Construction method of energy dissipation and shock absorption prefabricated constructional column system

Abstract

The invention discloses a construction method of an energy dissipation and shock absorption prefabricated constructional column system, which belongs to the technical field of building construction, and comprises the following steps: pre-burying JDG pipes in each floor; manufacturing a constructional column template by adopting a combed joint type shaping plastic template; the bottom of a column body of the prefabricated constructional column adopts an enlarged foundation; the constructional column is installed, the connecting steel bars penetrate through the JDG pipes, the prefabricated main bars at the bottom of the constructional column and the connecting steel bars in the lower-layer floor JDG pipes are welded and fixed, and the prefabricated main bars at the top of the constructional column and the connecting steel bars in the upper-layer floor JDG pipes are welded and fixed; installing a rubber buffer layer between the top of the constructional column and the bottom surface of the upper floor slab; and cement grout is poured into the joint of the constructional column and the floor, and finally construction of the constructional column is completed. The pre-supporting constructional column construction method has the deformation adapting capacity and the energy dissipation and shock absorption capacity, relative displacement of the constructional column and the main body structure is allowed, and therefore the survivability of an infilled wall system under disasters is remarkably improved, and the main body structure is protected against secondary damage.

Description

Technical Field

[0001] This invention belongs to the field of building construction technology, and specifically relates to the construction of structural columns, specifically a construction method for an energy-dissipating and vibration-damping precast structural column system. Background Technology

[0002] Structural columns are a crucial seismic-resistant structural element in frame structures. They do not bear the main vertical loads but significantly improve the integrity, stability, and seismic resistance of the walls. Simply put, structural columns are like a hidden "skeleton" within the walls, tightly connected to the floor slabs and walls to form a constraint system similar to a "small frame," preventing the walls from crumbling or collapsing under horizontal forces such as earthquakes.

[0003] Currently, the mainstream construction method for structural columns involves erecting formwork a second time after the main structure and masonry structure are completed, followed by on-site concrete pouring. This traditional method has the following problems: 1) On-site secondary formwork erection is required, which is cumbersome and results in low construction quality. Although there are many ways to improve the construction process, such as avoiding leaving tie rod holes in the wall or structural column, increasing the turnover rate of formwork, or applying sponge strips to prevent grout leakage, etc., none of them have made substantial improvements to the construction process.

[0004] 2) Concrete cannot be vibrated. Currently, the mainstream construction method is to use a hammer to strike the formwork, and the concrete is fine aggregate concrete. There are also relatively advanced methods that can avoid the vibration of concrete, but there are still problems with the connection and anchoring of the structural column reinforcement. The most important thing is that the construction of the structural column needs to be started after the masonry is completed.

[0005] 3) Traditional structural columns are rigidly connected to the main structure, which makes them prone to cracking during deformation (such as settlement, temperature stress, earthquakes) or inconvenient to install.

[0006] 4) Traditional cast-in-place structural columns require processes such as formwork, reinforcement binding, pouring, and curing, which are complex and have long curing cycles, severely restricting the construction progress. Summary of the Invention

[0007] The purpose of this invention is to solve the problems existing in the prior art and to provide a construction method for an energy dissipation and vibration reduction precast structural column system.

[0008] This invention is achieved through the following technical solution: A construction method for an energy dissipation and vibration reduction precast structural column system includes the following steps: S1. Use BIM technology to lay out the masonry structure, find the location of the structural columns and number them; during the construction of the main structure, JDG pipes are pre-embedded in each floor slab, and the pre-embedded location of the JDG pipes is the connection between the floor slab and the structural column.

[0009] S2. Construct the structural column formwork. The structural column formwork uses a toothed, fixed plastic formwork, which is composed of multiple U-shaped standard section formworks. The connection between two adjacent standard section formworks is lapped and fixed by bolts. The top of the top standard section formwork is equipped with a top closing formwork, which is a flat formwork, and its two side plates are fixed to the standard section formwork by bolts. The bottom of the bottom standard section formwork is equipped with a bottom closing formwork, which is a Z-shaped formwork, with its central protruding part extending upward into the standard section formwork, and its two side bottom plates are fixed to the standard section formwork by bolts. Precast main reinforcement bars are evenly distributed along the height direction inside the structural column formwork. The top end of the precast main reinforcement bars passes through the top closing formwork and extends upward, and the bottom end of the precast main reinforcement bars passes through the bottom closing formwork and extends downward. Precast tie bars are evenly distributed along the width direction at the connection between adjacent standard section formworks on the structural column formwork. The two ends of the precast tie bars pass through the standard section formwork and extend to both sides.

