A split column for reducing and controlling the slenderness ratio under compression and its construction method

Abstract

The present invention discloses a split column for reducing and controlling the slenderness ratio under compression and a construction method thereof. By ingeniously utilizing the mechanical principle that the zigzag unbonded tendon can generate lateral restraint force at the folding point, several points in the middle of the split column are pulled and fixed to the column end, so that there is basically no lateral relative displacement with the column end, thereby achieving the purpose of reducing the free length of the split column, decreasing the slenderness ratio of the split column under compression, and enhancing the compressive bearing capacity of the split column. Compared with the prior art, the present invention has at least the following advantages: 1. Compared with the prior art, the present invention adds a support reinforcement structure, which can achieve the purpose of reducing the free length of the split column, decreasing the slenderness ratio of the split column under compression, and enhancing the compressive bearing capacity of the split column; 2. Since there is no crack-resistant body in the prior art, tearing problems will inevitably occur during seismic lateral displacement deformation. Compared with the prior art, the present invention adds a crack-resistant body structure, which can effectively solve the problem of concrete tearing failure caused by severe stress concentration effects at the top and bottom of the split joint.

Description

Technical Field

[0001] The present invention relates to a split column for reducing and controlling the slenderness ratio under compression and a construction method thereof, belonging to the split column technology in the technical field of building engineering. Background Art

[0002] With the continuous development of infrastructure construction activities in China, the trend of large-scale engineering structures is becoming increasingly significant. Among them, various large public buildings characterized by being extra-long and extra-wide are typical representatives. In extra-long and extra-wide structures, the temperature difference and concrete shrinkage effects on the floor slab are very significant, which will drive the columns far from the center of the floor slab to undergo large lateral displacement deformations. At this time, if the lateral displacement stiffness of the columns is too large, it will cause serious damage or even failure of the columns.

[0003] At the same time, large-scale urban underground space development and construction are underway in China, and remarkable progress has been made in the construction of urban underground structures represented by subways. However, due to the existence of seismic actions, the safety of underground structures will be seriously threatened. Earthquake damage experience and seismic engineering theory research show that the insufficient horizontal deformation capacity of the middle columns in underground structures is the main reason for the collapse and failure of underground structures. Therefore, carrying out seismic design for middle columns and improving their overall inter-story deformation capacity is an important way to improve the seismic performance of underground structures; there are two main ways to improve the damage or failure caused by insufficient lateral displacement capacity of columns:

[0004] First, cut off or weaken the horizontal force transmission path at the connection between the column and the horizontal structure (such as the floor slab and the foundation). A typical practice is to set up seismic isolation bearings between them. However, due to the often large contact pressure between the horizontal structure and the column, the horizontal isolation capacity of the seismic isolation bearings based on the friction force transmission principle is still limited; at the same time, using the seismic isolation bearing as the connection node between the column and the horizontal structure will greatly weaken the integrity of the structural system; in addition, the application of a large number of seismic isolation bearings will also greatly increase the project cost; therefore, the comprehensive technical and economic effects of this approach are not good.

[0005] II. New structural forms such as laminated sandwich columns and split columns are adopted to improve the lateral displacement deformation capacity of the structure. The laminated sandwich column mainly consists of a core column, short column segments, and a friction layer. The short column segments mainly bear the vertical load and enhance the horizontal deformation capacity through the friction layer. The core column mainly coordinates the inter-story displacement between the short column segments. Obviously, the laminated sandwich column has the same vertical bearing capacity as a common reinforced concrete column with the same cross-sectional area, but the horizontal deformation capacity of the laminated sandwich column has been significantly enhanced. However, due to the overly complex structure, high cost, and difficulty in resetting after deformation of the laminated sandwich column, it is also difficult to be popularized and applied. The split column technology is a relatively mature technology for enhancing the lateral displacement deformation capacity of columns. It divides the cross-section of the column while keeping the vertical direction unchanged, thus turning the originally integral complete column into a column bundle composed of several small cross-section columns. The total cross-sectional area is equal to that of the original column, but the slenderness ratio of each small column is larger, so the horizontal deformation capacity is stronger.

[0006] However, there are still some problems in the application of existing split columns: (1) Although the increase in the slenderness ratio caused by the cross-sectional splitting reduces the lateral stiffness of the column, thus enhancing the lateral displacement deformation capacity of the column, it also increases the longitudinal bending coefficient when the column is axially compressed, thus reducing the compressive bearing capacity of the column; (2) There is a serious stress concentration effect at the top and bottom of the split joint, which is likely to cause serious tearing damage to the horizontal structures at the top and bottom. The above two main problems are the key problems that need to be solved urgently in the application of split column technology. Summary of the Invention

[0007] Object of the Invention: In order to overcome the deficiencies in the prior art, the present invention provides a split column for reducing and controlling the slenderness ratio under compression and a construction method with simple structure, convenient application, and good technical effects.

[0008] [[ID= 11]]Technical Solution: To achieve the above object, the technical solution adopted by the present invention is as follows:

[0009] A split column for reducing and controlling the slenderness ratio under compression, comprising a split column body, a column top horizontal structure, a column bottom horizontal structure, a turning tile, a support bar, a crack-resistant body, and an anchor;

[0010] The split column body is in the shape of a vertical prism as a whole, and is divided into five parts: a left column body, a right column body, a vertical split joint, a column top node, and a column bottom node. The vertical split joint is a planar body structure. The left column body and the right column body are vertical prism structures symmetrically separated on the left and right sides of the vertical split joint. The column top node and the column bottom node are vertical prism structures. The left column body, the right column body, and the vertical split joint together form the middle section of the split column body. The column top node forms the top section of the split column body. The column bottom node forms the bottom section of the split column body. The top of the vertical split joint reaches the column top node directly, and the bottom of the vertical split joint reaches the column bottom node directly;

[0011] The column top horizontal structure and the column bottom horizontal structure are transverse prisms in the left - right direction. The vertical height of the column top horizontal structure is the same as that of the column top node and they intersect perpendicularly. The vertical height of the column bottom horizontal structure is the same as that of the column bottom node and they intersect perpendicularly.

