2 to pass through; the flange plate of the inner lining steel 2 is provided with flange tie rod through holes 2.2 corresponding to the first pair of tie rod through holes 1.2 at the bottom of the square steel column 1; and the height of the inner lining steel 2 should not be less than the side length of the cross section of the square steel column 1, and should be at least 500mm.

[0041] Furthermore, a second slot 3.1 is provided on the angle steel 3. The vertical height of the second slot 3.1 is higher than the exposed length of the embedded steel bar 8.1, and the width of the second slot 3.1 is slightly larger than the diameter of the embedded steel bar 8.1. The horizontal length of the second slot 3.1 should meet the spacing requirements between the two embedded steel bars 8.1. The edge of the second slot 3.1 adopts a rounded transition, and the outermost embedded steel bar 8.1 should be a certain distance from the edge of the rounded transition area to provide a certain horizontal sliding space. On both sides of the second slot 3.1 at the position of the embedded steel bar 8.1 on the horizontal plate of the angle steel 3, there are butt holes 3.3. The vertical plate has angle steel tie rod through holes 3.2 corresponding to the first pair of tie rod through holes 1.2 at the bottom of the square steel column 1. A rubber friction plate 3.4 is provided between the angle steel 3 and the reinforced concrete independent foundation 8 to have a certain friction energy dissipation capacity.

[0042] Furthermore, the vertical plate of the SMA support plate 4 is provided with a second pair of tie rod through holes 4.2 corresponding to the first pair of tie rod through holes 1.2 at the bottom of the square steel column 1; the horizontal plate of the SMA support plate 4 is provided with anchoring through holes 4.1 corresponding to the position and size of the pre-embedded steel bars 8.1. The bottom of the horizontal plate of the SMA support plate 4 is also provided with a connecting piece corresponding to the size of the connecting hole 3.3 of the horizontal plate of the angle steel 3.

[0043] Furthermore, the tie rod 7 passes sequentially through the flange tie rod through hole 2.2, the first tie rod through hole 1.2, the angle steel tie rod through hole 3.2, and the second tie rod through hole 4.2 to pass through the inner lining steel 2, the square steel column 1, the angle steel 3, and the SMA support plate 4, and is fixed at both ends with the first high-strength nut 7.1.

[0044] In this embodiment, the maximum circumferential dimension of the SMA circular energy dissipation piece 5 is smaller than the side length of the cover plate 2.1. The center of the SMA circular energy dissipation piece 5 is provided with an anchoring hole 5.1 corresponding to the size of the pre-embedded anchor bolt 8.2.

[0045] Furthermore, spring 6 can be a tower spring or a disc spring. When using a disc spring, a suitable stacking method should be selected according to the size of the SMA circular energy dissipation sheet 5. The preferred series are stacking and mixed stacking methods to provide greater load and deflection deformation. And the size of spring 6 should be within the range that the SMA circular energy dissipation sheet 5 can cover.

[0046] Furthermore, the reinforced concrete independent foundation 8 is constructed using either cast-in-place or prefabricated methods. The reinforced concrete independent foundation 8 contains embedded reinforcing bars 8.1, embedded anchor bolts 8.2, and a bottom reinforcing mesh 8.3. The spacing of the embedded reinforcing bars 8.1 can be set according to the initial design dimensions of the square steel pipe column 1 to meet future upgrade and renovation needs. The diameter of the embedded reinforcing bars 8.1 should not be less than 16mm, and they should extend into the bottom of the reinforced concrete independent foundation 8, placed above the bottom reinforcing mesh 8.3. The lower end of the embedded reinforcing bars 8.1 is a horizontal hook section, the construction requirements of which should meet the relevant provisions of the current national standard "GB50010 Code for Design of Concrete Structures". The embedded anchor bolts 8.2 should meet the relevant provisions of the current national standard "GB50017 Steel Structure Design Standard" and other relevant regulations, and be installed according to structural requirements. The diameter should not be less than 16mm. The embedded anchor bolts 8.2 should extend into the bottom of the reinforced concrete independent foundation 8, placed on top of the bottom steel mesh 8.3 of the foundation, and the length of the embedded anchor bolts 8.2 should not be less than 20 times their diameter. The embedded anchor bolts 8.2 should not be used to bear the horizontal reaction force at the bottom of the square steel column 1. Therefore, the horizontal reaction force is borne by the friction between the combination of angle steel 3, embedded steel bar 8.1, and rubber friction plate 3.4 and the reinforced concrete independent foundation 8. The anchor head 8.2.2 at the lower end of the embedded anchor bolt 8.2 can be a closed-end hook or a round anchor head 8.2.2. When a round anchor head 8.2.2 is used, its diameter should be 2-3 times the diameter of the embedded anchor bolt 8.2.