[0010] S3. Precast structural columns: Concrete is poured into the structural column formwork and cured until the design strength is reached, then the formwork is demolded to obtain the structural column.

[0011] S4. Use a handcart or crane to transport the structural columns to the floor for installation. During installation, connecting steel bars are threaded through the JDG pipes of each floor slab to fix the structural columns between the upper and lower floor slabs. The precast main bars at the bottom of the structural columns are welded to the connecting steel bars in the JDG pipes of the lower floor slab, and the precast main bars at the top of the structural columns are welded to the connecting steel bars in the JDG pipes of the upper floor slab.

[0012] S5. Install a rubber buffer layer between the top of the structural column and the bottom surface of the upper floor slab to effectively absorb and release structural deformation energy and prevent the structural column itself from cracking.

[0013] S6. Insert the grouting pipe into the JDG pipe through the gap between the bottom of the structural column and the top surface of the lower floor slab, and start injecting cement grout until the cement grout overflows from the gap, thus completing the construction of the structural column.

[0014] As a preferred technical solution of the present invention, in step S1, four JDG pipes are pre-embedded evenly at the connection between the floor slab and the structural column.

[0015] As a preferred technical solution of the present invention, in step S2, the thickness of the shaped plastic template is 8mm; the overlap length at the connection between two adjacent standard section templates is 50mm; the standard section template at the bottom is enlarged compared to other standard section templates, extending 100mm outward along the outer edge of the structural column; the angle between the top plate and the side plate of the bottom closed template is 95°; four precast main bars are evenly distributed along the height direction inside the structural column template, and the positions of the four precast main bars correspond one-to-one with the positions of the four JDG pipes embedded in the floor slab.

[0016] As a preferred technical solution of the present invention, in step S2, an adjustable closing template is provided at the upper middle position inside the standard section template at the top. The adjustable closing template is a U-shaped template, and its two side plates are connected and fixed to the standard section template by bolts. The top end of the precast main reinforcement passes through the adjustable closing template and the top closing template in sequence and then extends upward.

[0017] As a preferred technical solution of the present invention, in step S3, a test block under the same conditions is left, and the test block strength reaches more than 80% to achieve the design strength.

[0018] As a preferred technical solution of the present invention, in step S4, before the structural column is installed, the structural column is fixedly positioned by a fixing and positioning device, which includes a clamp and a base plate; the clamp is a rectangular clamp, with an interface at each of its two adjacent sides, and the clamp is fixedly connected to the structural column; the base plate includes two L-shaped steel plates of the same size, which are joined together with their short sides to form a rectangular base plate, and a groove for locking the root of the structural column is formed at its center; each L-shaped steel plate is fixed with a connecting seat, and the positions of the two connecting seats correspond to the positions of the two interfaces on the clamp, and diagonal braces are connected between the corresponding connecting seats and the interfaces.

[0019] As a preferred embodiment of the present invention, in step S5, the thickness of the rubber buffer layer is 15mm.

[0020] As a preferred technical solution of the present invention, the interface on the clamp is connected by a first connecting bolt, and a second connecting bolt is connected to the connecting seat; the top end of the diagonal brace is rotatably connected to the first connecting bolt, and the bottom end of the diagonal brace is rotatably connected to the second connecting bolt; the projection lines of the two diagonal braces on the base plate are set perpendicular to each other.

[0021] As a preferred technical solution of the present invention, two L-shaped steel plates are connected by a socket structure. The socket structure includes a slot, an insert plate, and a pin. The slot and the insert plate are both provided with pin holes. The slot is fixed at the edge of the long plate of one L-shaped steel plate, and the insert plate is fixed at the edge of the short plate of the other L-shaped steel plate. The insert plate is inserted into the slot and the pin holes of the two are aligned. The pin is inserted into the aligned pin holes. The connecting seat includes two equilateral angle steel segments. The two equilateral angle steel segments are fixed on the L-shaped steel plate at intervals and symmetrically. The second connecting bolt is rotatably connected between the vertical plates of the two equilateral angle steel segments.