[0012] The support bars are used to form a lateral displacement constraint in the middle section of the split column body. The anchors are arranged at the ends of the support bars. The support bars include left support bars and right support bars. The left support bar is bent and turned in the left column body and then extends linearly upwards and downwards to the right respectively. The part of the left support bar extending upwards to the right sequentially passes through the left column body, the vertical split seam, the right column body, the column top node, and the right section of the column top horizontal structure. The part of the left support bar extending downwards to the right sequentially passes through the left column body, the vertical split seam, the right column body, the column bottom node, and the right section of the column bottom horizontal structure. The right support bar is bent and turned in the right column body and then extends linearly upwards and downwards to the left respectively. The part of the right support bar extending upwards to the left sequentially passes through the right column body, the vertical split seam, the left column body, the column top node, and the left section of the column top horizontal structure. The part of the right support bar extending downwards to the left sequentially passes through the right column body, the vertical split seam, the left column body, the column top node, and the left section of the column bottom horizontal structure. The contact between the support bars and the middle section of the split column body is non - bonded contact, and the contact between the support bars and the top section of the split column body, the bottom section of the split column body, the column top horizontal structure, and the column bottom horizontal structure is bonded contact.

[0013] The turning tiles are fitted on the inner side of the bending and turning positions of the support bars to disperse the extrusion force exerted on the left column body or the right column body when the support bars are bent and turned.

[0014] The crack - resistant bodies are horizontally arranged in the left - right direction at the top and bottom of the vertical split seam. The left - right length of the crack - resistant bodies is adapted to the left - right length of the middle section of the split column body. The crack - resistant body located at the top of the vertical split seam is used to ensure that the tensile stress at the joint between the column top node and the top of the vertical split seam is not less than the set value during earthquake action. The crack - resistant body located at the bottom of the vertical split seam is used to ensure that the tensile stress at the joint between the column bottom node and the bottom of the vertical split seam is not less than the set value during earthquake action.

[0015] Preferably, the vertical split seam is a board such as a wooden board or a plastic board. The main function of the vertical split seam is to physically separate the column bodies on both sides. Therefore, the requirement for its thickness is not very strict. Even a paper - thin one can theoretically achieve the function of physical isolation. However, considering the actual operation, it is still necessary to ensure its function. Therefore, it is required that the vertical split seam cannot be too thin or too soft and sagging. Therefore, considering comprehensively, the thickness of the vertical split seam is selected to be 5 - 10 mm.

[0016] Preferably, the support bars are made of steel bars or steel strands (unbonded prestressed steel strands); the crack - resistant bodies are made of unbonded steel strands and anchoring systems, or made of unbonded high - strength bolt structures.

[0017] Preferably, the support ribs include a group of left support ribs and a group of right support ribs, and the number of left support ribs and right support ribs is determined by conventional structural analysis and calculation; all the left support ribs in the same group are parallel and evenly arranged in the front-rear direction (that is, one or more left support ribs are arranged in parallel and evenly), and all the right support ribs in the same group are parallel and evenly arranged in the front-rear direction (that is, one or more right support ribs are arranged in parallel and evenly).

[0018] Preferably, the same bending and turning positions of all the left support ribs in the same group are attached to a whole turning tile, and the same bending and turning positions of all the right support ribs in the same group are attached to a whole turning tile, and the turning tile is arranged in the middle of the split column body in the front-rear direction (that is, the distances from the two side ends of the turning tile to the corresponding side surfaces of the split column body are similar).

[0019] Preferably, the support rib is a single-point support structure or a double-point support structure. The support rib of the single-point support structure has only one bending and turning (the whole support rib is in the shape of a less-than sign "<" or a greater-than sign ">"), and the double-point support structure has two bending and turnings, and the part between the two bending and turnings is vertical (the whole support rib is in the shape of a left tortoise shell bracket "﹝" or a right tortoise shell bracket "﹞").

[0020] Considering the length required for the effective anchoring of the steel strand in the concrete, preferably, the total length of a single support rib extending into the column top joint and the column top horizontal structure is greater than 1000 mm, and the total length extending into the column bottom joint and the column bottom horizontal structure is greater than 1000 mm.

[0021] Preferably, the column top horizontal structure is a frame beam, and the column bottom horizontal structure is a frame beam or a foundation.

[0022] A construction method for a split column for reducing and controlling the compression slenderness ratio includes the following steps:

[0023] Step1. Bind the steel reinforcement cages of the left column body, right column body, column top joint, column bottom joint, column top horizontal structure, and column bottom horizontal structure;

[0024] Step2. Fix the plates used for the vertical split joint;

[0025] Step3. Fix the turning tile;

[0026] Step4. Bind the support ribs, and the bending and turning positions of the support ribs are attached to the turning tile, and lock the anchor to the end of the support rib;

[0027] Step5. Fix the crack-resistant body;

[0028] Step 6. Erect the formwork for the split column body, the column top horizontal structure, the column bottom horizontal structure and the surrounding members. The formwork for the split column body is erected in the state of not being split, that is, four complete formwork are erected around it.

[0029] Step 7. Pour and cure the concrete for the split column body, the column top horizontal structure, the column bottom horizontal structure and the surrounding members.

[0030] Step 8. After the concrete curing is completed, apply prestress to the crack-resistant body.