[0047] The second embodiment of the present invention provides a construction method based on the connection node between the prefabricated square steel tube column and the independent foundation as described above, including the following steps:

[0048] S1: Determine the dimensions of the inner lining steel 2, angle steel 3, and SMA support plate 4 based on the dimensions of the pre-embedded steel bars 8.1, pre-embedded anchor bolts 8.2, and square steel pipe column 1 reserved in the reinforced concrete independent foundation 8; determine the dimensions of the SMA circular energy dissipation sheet 5 and the positioning and processing of the anchoring hole 5.1;

[0049] S2: Select spring type 6 and choose the appropriate spring size 6 according to the cover plate size 2.1;

[0050] S3: Based on the selected dimensions of the inner lining steel 2 and angle steel 3, position the first pair of tie rod through holes 1.2 and the first slot 1.1 of the square steel pipe column 1;

[0051] S4: Determine the dimensions of the tie rod 7;

[0052] S5: Based on the dimensions of the pre-embedded reinforcing bar 8.1 and the tie rod 7, mechanically drill and slot the first slot 1.1 and the first tie rod through hole 1.2 of the square steel pipe column 1;

[0053] S6: Based on the diameter of the first pair of tie rod through holes 1.2, the first slot 1.1 and the pre-embedded steel bar 8.1 of the square steel pipe column 1, position and process the second slot 3.1 and the tie rod through holes 3.2 of the angle steel 3, and at the same time set appropriate butt joint holes 3.3 and rubber friction plates 3.4;

[0054] S7: Set a second pair of tie rod through holes 4.2 and anchorage through holes 4.1 on the vertical plate and horizontal plate of the SMA support plate 4, corresponding to the first pair of tie rod through holes 1.2 and the pre-embedded steel bars 8.1 of the square steel tube column 1;

[0055] S8: Pass the inner steel lining 2, cover plate 2.1, spring 6 and SMA circular energy dissipation plate 5 through the pre-embedded anchor bolts 8.2 in the reinforced concrete independent foundation 8 and perform geometric alignment, and fix them to the reinforced concrete independent foundation 8 by high-strength friction type nuts 8.2.1;

[0056] S9: Install square steel pipe column 1 and place rubber friction plate 3.4 at the corresponding position on the top surface of reinforced concrete independent foundation 8. Connect inner steel lining 2, square steel pipe column 1, angle steel 3 and SMA support plate 4 into a whole by tie rod 7 in sequence. Fix both ends of tie rod 7 with first high-strength nut 7.1.

[0057] Beneficial effects:

[0058] The main difference of this invention lies in its suitability for multiple size designs and energy dissipation forms. During minor earthquakes, the square steel column 1, inner steel lining 2, angle steel 3, SMA support plate 4, SMA circular energy dissipation plate 5, and spring 6 are all in an elastic state. During strong earthquakes, the SMA support plate 4 provides good plastic deformation, absorbing most of the seismic energy and effectively protecting the main structure from damage. Simultaneously, after the SMA support plate 4 enters the plastic stage, the combined device of the SMA circular energy dissipation plate 5 and spring 6 inside the square steel column 1 remains in the elastic stage, providing a certain vertical restoring force to effectively improve the self-resetting and anti-overturning capacity of the square steel column 1, ensuring the overall safety of the structure and extending its service life. Furthermore, due to the detachable nature of the overall connection nodes, damaged components can be replaced after a strong earthquake, enabling rapid post-earthquake repair. Moreover, this invention adopts a prefabricated design, eliminating the need for wet work on-site, making construction convenient. Therefore, it can be used for nodes in newly constructed large spatial structures as well as for upgrading and renovating nodes in existing building structures.

[0059] The above are merely preferred embodiments of the present invention. The scope of protection of the present invention is not limited to the above embodiments. All technical solutions that fall within the scope of the present invention are within the scope of protection of the present invention.

Claims

1. A prefabricated square steel tube column and independent foundation connection node, characterized in that, The structure includes a square steel tube column, an inner steel lining, angle steel, SMA support plates, SMA circular energy-dissipating plates, springs, tie rods, and a reinforced concrete independent foundation fixedly installed below the square steel tube column. The inner steel lining is located inside the lower end of the square steel tube column and has a cover plate on top. The SMA circular energy-dissipating plate is located above the cover plate, and a spring connects the top of the cover plate and the bottom of the SMA circular energy-dissipating plate. A pre-embedded anchor bolt in the center of the reinforced concrete independent foundation passes sequentially through the bottom of the square steel tube column, the inner steel lining, the cover plate, the spring, and the SMA circular energy-dissipating plate for fixation. The SMA support plates are evenly distributed on the lower ends of the four outer walls of the square steel tube column and fixed to the reinforced concrete independent foundation. The angle steel is installed between the SMA support plates and the outer walls of the square steel tube column and fixed to the reinforced concrete independent foundation. The tie rods pass sequentially through the inner steel lining, the side of the square steel tube column, the angle steel, and the SMA support plates for fixation. A first groove is formed on the bottom side of the square steel tube column. The first slot has a height greater than the exposed length of the embedded steel bars in the reinforced concrete independent foundation, and the width of the first slot is slightly larger than the diameter of the embedded steel bars. The first pair of tie rod through holes are located on both sides of the first slot, and the hole diameter corresponds to the diameter of the tie rod. The first pair of tie rod through holes on adjacent sides are staggered vertically. A second slot is provided on the angle steel. The vertical height of the second slot is greater than the exposed length of the embedded steel bars, and the width of the second slot is slightly larger than the diameter of the embedded steel bars. The horizontal section length of the second slot should meet the spacing requirements between the two embedded steel bars. The edge of the second slot adopts a rounded transition, and the outermost embedded steel bar should be a certain distance from the edge of the rounded transition area. The horizontal plate of the angle steel has butt holes on both sides of the second slot at the position of the embedded steel bars, and the vertical plate has angle steel tie rod through holes corresponding to the first pair of tie rod through holes at the bottom of the square steel column. A rubber friction plate is provided between the angle steel and the reinforced concrete independent foundation.