[0022] As a preferred embodiment of the present invention, the diagonal brace includes an upper adjusting screw, a lower adjusting screw, and a threaded sleeve. The top end of the upper adjusting screw is rotatably connected to a first connecting bolt, the lower section of the upper adjusting screw is threadedly connected to the upper opening of the threaded sleeve, the bottom end of the lower adjusting screw is rotatably connected to a second connecting bolt, and the upper section of the lower adjusting screw is threadedly connected to the lower opening of the threaded sleeve.

[0023] The construction method of this invention solves the following problems: 1) Vibration issues of structural columns This invention uses prefabrication and grouting to solve the problem of concrete vibration and ensure the quality of the finished product.

[0024] 2) Rebar installation problem in structural columns During the construction of the main structure, JDG pipes were pre-embedded, and the main reinforcement holes of the structural columns were reserved on site, which avoided the need for rebar installation and pull-out tests, optimized the reinforcement layout, and avoided the problem of collision between vertical and horizontal reinforcement.

[0025] 3) Problems with structural column formwork The structural columns of this invention can be fabricated on-site or prefabricated in a factory. They use standardized plastic templates and are modularly and graded for assembly. They are lightweight, quick, and solve the problem of traditional structural column templates being unusable.

[0026] 4) Construction period issues of structural columns The structural columns of this invention can be constructed immediately after the formwork of the two layers of the main structure is removed, allowing for parallel operations, which shortens the construction period and solves the problem of concrete age caused by traditional structural column construction.

[0027] 5) Stress problems of structural columns Traditional structural columns have unclear stress paths and are prone to damage; the structural column of this invention creates a completely new and more rational stress mechanism.

[0028] Compared with the prior art, the beneficial effects of the present invention are as follows: 1) The construction method of the present invention has the ability to adapt to deformation and absorb energy and vibration: it allows the structural columns to undergo relative displacement with the main structure, thereby significantly improving the survivability of the infill wall system under disasters and protecting the main structure from secondary damage.

[0029] 2) The construction method of this invention fundamentally eliminates the stress that causes cracking of structural columns and surrounding walls by releasing constraints and providing buffers, reducing later maintenance costs, and improving the aesthetics, durability and user satisfaction of the building. It is especially suitable for high-end buildings with high requirements for crack control.

[0030] 3) The construction method of this invention truly realizes assembly, with high construction efficiency, convenient installation, and high stability and precision.

[0031] 4) The construction method of the present invention has a clear and reasonable force path, a reliable final connection, and good overall integrity.

[0032] 5) The construction method of this invention reduces overall costs, saves energy and is environmentally friendly, and complies with industrial policies. Attached Figure Description

[0033] To more clearly illustrate the technical solutions of the specific embodiments of the present invention, the accompanying drawings used in the specific embodiments will be briefly introduced below. In the drawings, the elements or parts are not necessarily drawn to actual scale.

[0034] Figure 1 This is a cross-sectional view of the structural column template in this invention.

[0035] Figure 2 This is the front view of the standard section template of the structural column template in this invention.

[0036] Figure 3 This is a side view of the connection point between adjacent standard section templates of the structural column template in this invention.

[0037] Figure 4 This is a schematic diagram showing the connection between the structural column and the main structure in this invention.

[0038] Figure 5 for Figure 4 Enlarged schematic diagram of the connection between the bottom of the structural column and the lower floor slab.

[0039] Figure 6 for Figure 4 Enlarged schematic diagram of the connection between the top of the structural column and the upper floor slab.

[0040] Figure 7 This is a schematic diagram illustrating the use of the positioning device in this invention.

[0041] Figure 8 This is a schematic diagram of the planar structure of the clamp of the positioning device in this invention.

[0042] Figure 9 This is a schematic diagram of the planar structure of the base plate of the positioning device in this invention.

[0043] Figure 10 This is a three-dimensional structural diagram of the connecting seat of the positioning device in this invention.