[0031] Preferably, the support bars can generally be made of commercially available unbonded prestressed steel strands. The contact parts of the support bars with the top section of the split column body, the bottom section of the split column body, the column top horizontal structure and the column bottom horizontal structure, that is, the bonded contact parts, are obtained by first peeling off the outer sheath of the commercially available unbonded prestressed steel strands and then cleaning the grease.

[0032] Beneficial effects: The split column and construction method for reducing and controlling the slenderness ratio under compression provided by the present invention skillfully utilize the mechanical principle that the zigzag unbonded tendons can generate lateral binding forces at the folding points, pull several points in the middle of the split column to the column ends, so that there is basically no lateral relative displacement at the column ends, thereby achieving the purpose of reducing the free length of the split column, reducing the slenderness ratio of the split column under compression, and enhancing the compressive bearing capacity of the split column. Compared with the prior art, the present invention has at least the following advantages: 1. The present invention adds a support bar structure compared with the prior art, which can achieve the purpose of reducing the free length of the split column, reducing the slenderness ratio of the split column under compression, and enhancing the compressive bearing capacity of the split column; 2. Since there is no crack-resistant body in the prior art, tearing problems will inevitably occur during the seismic lateral displacement deformation. The present invention adds a crack-resistant body structure compared with the prior art, which can effectively solve the problem of concrete tearing failure caused by the severe stress concentration effect at the top and bottom of the split joint; 3. Compared with non-split column technologies such as the laminated sandwich column technology and the seismic isolation bearing technology, the present invention has the characteristics of simple structure, convenient construction and good technical effect. Description of the Drawings

[0033] Figure 1 is a three-dimensional schematic diagram of the outline of the split column of the present invention;

[0034] Figure 2 is a three-dimensional schematic diagram of the composition structure of the single-point constraint system of the split column of the present invention;

[0035] Figure 3 is a cross-sectional schematic diagram of the composition structure of the single-point constraint system of the split column of the present invention;

[0036] Figure 4 is a cross-sectional schematic diagram of the composition structure of the left single support bar in the present invention;

[0037] Figure 5Schematic cross-sectional view of the composition structure of the right single support rib in the present invention;

[0038] Figure 6 Schematic cross-sectional view of the composition structure of the split column double-point constraint system of the present invention;

[0039] Figure 7 Schematic cross-sectional view of the composition structure of the left double support rib in the present invention;

[0040] Figure 8 Schematic cross-sectional view of the composition structure of the right double support rib in the present invention;

[0041] The figure includes: 1 - split column body; 1-1 - left column body; 1-2 - right column body; 1-3 - vertical split seam; 1-4 - column top node; 1-5 - column bottom node; 2 - column top horizontal structure; 3 - column bottom horizontal structure; 4 - turning tile; 4-1 - left middle turning tile; 4-2 - right middle turning tile; 4-3 - upper left turning tile; 4-4 - upper right turning tile; 4-5 - lower left turning tile; 4-6 - lower right turning tile; 5 - support rib; 5-1 - left single support rib; 5-1-1 - unbonded upper inclined section A; 5-1-2 - bonded upper inclined section A; 5-1-3 - unbonded lower inclined section A; 5-1-4 - bonded lower inclined section A; 5-1-5 - unbonded middle arc section A; 5-2 - right single support rib; 5-2-1 - unbonded upper inclined section B; 5-2-2 - bonded upper inclined section B; 5-2-3 - unbonded lower inclined section B; 5-2-4 - bonded lower inclined section B; 5-2-5 - unbonded middle arc section B; 5-3 - left double support rib; 5-3-1 - unbonded upper inclined section C; 5-3-2 - bonded upper inclined section C; 5-3-3 - unbonded lower inclined section C; 5-3-4 - bonded lower inclined section C; 5-3-5 - unbonded upper arc section C; 5-3-6 - unbonded lower arc section C; 5-3-7 - unbonded vertical section C; 5-4 - right double support rib; 5-4-1 - unbonded upper inclined section D; 5-4-2 - bonded upper inclined section D; 5-4-3 - unbonded lower inclined section D; 5-4-4 - bonded lower inclined section D; 5-4-5 - unbonded upper arc section D; 5-4-6 - unbonded lower arc section D; 5-4-7 - unbonded vertical section D; 6 - crack-resistant body; 6-1 - column top crack-resistant body; 6-2 - column bottom crack-resistant body; 7 - anchor. Detailed implementation manners

[0042] The present invention will be specifically introduced below in conjunction with the accompanying drawings and specific embodiments.

[0043] In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "center", "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "vertical direction", "horizontal", "lateral", "top", "bottom", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings. It is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation to the present invention.

[0044] As Figure 1 , Figure 2 shown, there is a split column for reducing and controlling the slenderness ratio under compression, including a split column body 1, a column top horizontal structure 2, a column bottom horizontal structure 3, a turning tile 4, a support rib 5, a crack-resistant body 6 and an anchor 7.

[0045] The split column body 1 is in the shape of a vertical prism as a whole, and is divided into five parts: a left column body 1-1, a right column body 1-2, a vertical split seam 1-3, a column top node 1-4 and a column bottom node 1-5. The vertical split seam 1-3 is a planar body structure. The left column body 1-1 and the right column body 1-2 are vertical prism structures symmetrically separated on the left and right sides of the vertical split seam 1-3. The column top node 1-4 and the column bottom node 1-5 are vertical prism structures. The left column body 1-1, the right column body 1-2 and the vertical split seam 1-3 together form the middle section of the split column body 1. The column top node 1-4 forms the top section of the split column body 1. The column bottom node 1-5 forms the bottom section of the split column body 1.