2. The prefabricated square steel tube column and independent foundation connection node according to claim 1, characterized in that, The cover plate has a through hole at its geometric center for pre-embedded anchor bolts to pass through; the flange plate of the inner lining steel has flange tie rod through holes corresponding to the first pair of tie rod through holes at the bottom of the square steel pipe column.

3. The prefabricated square steel tube column and independent foundation connection node according to claim 1, characterized in that, The vertical plate of the SMA support plate is provided with a second pair of tie rod through holes corresponding to the first pair of tie rod through holes at the bottom of the square steel tube column; the horizontal plate of the SMA support plate is provided with anchoring through holes corresponding to the positions and dimensions of the pre-embedded steel bars; the bottom of the horizontal plate of the SMA support plate is provided with a connecting piece corresponding to the dimensions of the connecting hole of the angle steel horizontal plate.

4. The prefabricated square steel tube column and independent foundation connection node according to claim 2, characterized in that, The tie rods pass sequentially through the flange tie rod through-hole, the first tie rod through-hole, the angle steel tie rod through-hole, and the second tie rod through-hole to pass through the inner lining steel, the square steel pipe column, the angle steel, and the SMA support plate, and are fixed at both ends with the first high-strength nut.

5. The prefabricated square steel tube column and independent foundation connection node according to claim 1, characterized in that, The maximum circumferential dimension of the SMA circular energy-dissipating sheet is smaller than the side length of the cover plate; the center of the SMA circular energy-dissipating sheet is provided with an anchoring hole of the same size as the pre-embedded anchor bolt.

6. The prefabricated square steel tube column and independent foundation connection node according to claim 1, characterized in that, The spring is a tower-shaped spring or a butterfly-shaped spring, and the size of the spring should be within the range that the SMA circular energy-dissipating sheet can cover.

7. The prefabricated square steel tube column and independent foundation connection node according to claim 1, characterized in that, The reinforced concrete independent foundation is equipped with pre-embedded steel bars, pre-embedded anchor bolts, and a steel mesh at the bottom of the foundation. The pre-embedded steel bars and pre-embedded anchor bolts extend into the bottom of the reinforced concrete independent foundation and are placed on the steel mesh at the bottom of the foundation. The lower end of the pre-embedded steel bars is a horizontal hook section. The lower end of the pre-embedded anchor bolt is equipped with an anchor head, which is a closed loop hook or a circular anchor head.

8. A construction method based on the prefabricated square steel pipe column and independent foundation connection node as described in claim 7, characterized in that, Includes the following steps: S1: Determine the dimensions of the inner lining steel, angle steel, and SMA support plate based on the dimensions of the pre-embedded steel bars, pre-embedded anchor bolts, and square steel pipe columns reserved in the reinforced concrete independent foundation; determine the dimensions of the SMA circular energy dissipation sheet and the positioning and processing of the anchoring holes; S2: Select the spring type and choose the appropriate spring size according to the cover plate size; S3: Based on the selected dimensions of the inner lining steel and angle steel, position the first pair of tie rod through holes and the first slot of the square steel pipe column; S4: Determine the dimensions of the tie rod; S5: Mechanically drill and slot the first slot and the first tie rod through hole of the square steel pipe column according to the dimensions of the pre-embedded steel bars and tie rods; S6: Based on the diameter of the first pair of tie rod through holes, the first slot and the pre-embedded steel bars of the square steel tube column, position and process the second slot of the angle steel and the tie rod through holes of the angle steel, and at the same time set appropriate docking holes and rubber friction plates; S7: Set a second pair of tie rod through holes and anchorage through holes in the vertical and horizontal plates of the SMA support plate, corresponding to the first pair of tie rod through holes and the pre-embedded steel bars of the square steel tube column. S8: Pass the inner steel lining, cover plate, spring and SMA circular energy dissipation sheet through the pre-embedded anchors in the reinforced concrete independent foundation and perform geometric alignment, and fix them to the reinforced concrete independent foundation with high-strength friction type nuts; S9: Install square steel pipe columns and place rubber friction plates at corresponding positions on the top surface of the reinforced concrete independent foundation. Connect the inner steel lining, square steel pipe columns, angle steel and SMA support plates into a whole by tie rods in sequence. Fix the two ends of the tie rods with the first high-strength nuts.

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