[0044] Figure 11 This is a three-dimensional structural diagram of the insertion structure of the positioning device in this invention.

[0045] Figure 12 This is a schematic diagram of the planar structure of the diagonal brace of the positioning device in this invention.

[0046] In the diagram: 1-Clamping hoop, 2-Interface, 3-L-shaped steel plate, 4-Slot, 5-Connecting seat, 6-Second connecting bolt, 7-Equal angle steel section, 8-Socket structure, 9-Slot, 10-Insertion plate, 11-Pin, 12-Diagonal brace, 13-Upper adjusting screw, 14-Lower adjusting screw, 15-Threaded sleeve, 16-First connecting bolt, 17-Structural column, 18-Main structure, 19-Floor slab, 20-JDG pipe, 21-Standard section formwork, 22-Top closed formwork, 23-Bottom closed formwork, 24-Precast main reinforcement, 25-Precast tie reinforcement, 26-Adjustable closed formwork, 27-Connecting reinforcement, 28-Rubber buffer layer. Detailed Implementation

[0047] The embodiments of the technical solution of the present invention will now be described in detail with reference to the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solution of the present invention, and are therefore merely examples and should not be used to limit the scope of protection of the present invention. It should be noted that, unless otherwise stated, the technical or scientific terms used in this application should have the ordinary meaning understood by those skilled in the art to which this invention pertains.

[0048] like Figures 1 to 12 As shown in the figure, this embodiment provides a construction method for an energy dissipation and vibration reduction precast structural column system, including the following steps: S1. Use BIM technology to lay out the masonry structure, find the location of the structural column 17 and number it; during the construction of the main structure 18, JDG pipes 20 are pre-embedded in each floor slab 19, and the pre-embedded position of JDG pipes 20 is the connection between the floor slab 19 and the structural column 17; four JDG pipes 20 are evenly pre-embedded at the connection between the floor slab 19 and the structural column 17, corresponding to the precast main reinforcement 24 in the structural column 17.

[0049] S2. Fabricate the structural column formwork. The structural column formwork uses toothed, prefabricated plastic formwork with a thickness of 8mm. It consists of multiple U-shaped standard section formwork 21s. The connection between adjacent standard section formwork 21s is lapped and fixed by bolts, with an lap length of 50mm. A top closing formwork 22 is set at the top of the top standard section formwork 21. The top closing formwork 22 is a flat formwork, and its two sides are fixed to the standard section formwork 21 by bolts. The top closing formwork 22 also serves as a positioning precast main reinforcement 24. The purpose of the positioning is to check whether the precast main reinforcement 24 has shifted after the concrete pouring is completed by checking the top closed formwork 22, ensuring that the position of the precast main reinforcement 24 always corresponds to the position of the JDG pipe 20; the bottom of the standard section formwork 21 at the bottom is provided with a bottom closed formwork 23, which adopts a Z-shaped formwork, with its central protruding part extending upward into the standard section formwork 21, and its two side bottom plates are connected and fixed to the standard section formwork 21 by bolts. The included angle between the top plate and the side plate of the Z-shaped formwork is 95°, which facilitates the subsequent demolding operation; the bottom The standard section template 21 of the part is enlarged compared to other standard section templates 21, extending 100mm outward along the outer edge of the structural column 17. The enlarged standard section template 21 at the bottom allows the bottom of the cast-in-place structural column 17 to form an enlarged foundation, thereby making the installation of the structural column 17 more stable and faster. The Z-shaped template forms an upward-concave groove at the bottom of the precast structural column 17. When the structural column 17 is connected to the main structure 18, the groove is filled with cement grout, thereby enhancing the connection strength between the structural column 17 and the main structure 18. Four precast main reinforcement bars 24 are evenly distributed along the height direction inside the structural column formwork. The positions of the four precast main reinforcement bars 24 correspond one-to-one with the positions of the four JDG pipes 20 pre-embedded in the floor slab 19. The top end of the precast main reinforcement bar 24 extends upward after passing through the top closing formwork 22, and the bottom end of the precast main reinforcement bar 24 extends downward after passing through the bottom closing formwork 23. Precast tie bars 25 are evenly distributed along the width direction at the connection between adjacent standard section formwork 21 on the structural column formwork. The two ends of the precast tie bars 25 extend to both sides after passing through the standard section formwork 21.