[0046] The column top horizontal structure 2 and the column bottom horizontal structure 3 are transverse prisms in the left-right direction. The vertical height of the column top horizontal structure 2 is the same as that of the column top node 1-4 and they are perpendicularly intersected. The vertical height of the column bottom horizontal structure 3 is the same as that of the column bottom node 1-5 and they are perpendicularly intersected.

[0047] The support rib 5 is used to form a lateral displacement constraint in the middle section of the split column body 1. The anchor 7 is arranged at the end of the support rib 5. The support rib 5 includes a left support rib and a right support rib. The left support rib is bent and turned in the left column body 1-1 and then extends linearly upward and downward to the right respectively. The part of the left support rib extending upward to the right sequentially passes through the left column body 1-1, the vertical split joint 1-3, the right column body 1-2, the column top joint 1-4, and the right section of the column top horizontal structure 2. The part of the left support rib extending downward to the right sequentially passes through the left column body 1-1, the vertical split joint 1-3, the right column body 1-2, the column bottom joint 1-5, and the right section of the column bottom horizontal structure 3. The right support rib is bent and turned in the right column body 1-2 and then extends linearly upward and downward to the left respectively. The part of the right support rib extending upward to the left sequentially passes through the right column body 1-2, the vertical split joint 1-3, the left column body 1-1, the column top joint 1-4, and the left section of the column top horizontal structure 2. The part of the right support rib extending downward to the left sequentially passes through the right column body 1-2, the vertical split joint 1-3, the left column body 1-1, the column top joint 1-4, and the left section of the column bottom horizontal structure 3. The contact between the support rib 5 and the middle section of the split column body 1 is non-bonded contact, and the contact between the support rib 5 and the top section of the split column body 1, the bottom section of the split column body 1, the column top horizontal structure 2, and the column bottom horizontal structure 3 is bonded contact.

[0048] The turning tile 4 is attached and arranged on the inner side of the bending and turning position of the support rib 5, and is used to disperse the extrusion force exerted on the left column body 1-1 or the right column body 1-2 when the support rib 5 bends and turns.

[0049] The crack-resistant body 6 is horizontally arranged left and right at the top and bottom of the vertical split joint 1-3. The left-right length of the crack-resistant body 6 is adapted to the left-right length of the middle section of the split column body 1. The crack-resistant body 6 located at the top of the vertical split joint 1-3 is used to ensure that the tensile stress at the joint between the column top joint 1-4 and the top of the vertical split joint 1-3 is not less than the set value during an earthquake. The crack-resistant body 6 located at the bottom of the vertical split joint 1-3 is used to ensure that the tensile stress at the joint between the column bottom joint 1-5 and the bottom of the vertical split joint 1-3 is not less than the set value during an earthquake.

[0050] The support rib 5 is a single-point support structure or a double-point support structure. The support rib 5 of the single-point support structure has only one bending and turning. The double-point support structure has two bending and turnings, and the part between the two bending and turnings is vertical. The split column structure composed of the support rib 5 adopting the single-point support structure is called the split column single-point constraint system, and the split column structure composed of the support rib 5 adopting the double-point support structure is called the split column double-point constraint system. The following is a specific description of these two systems based on specific embodiments.

[0051] Embodiment 1

[0052] Such as Figure 3 、 4, as shown in Figure 5, is a single-point restraint system for a split column. The vertical split seam 1-3 separates the left column body 1-1 and the right column body 1-2 on the left and right sides; the vertical split seam 1-3 is made of wood board or plastic board with a thickness of 5-10 mm; the top of the vertical split seam 1-3 reaches the column top node 1-4 directly, and the bottom of the vertical split seam 1-3 reaches the column bottom node 1-5 directly; the column top horizontal structure 2 is generally a frame beam, which intersects the column top node 1-4 perpendicularly; the column bottom horizontal structure 3 is generally a frame beam or a foundation, which intersects the column bottom node 1-5 perpendicularly.

[0053] The support reinforcement 5 is generally made of steel bars or steel strands, preferably made of commercial unbonded prestressed steel strands. The contact parts of the support reinforcement 5 with the top section of the split column body 1, the bottom section of the split column body 1, the column top horizontal structure 2 and the column bottom horizontal structure 3, that is, the bonded sections, are obtained by first peeling off the outer sheath of the commercial unbonded prestressed steel strand and then cleaning the grease.

[0054] In this example, the support reinforcement 5 adopts a single-point support structure, including a group of left single support reinforcements 5-1 and a group of right single support reinforcements 5-2. The specific number of the left single support reinforcements 5-1 and the right single support reinforcements 5-2 is determined according to conventional structural analysis and calculation. All the left single support reinforcements 5-1 in the same group are arranged in parallel and evenly in the front-back direction, and all the right single support reinforcements 5-2 in the same group are arranged in parallel and evenly in the front-back direction.

[0055] Such as Figure 4As shown, the left single support bar 5-1 is generally in the shape of a less-than sign "<". The upper section of the left single support bar 5-1 is an inclined straight section that develops from the upper right to the lower left. Specifically, it is formed by the bonded upper inclined section A 5-1-2 and the unbonded upper inclined section A 5-1-1 connected collinearly. The connection point is about 50 mm away from the right side surface of the split column body 1. The total length of the bonded upper inclined section A 5-1-2 that penetrates deeply into the column top node 1-4 and the column top horizontal structure 2 is not less than 1000 mm, and an anchor 7 is set at the upper end. The unbonded upper inclined section A 5-1-1 is successively embedded in the left column body 1-1 and the right column body 1-2 from the lower left to the upper right, and passes through the vertical split seam 1-3 in the middle. The lower section of the left single support bar 5-1 is an inclined straight section that develops from the lower right to the upper left. Specifically, it is formed by the bonded lower inclined section A 5-1-4 and the unbonded lower inclined section A 5-1-3 connected collinearly. The connection point is about 50 mm away from the right side surface of the split column body 1. The total length of the bonded lower inclined section A 5-1-4 that penetrates deeply into the column bottom node 1-5 and the column bottom horizontal structure 3 is not less than 1000 mm, and an anchor 7 is set at the lower end. The unbonded lower inclined section A 5-1-3 is successively embedded in the left column body 1-1 and the right column body 1-2 from the upper left to the lower right, and passes through the vertical split seam 1-3 in the middle. The lower end of the unbonded upper inclined section A 5-1-1 is tangentially connected and transitioned to the upper end of the unbonded lower inclined section A 5-1-3 through the unbonded middle arc section A 5-1-5. The unbonded middle arc section A 5-1-5 is in the shape of a left parenthesis "(" arc, with an arc length of about 100 mm, and the outer edge of the arc top is about 50 mm away from the left side surface of the split column body 1. The contacts between the bonded upper inclined section A 5-1-2 and the column top node 1-4 and the column top horizontal structure 2, and between the bonded lower inclined section A 5-1-4 and the column bottom node 1-5 and the column bottom horizontal structure 3 are all bonded contacts. The contacts between the unbonded upper inclined section A 5-1-1 and the left column body 1-1 and the right column body 1-2, between the unbonded lower inclined section A 5-1-3 and the left column body 1-1 and the right column body 1-2, and between the unbonded middle arc section A 5-1-5 and the left column body 1-1 are all unbonded contacts.

[0056] As Figure 5As shown in the figure, the right single support rib 5-2 is in the shape of a greater-than sign “>” as a whole. The upper section of the right single support rib 5-2 is an inclined straight section that develops from the upper left to the lower right. Specifically, it is formed by the bonded upper inclined section B 5-2-2 and the unbonded upper inclined section B 5-2-1 connected collinearly. The connection point is about 50 mm away from the left side of the split column body 1. The total length of the bonded upper inclined section B 5-2-2 that penetrates into the column top joint 1-4 and the column top horizontal structure 2 is not less than 1000 mm, and an anchor 7 is provided at the upper end. The unbonded upper inclined section B 5-2-1 is successively embedded in the right column body 1-2 and the left column body 1-1 from the lower right to the upper left, and passes through the vertical split seam 1-3 in the middle. The lower section of the right single support rib 5-2 is an inclined straight section that develops from the lower left to the upper right. Specifically, it is formed by the bonded lower inclined section B 5-2-4 and the unbonded lower inclined section B 5-2-3 connected collinearly. The connection point is about 50 mm away from the left side of the split column body 1. The total length of the bonded lower inclined section B 5-2-4 that penetrates into the column bottom joint 1-5 and the column bottom horizontal structure 3 is not less than 1000 mm, and an anchor 7 is provided at the lower end. The unbonded lower inclined section B 5-2-3 is successively embedded in the right column body 1-2 and the left column body 1-1 from the upper right to the lower left, and passes through the vertical split seam 1-3 in the middle. The lower end of the unbonded upper inclined section B 5-2-1 is tangentially connected and transitioned with the upper end of the unbonded lower inclined section B 5-2-3 through the unbonded middle arc section B 5-2-5. The unbonded middle arc section B 5-2-5 is in the shape of a right parenthesis “)” arc, with an arc length of about 100 mm, and the outer edge of the arc top is about 50 mm away from the left side of the split column body 1. The contacts between the bonded upper inclined section B 5-2-2 and the column top joint 1-4 and the column top horizontal structure 2, and between the bonded lower inclined section B 5-2-4 and the column bottom joint 1-5 and the column bottom horizontal structure 3 are all bonded contacts. The contacts between the unbonded upper inclined section B 5-2-1 and the right column body 1-2 and the left column body 1-1, between the unbonded lower inclined section B 5-2-3 and the right column body 1-2 and the left column body 1-1, and between the unbonded middle arc section B 5-2-5 and the right column body 1-2 are all unbonded contacts.

[0057] In the single-point constraint system of the split column, the turning tiles 4 include a whole left middle turning tile 4-1 and a whole right middle turning tile 4-2, which are respectively placed on the inner sides of the unbonded middle arc section A 5-1-5 and the unbonded middle arc section B 5-2-5 and fit and match with each other. Their function is to disperse the extrusion forces exerted by the unbonded middle arc section A 5-1-5 and the unbonded middle arc section B 5-2-5 on the left column body 1-1 and the right column body 1-2. Both the left middle turning tile 4-1 and the right middle turning tile 4-2 are made of tile-shaped steel plates, with arc lengths respectively corresponding to and equal to those of the unbonded middle arc section A 5-1-5 and the unbonded middle arc section B 5-2-5, a thickness of 10-20 mm, and the front-back length being about 50 mm smaller than the front-back length of the split column body 1 and centered.

[0058] The crack-resistant body 6 includes a column-top crack-resistant body 6-1 and a column-bottom crack-resistant body 6-2 which are respectively arranged at the top and bottom of the vertical split joint 1-3 and perpendicular to the vertical split joint 1-3. The crack-resistant body 6 is made of unbonded steel strands and anchoring systems, or made of unbonded high-strength bolt structures, and a certain prestress is applied. The prestress level needs to ensure that the tensile stress at the joint where the column-top node 1-4 or the column-bottom node 1-5 is connected to the top or bottom end of the vertical split joint 1-3 under seismic action is not less than 5 MPa; the left-right length of the crack-resistant body 6 is adapted to the left-right length of the middle section of the split column body 1.

[0059] Embodiment 2

[0060] As Figure 6 、 7 As shown in Fig. 8, a split-column double-point constraint system is provided. The difference between this example and the split-column single-point constraint system provided in Embodiment 1 lies in the different designs of the support bars 5 and the turning tiles 4.