[0050] Furthermore, to address the differences in floor heights within the main structure 18, the height of the precast structural columns 17 needs to be adjusted. Therefore, an adjustable closing template 26 is installed in the upper-middle part of the standard section template 21 at the top. The adjustable closing template 26 is a U-shaped template, with its side plates connected and fixed to the standard section template 21 by bolts. The top ends of the precast main reinforcement bars 24 pass through the adjustable closing template 26 and the top closing template 22 in sequence before extending upwards. In use, depending on the floor height, either the top closing template 22 or the adjustable closing template 26 is selected for concrete pouring, thereby producing structural columns 17 of different heights to meet the usage requirements of different floor heights.

[0051] S3. Precast structural column 17: Pour concrete into the formwork of structural column 17 and cure it. Leave test blocks under the same conditions. When the strength of the test blocks reaches more than 80%, the design strength is reached. Demold to prepare structural column 17.

[0052] S4. Use a handcart or crane to transport the structural column 17 to the floor. First, fix the structural column 17 in place using a fixing and positioning device, such as... Figures 7 to 12 .

[0053] The fixing and positioning device includes a clamp 11 and a base plate. The clamp 1 is a rectangular clamp with an interface 2 on each of its two adjacent sides. The interface 2 is fixedly connected to the structural column 17 by a first connecting bolt 16. The base plate includes two L-shaped steel plates 3 of the same size. The two L-shaped steel plates 3 are closed inward with their shorter sides to form a rectangular base plate, and a groove 4 for securing the base of the structural column 17 is formed at the center of the base plate. Each L-shaped steel plate 3 is fixed with a connecting seat 5. The positions of the two connecting seats 5 correspond to the positions of the two interfaces 2 on the clamp 1. The connecting seats 5 are connected with a second connecting bolt 6. Specifically, the connecting seat 5 includes two equilateral angle steel segments 7, which are spaced apart and symmetrically fixed. The L-shaped steel plate 3 is fixed on the second connecting bolt 6, which is rotatably connected between the vertical plates of the two equilateral angle steel sections 7. The two L-shaped steel plates 3 are connected by a socket structure 8. Specifically, the socket structure 8 includes a slot 9, an insert plate 10, and a pin 11. Both the slot 9 and the insert plate 10 are provided with pin holes. The slot 9 is fixed at the edge of the long plate of one L-shaped steel plate 3, and the insert plate 10 is fixed at the edge of the short plate of the other L-shaped steel plate 3. The insert plate 10 is inserted into the slot 9 and the pin holes of the two are aligned. The pin 11 is inserted into the aligned pin hole. A diagonal brace 12 is connected between the corresponding connecting seat 5 and the interface 2. The projection lines of the two diagonal braces 12 on the base plate are set perpendicular to each other. Specifically, the diagonal brace 12 includes an upper adjusting screw 13, a lower adjusting screw 14 and a threaded sleeve 15. The top end of the upper adjusting screw 13 is rotatably connected to the first connecting bolt 16. The lower rod section of the upper adjusting screw 13 is threadedly connected to the upper opening of the threaded sleeve 15. The bottom end of the lower adjusting screw 14 is rotatably connected to the second connecting bolt 6. The upper rod section of the lower adjusting screw 14 is threadedly connected to the lower opening of the threaded sleeve 15.

[0054] In practice, the clamp 1 is made of galvanized flat steel with a specification of 3*30. The specific size of the clamp 1 is determined by the design size of the structural column 17. The first connecting bolt 16 is an M10 bolt. The L-shaped steel plate 3 is made of 12mm thick steel plate. A 50mm wide gap is left between the groove 4 formed by the two L-shaped steel plates 3 and the structural column 17.