[0061] The support bars 5 can generally be made of steel bars or steel strands, and are preferably made of commercial unbonded prestressed steel strands. The contact parts of the support bars 5 with the top section of the split column body 1, the bottom section of the split column body 1, the column-top horizontal structure 2, and the column-bottom horizontal structure 3, that is, the bonded sections, are obtained by first peeling off the outer sheath of the commercial unbonded prestressed steel strands and then cleaning the grease.

[0062] In this example, the support bars 5 adopt a single-point support structure, including a group of left double support bars 5-3 and a group of right double support bars 5-4. The specific number of the left double support bars 5-3 and the right double support bars 5-4 is determined according to conventional structural analysis and calculation. All the left double support bars 5-3 in the same group are arranged in parallel and evenly in the front-back direction, and all the right double support bars 5-4 in the same group are arranged in parallel and evenly in the front-back direction.

[0063] As Figure 7As shown in the figure, the left double support rib 5-3 is in the shape of a left tortoise shell-shaped bracket "﹝" as a whole. The upper section of the left double support rib 5-3 is an inclined straight section that develops from the upper right to the lower left. Specifically, it is formed by the bonded upper inclined section C 5-3-2 and the unbonded upper inclined section C 5-3-1 connected in a straight line. The connection point is about 50 mm away from the right side surface of the split column body 1. The total length of the bonded upper inclined section C 5-3-2 that penetrates into the column top node 1-4 and the column top horizontal structure 2 is not less than 1000 mm, and an anchor 7 is provided at the upper end. The unbonded upper inclined section C 5-3-1 is successively embedded in the left column body 1-1 and the right column body 1-2 from the lower left to the upper right, and passes through the vertical split seam 1-3 in the middle. The lower section of the left double support rib 5-3 is an inclined straight section that develops from the lower right to the upper left. Specifically, it is formed by the bonded lower inclined section C 5-3-4 and the unbonded lower inclined section C 5-3-3 connected in a straight line. The connection point is about 50 mm away from the right side surface of the split column body 1. The total length of the bonded lower inclined section C 5-3-4 that penetrates into the column bottom node 1-5 and the column bottom horizontal structure 3 is not less than 1000 mm, and an anchor 7 is provided at the lower end. The unbonded lower inclined section C 5-3-3 is successively embedded in the left column body 1-1 and the right column body 1-2 from the upper left to the lower right, and passes through the vertical split seam 1-3 in the middle. The middle section of the left double support rib 5-3 is a vertical section, that is, the unbonded vertical section C 5-3-7, which is vertically embedded in the left column body 1-1, about 50 mm away from the left side surface of the split column body 1. The lower end of the unbonded upper inclined section C 5-3-1 is tangentially connected and transitioned to the upper end of the unbonded vertical section C 5-3-7 through the unbonded upper arc section C 5-3-5; the upper end of the unbonded lower inclined section C 5-3-3 is tangentially connected and transitioned to the lower end of the unbonded vertical section C 5-3-7 through the unbonded lower arc section C 5-3-6; the unbonded upper arc section C 5-3-5 is in the shape of an upper half left bracket-shaped arc, with an arc length of about 50 mm; the unbonded lower arc section C 5-3-6 is in the shape of a lower half left bracket-shaped arc, with an arc length of about 50 mm. The contacts between the bonded upper inclined section C 5-3-2 and the column top node 1-4 and the column top horizontal structure 2, and between the bonded lower inclined section C 5-3-4 and the column bottom node 1-5 and the column bottom horizontal structure 3 are all bonded contacts; the contacts between the unbonded upper inclined section C 5-3-1 and the left column body 1-1 and the right column body 1-2, between the unbonded lower inclined section C 5-3-3 and the left column body 1-1 and the right column body 1-2, between the unbonded vertical section C 5-3-7 and the left column body 1-1, and between the unbonded upper arc section C 5-3-5 and the unbonded lower arc section C 5-3-6 and the left column body 1-1 are all unbonded contacts.

[0064] As Figure 8As shown in the figure, the right double support rib 5-4 is in the shape of a right tortoise shell-shaped bracket "﹞" as a whole. The upper section of the right double support rib 5-4 is an inclined straight section that develops from the upper left to the lower right, specifically formed by the bonded upper inclined section Ding 5-4-2 and the unbonded upper inclined section Ding 5-4-1 connected collinearly. The connection point is about 50 mm away from the left side surface of the split column body 1. The total length of the bonded upper inclined section Ding 5-4-2 that deeply penetrates into the column top joint 1-4 and the column top horizontal structure 2 is not less than 1000 mm, and an anchor 7 is provided at the upper end. The unbonded upper inclined section Ding 5-4-1 is successively embedded in the right column body 1-2 and the left column body 1-1 from the lower right to the upper left, and passes through the vertical split seam 1-3 in the middle. The lower section of the right double support rib 5-4 is an inclined straight section that develops from the lower left to the upper right, specifically formed by the bonded lower inclined section Ding 5-4-4 and the unbonded lower inclined section Ding 5-4-3 connected collinearly. The connection point is about 50 mm away from the left side surface of the split column body 1. The total length of the bonded lower inclined section Ding 5-4-4 that deeply penetrates into the column bottom joint 1-5 and the column bottom horizontal structure 3 is not less than 1000 mm, and an anchor 7 is provided at the lower end. The unbonded lower inclined section Ding 5-4-3 is successively embedded in the right column body 1-2 and the left column body 1-1 from the upper right to the lower left, and passes through the vertical split seam 1-3 in the middle. The middle section of the right double support rib 5-4 is a vertical section, that is, the unbonded vertical section Ding 5-4-7, which is vertically embedded in the right column body 1-2, about 50 mm away from the right side surface of the split column body 1. The lower end of the unbonded upper inclined section Ding 5-4-1 is tangentially connected and transitioned to the upper end of the unbonded vertical section Ding 5-4-7 through the unbonded upper arc section Ding 5-4-5; the upper end of the unbonded lower inclined section Ding 5-4-3 is tangentially connected and transitioned to the lower end of the unbonded vertical section Ding 5-4-7 through the unbonded lower arc section Ding 5-4-6; the unbonded upper arc section Ding 5-4-6 is in the shape of an upper half right bracket-shaped arc, with an arc length of about 50 mm; the unbonded lower arc section Ding 5-4-6 is in the shape of a lower half right bracket-shaped arc, with an arc length of about 50 mm. The contacts between the bonded upper inclined section Ding 5-4-2 and the column top joint 1-4 and the column top horizontal structure 2, and between the bonded lower inclined section Ding 5-4-4 and the column bottom joint 1-5 and the column bottom horizontal structure 3 are all bonded contacts; the contacts between the unbonded upper inclined section Ding 5-4-1 and the right column body 1-2 and the left column body 1-1, between the unbonded lower inclined section Ding 5-4-3 and the right column body 1-2 and the left column body 1-1, between the unbonded vertical section Ding 5-4-7 and the right column body 1-2, and between the unbonded upper arc section Ding 5-4-5 and the unbonded lower arc section Ding 5-4-6 and the right column body 1-2 are all unbonded contacts.

[0065] In the split-column double-point constraint system, the steering tile 4 includes an upper left steering tile 4-3, a lower left steering tile 4-5, an upper right steering tile 4-4, and a lower right steering tile 4-6, which are respectively placed inside the unbonded upper arc section C 5-3-5, the unbonded lower arc section C 5-3-6, the unbonded upper arc section D 5-4-5, and the unbonded lower arc section D 5-4-6 and fit and match with each other. Its function is to disperse the extrusion forces exerted by the unbonded upper arc section C 5-3-5, the unbonded lower arc section C 5-3-6, the unbonded upper arc section D 5-4-5, and the unbonded lower arc section D 5-4-6 on the left column body 1-1 and the right column body 1-2; the upper left steering tile 4-3, the lower left steering tile 4-5, the upper right steering tile 4-4, and the lower right steering tile 4-6 are all made of tile-shaped steel plates, and their arc lengths are respectively equal to those of the unbonded upper arc section C 5-3-5, the unbonded lower arc section C 5-3-6, the unbonded upper arc section D 5-4-5, and the unbonded lower arc section D 5-4-6. The thickness is 10-20 mm, and the front-to-back length is about 50 mm smaller than the front-to-back length of the split-column body 1 and is centrally arranged.

[0066] Embodiment III

[0067] The construction methods of the split-column single-point constraint system in Embodiment I and the split-column double-point constraint system in Embodiment II are the same, and both include the following steps:

[0068] Step1. Bind the steel bar cages of the left column body 1-1, the right column body 1-2, the column top node 1-4, the column bottom node 1-5, the column top horizontal structure 2, and the column bottom horizontal structure 3;

[0069] Step2. Fix the plates used for the vertical split joint 1-3;

[0070] Step3. Fix the steering tile 4;

[0071] Step4. Bind the support bars 5. The bending and turning positions of the support bars 5 are fitted with the steering tile 4, and the anchor 7 is locked to the end of the support bar 5;

[0072] Step5. Fix the crack-resistant body 6;

[0073] Step6. Set up the formwork for the split-column body 1, the column top horizontal structure 2, the column bottom horizontal structure 3, and the surrounding components. The formwork of the split-column body 1 is set up in an un-split state, that is, four complete formworks are set up around it;

[0074] Step7. Pour and cure the concrete for the split-column body 1, the column top horizontal structure 2, the column bottom horizontal structure 3, and the surrounding components;

[0075] Step8. After the concrete curing is completed, apply prestress to the crack-resistant body 6.

[0076] The basic principles, main features and advantages of the present invention have been shown and described above. Those skilled in the art should understand that the above embodiments do not limit the present invention in any form. Any technical solutions obtained by means of equivalent replacement or equivalent transformation fall within the protection scope of the present invention.