[0055] When fixing and positioning the structural column 17, clamp 1 is tightened near the middle of the structural column 17. Two L-shaped steel plates 3 are placed around the base of the structural column 17 and connected as a whole through a socket structure to form a base plate. Two diagonal braces 12 are connected between the corresponding two sets of connecting seats 5 and interface 2. The verticality of the structural column 17 is controlled by adjusting the threaded sleeves of the two diagonal braces 12, so as to ensure the quality of fixing and positioning. S5. Install the structural column 17 and the main structure 18. During installation, a connecting steel bar 27 is installed in the JDG pipe 20 of each floor slab 19. The bottom of the structural column 17 abuts against the top surface of the lower floor slab 19, and the precast main steel bar 24 at its bottom is welded and fixed to the connecting steel bar 27 in the JDG pipe 20 of the lower floor slab 19. The top of the structural column 17 abuts against the bottom surface of the upper floor slab 19, and the precast main steel bar 24 at its top is welded and fixed to the connecting steel bar 27 in the JDG pipe 20 of the upper floor slab 19. When welding and fixing, the lap length of the precast main steel bar 24 and the connecting steel bar 27 is 10d mm.

[0056] S5. Install the structural column 17 and the main structure 18. During installation, a connecting steel bar 27 is installed in the JDG pipe 20 of each floor slab 19. The bottom of the structural column 17 abuts against the top surface of the lower floor slab 19, and the precast main steel bar 24 at its bottom is welded and fixed to the connecting steel bar 27 in the JDG pipe 20 of the lower floor slab 19. The top of the structural column 17 abuts against the bottom surface of the upper floor slab 19, and the precast main steel bar 24 at its top is welded and fixed to the connecting steel bar 27 in the JDG pipe 20 of the upper floor slab 19. When welding and fixing, the lap length of the precast main steel bar 24 and the connecting steel bar 27 is 10d mm.

[0057] S6. A 15mm thick rubber buffer layer 28 is installed between the top of the structural column 17 and the bottom surface of the upper floor slab 19 to effectively absorb and release structural deformation energy and prevent the structural column 17 itself from cracking.

[0058] S7. Insert the grouting pipe into the gap between the bottom of the structural column 17 and the top surface of the lower floor slab 19 and into the JDG pipe 20. Begin injecting cement grout until the cement grout overflows from the gap, thus completing the construction of the structural column 17.

[0059] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention, and they should all be covered within the scope of the claims and specification of the present invention.

Claims

1. A construction method for an energy dissipation and vibration reduction precast structural column system, characterized in that, Includes the following steps: S1. Use BIM technology to lay out the masonry structure, find the location of the structural columns and number them; during the construction of the main structure, JDG pipes are pre-embedded in each floor slab, and the pre-embedded location of the JDG pipes is the connection between the floor slab and the structural column. S2. Constructing the structural column formwork: The structural column formwork uses a toothed, prefabricated plastic formwork, which consists of multiple U-shaped standard section formworks. Adjacent standard section formworks are connected by an overlap, and the overlap is fixed with bolts. The top of the top standard section formwork has a top closing formwork, which is a flat formwork with its two side plates fixed to the standard section formwork with bolts. The bottom of the bottom standard section formwork has a bottom closing formwork, which is a Z-shaped formwork with its central protruding portion extending upwards into the standard section formwork. Its two side bottom plates are fixed to the standard section formwork with bolts. Precast main reinforcement bars are evenly distributed along the height of the structural column formwork. The top ends of the precast main reinforcement bars pass through the top closing formwork and extend upwards, while the bottom ends pass through the bottom closing formwork and extend downwards. Precast tie bars are evenly distributed along the width of the structural column formwork at the connection points of adjacent standard section formworks. The two ends of the precast tie bars pass through the standard section formwork and extend to both sides. S3. Precast structural columns: Concrete is poured into the structural column formwork and cured until the design strength is reached, then the formwork is demolded to obtain the structural column. S4. Use a handcart or crane to transport the structural columns to the floor for installation. During installation, connecting steel bars are threaded through the JDG pipes of each floor slab to fix the structural columns between the upper and lower floor slabs. The precast main bars at the bottom of the structural columns are welded to the connecting steel bars in the JDG pipes of the lower floor slab, and the precast main bars at the top of the structural columns are welded to the connecting steel bars in the JDG pipes of the upper floor slab. S5. Install a rubber buffer layer between the top of the structural column and the bottom surface of the upper floor slab to effectively absorb and release structural deformation energy and prevent the structural column itself from cracking. S6. Insert the grouting pipe into the JDG pipe through the gap between the bottom of the structural column and the top surface of the lower floor slab, and start injecting cement grout until the cement grout overflows from the gap, thus completing the construction of the structural column.