Claims

1. A split column for reducing and controlling the slenderness ratio under compression, characterized in that: It includes a split column body (1), a column top horizontal structure (2), a column bottom horizontal structure (3), a turning tile (4), a support rib (5), a crack-resistant body (6), and an anchor (7); The split column body (1) is in the shape of a vertical prism as a whole, and is divided into five parts: a left column body (1-1), a right column body (1-2), a vertical split seam (1-3), a column top node (1-4), and a column bottom node (1-5). The vertical split seam (1-3) is a planar body structure. The left column body (1-1) and the right column body (1-2) are vertical prism structures symmetrically separated on the left and right sides of the vertical split seam (1-3). The column top node (1-4) and the column bottom node (1-5) are vertical prism structures. The left column body (1-1), the right column body (1-2), and the vertical split seam (1-3) together form the middle section of the split column body (1). The column top node (1-4) forms the top section of the split column body (1), and the column bottom node (1-5) forms the bottom section of the split column body (1); The column top horizontal structure (2) and the column bottom horizontal structure (3) are horizontal prisms in the left-right direction. The column top horizontal structure (2) and the column top node (1-4) have the same vertical height and are perpendicular to each other. The column bottom horizontal structure (3) and the column bottom node (1-5) have the same vertical height and are perpendicular to each other; The support rib (5) is used to form a lateral displacement constraint in the middle section of the split column body (1). The anchor (7) is arranged at the end of the support rib (5). The support rib (5) includes a left support rib and a right support rib. The left support rib is bent and turned inside the left column body (1-1) and then extends linearly to the upper right and lower right respectively. The part of the left support rib extending to the upper right sequentially passes through the left column body (1-1), the vertical split seam (1-3), the right column body (1-2), the column top node (1-4), and the right section of the column top horizontal structure (2). The part of the left support rib extending to the lower right sequentially passes through the left column body (1-1), the vertical split seam (1-3), the right column body (1-2), the column bottom node (1-5), and the right section of the column bottom horizontal structure (3). The right support rib is bent and turned inside the right column body (1-2) and then extends linearly to the upper left and lower left respectively. The part of the right support rib extending to the upper left sequentially passes through the right column body (1-2), the vertical split seam (1-3), the left column body (1-1), the column top node (1-4), and the left section of the column top horizontal structure (2). The part of the right support rib extending to the lower left sequentially passes through the right column body (1-2), the vertical split seam (1-3), the left column body (1-1), the column bottom node (1-5), and the left section of the column bottom horizontal structure (3). The contact between the support rib (5) and the middle section of the split column body (1) is non-bonded contact, and the contact between the support rib (5) and the top section of the split column body (1), the bottom section of the split column body (1), the column top horizontal structure (2), and the column bottom horizontal structure (3) is bonded contact; The turning tile (4) is attached to the inner side of the bending and turning position of the support rib (5) and is used to disperse the extrusion force exerted on the left column body (1-1) or the right column body (1-2) when the support rib (5) is bent and turned; The crack-resistant body (6) is horizontally arranged in the left-right direction at the top and bottom of the vertical split joint (1-3). The left-right length of the crack-resistant body (6) is adapted to the left-right length of the middle section of the split column body (1). The crack-resistant body (6) located at the top of the vertical split joint (1-3) is used to ensure that the tensile stress at the joint between the column top node (1-4) and the top of the vertical split joint (1-3) during an earthquake is not less than the set value. The crack-resistant body (6) located at the bottom of the vertical split joint (1-3) is used to ensure that the tensile stress at the joint between the column bottom node (1-5) and the bottom of the vertical split joint (1-3) during an earthquake is not less than the set value.

2. The split column for reducing and controlling the slenderness ratio under compression according to claim 1, wherein: The vertical split joint (1-3) is made of a wooden board or a plastic board with a thickness of 5-10 mm.

3. The split column for reducing and controlling the slenderness ratio under compression according to claim 1, wherein: The support bars (5) are made of unbonded prestressed steel strands; the crack-resistant body (6) is made of unbonded steel strands and an anchoring system, or made of an unbonded bolt structure.

4. The split column for reducing and controlling the slenderness ratio under compression according to claim 1, wherein: The support bars (5) include a group of left support bars and a group of right support bars. All the left support bars within the same group are parallel and evenly arranged in the front-back direction, and all the right support bars within the same group are parallel and evenly arranged in the front-back direction.

5. The split column for reducing and controlling the slenderness ratio under compression according to claim 4, wherein: All the left support bars within the same group are attached to a whole turning tile (4) at the same bending and turning position, and all the right support bars within the same group are attached to a whole turning tile (4) at the same bending and turning position, and the turning tile (4) is arranged in the middle of the split column body (1) in the front-back direction.

6. The split column for reducing and controlling the slenderness ratio under compression according to claim 1, wherein: The support bars (5) are of a single-point support structure or a double-point support structure. The support bars (5) of the single-point support structure have only one bending and turning, and the double-point support structure has two bending and turnings, and the part between the two bending and turnings is vertical.

7. The split column for reducing and controlling the slenderness ratio under compression according to claim 1, wherein: The total length of a single support bar (5) extending into the column top node (1-4) and the column top horizontal structure (2) is greater than 1000 mm, and the total length extending into the column bottom node (1-5) and the column bottom horizontal structure (3) is greater than 1000 mm.

8. The split column for reducing and controlling the slenderness ratio under compression according to claim 1, wherein: The column top horizontal structure (2) is a frame beam, and the column bottom horizontal structure (3) is a frame beam or a foundation.

9. A construction method for a split column with reduced and controlled slenderness ratio under compression, characterized in that: The split column for reducing and controlling the compression slenderness ratio is any one of the split columns for reducing and controlling the compression slenderness ratio described in Claims 1-8, and includes the following steps: Step1. Bind the steel reinforcement cages of the left column body (1-1), the right column body (1-2), the column top node (1-4), the column bottom node (1-5), the column top horizontal structure (2), and the column bottom horizontal structure (3); Step2. Fix the plates used for the vertical split joint (1-3); Step3. Fix the turning tile (4); Step4. Bind the support bars (5). The bending and turning positions of the support bars (5) are attached to the turning tile (4), and the anchor (7) is locked to the end of the support bars (5); Step5. Fix the crack-resistant body (6); Step6. Set up the formwork for the split column body (1), the column top horizontal structure (2), the column bottom horizontal structure (3), and the surrounding components. The formwork of the split column body (1) is set up in a non-split state; Step7. Pour and cure the concrete for the split column body (1), the column top horizontal structure (2), the column bottom horizontal structure (3), and the surrounding components; Step 8. After the concrete curing is completed, apply prestress to the crack-resistant body (6).

10. The construction method of the split column for reducing and controlling the slenderness ratio under compression according to claim 9, characterized in that: The support bars (5) are made of unbonded prestressed steel strands. The contact parts of the support bars (5) with the top section of the split column body (1), the bottom section of the split column body (1), the column top horizontal structure (2), and the column bottom horizontal structure (3) are obtained by first peeling off the outer sheath of the unbonded prestressed steel strands and then cleaning the grease.

Images