2. The construction method of the energy dissipation and vibration reduction precast structural column system according to claim 1, characterized in that: In step S1, four JDG pipes are pre-embedded evenly at the connection between the floor slab and the structural column.

3. The construction method of the energy dissipation and vibration reduction precast structural column system according to claim 2, characterized in that: In step S2, the thickness of the shaped plastic formwork is 8mm; the overlap length at the connection between two adjacent standard section formworks is 50mm; the standard section formwork at the bottom is enlarged compared to other standard section formworks, extending 100mm outward along the outer edge of the structural column; the angle between the top plate and the side plate of the bottom closed formwork is 95°; four precast main bars are evenly distributed along the height direction inside the structural column formwork, and the positions of the four precast main bars correspond one-to-one with the positions of the four JDG pipes embedded in the floor slab.

4. The construction method of the energy dissipation and vibration reduction precast structural column system according to claim 3, characterized in that: In step S2, an adjustable closing template is set in the upper middle part of the standard section template at the top. The adjustable closing template is a U-shaped template, and its two side plates are connected and fixed to the standard section template by bolts. The top end of the precast main reinforcement passes through the adjustable closing template and the top closing template in sequence and then extends upward.

5. A construction method for an energy dissipation and vibration reduction precast structural column system according to claim 3 or 4, characterized in that: In step S3, test blocks under the same conditions are left in place. The test block strength is considered to have reached the design strength when it reaches 80% or more.

6. The construction method of a precast structural column system for energy dissipation and vibration reduction according to claim 5, characterized in that: In step S4, before the structural column is installed, it is fixedly positioned using a fixing and positioning device, which includes a clamp and a base plate. The clamp is a rectangular clamp with an interface on each of its two adjacent sides, and the clamp is fixedly connected to the structural column. The base plate consists of two L-shaped steel plates of the same size, which are joined together with their shorter sides to form a rectangular base plate, and a groove for securing the base of the structural column is formed at its center. Each L-shaped steel plate is fixed with a connecting seat, and the positions of the two connecting seats correspond to the positions of the two interfaces on the clamp. Diagonal braces connect the corresponding connecting seats and interfaces.

7. A construction method for an energy dissipation and vibration reduction precast structural column system according to claim 6, characterized in that: In step S5, the thickness of the rubber buffer layer is 15mm.

8. A construction method for an energy dissipation and vibration reduction precast structural column system according to claim 6, characterized in that: The interface on the clamp is connected by the first connecting bolt, and the connecting seat is connected by the second connecting bolt; the top of the diagonal brace is rotatably connected to the first connecting bolt, and the bottom of the diagonal brace is rotatably connected to the second connecting bolt; the projection lines of the two diagonal braces on the base plate are set perpendicular to each other.

9. A construction method for an energy dissipation and vibration reduction precast structural column system according to claim 8, characterized in that: Two L-shaped steel plates are connected by a socket structure, which includes a slot, an insert plate, and a pin. Both the slot and the insert plate have pin holes. The slot is fixed to the edge of the long plate of one L-shaped steel plate, and the insert plate is fixed to the edge of the short plate of the other L-shaped steel plate. The insert plate is inserted into the slot and the pin holes of the two are aligned. The pin is inserted into the aligned pin hole. The connecting seat includes two equilateral angle steel segments, which are fixed to the L-shaped steel plate at intervals and symmetrically. The second connecting bolt is rotatably connected between the vertical plates of the two equilateral angle steel segments.

10. A construction method for an energy dissipation and vibration reduction precast structural column system according to claim 9, characterized in that: The diagonal brace includes an upper adjusting screw, a lower adjusting screw, and a threaded sleeve. The top end of the upper adjusting screw is rotatably connected to the first connecting bolt, the lower section of the upper adjusting screw is threadedly connected to the upper opening of the threaded sleeve, the bottom end of the lower adjusting screw is rotatably connected to the second connecting bolt, and the upper section of the lower adjusting screw is threadedly connected to the lower opening of the threaded sleeve.

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