High-rise concrete dry assembly structure

Abstract

The utility model relates to the technical field of building, and specifically is high -rise concrete dry -type assembly structure, including concrete assembly main part, the concrete assembly main part includes beam structure and column structure, the beam structure is provided with at least one group, and is arranged between column structure, the stress weak section of column structure is stress weak point, and the stress weak point of column structure is the cutting, and the column structure is divided and forms a plurality of groups independent lower column structure and upper column structure. Through the modular prefabricated assembly structure of beam structure and column structure, realize factory production, on -the -spot dry -type assembly, significantly shorten construction period, reduce wet operation pollution, and column structure stress weak point pre -cutting design, convenient stratified transportation and hoisting, reduce the use demand of large -scale machinery, simultaneously, column structure is cut off as lower column structure and upper column structure at stress weak point, through end steel sheet welding connection, form flexible node, effectively absorb seismic energy, avoid brittle failure.

Description

Technical Field

[0001] This utility model relates to the field of building technology, specifically to a high-rise concrete dry assembly structure. Background Technology

[0002] In the current field of concrete construction, beam-column joint construction heavily relies on on-site wet operations. The procedures for post-cast concrete and grouting are cumbersome and have many drawbacks. This not only significantly extends the construction cycle, but also causes serious environmental pollution due to dust and wastewater generated by on-site wet operations. As a result, the project is significantly constrained by weather factors. Traditional joint construction requires complicated procedures such as formwork and curing, making it difficult to achieve "immediate installation and fixation" and failing to meet the needs of rapid construction of super high-rise buildings. In addition, wet operations are prone to quality problems such as shrinkage cracks and insufficient compaction. In the seismic design of high-rise buildings, the performance of joints is related to structural safety and cannot be taken lightly. At the same time, wet construction consumes huge amounts of labor, formwork, and curing resources, resulting in high overall costs.

[0003] Existing wet assembly methods require on-site formwork and concrete pouring, resulting in long curing periods and significant weather-related issues, leading to uncontrollable construction schedules. Additionally, high-rise concrete structures suffer from low assembly efficiency and weak seismic performance. Therefore, a dry assembly method for high-rise concrete structures is proposed. Utility Model Content

[0004] To address the problems in the existing technology, this utility model provides a high-rise concrete dry assembly structure.

[0005] The technical solution adopted by this utility model to solve its technical problem is a high-rise concrete dry prefabricated structure, including a concrete prefabricated body, which includes a beam structure and a column structure. At least one set of beam structures is provided and is provided between the column structures. The stress weak section of the column structure is a stress weak point, and the stress weak point of the column structure is a cut-off point. The column structure is divided into several independent lower column structures and upper column structures, and the lower column structures are provided along the bottom of the upper column structures.

[0006] By adopting the above technical solutions, a modular prefabricated assembly structure composed of beam and column structures is used to achieve factory production and on-site dry assembly, which significantly shortens the construction cycle and reduces wet operation pollution. The pre-cut-off design of the column structure at stress weak points facilitates layered transportation and hoisting, reducing the need for large machinery. At the same time, the column structure is cut off into lower and upper column structures at stress weak points and connected by welding end steel plates to form flexible nodes, which effectively absorb seismic energy and avoid brittle failure.

[0007] Specifically, the beam structure includes a main precast beam and a main precast floor slab. The main precast floor slab is precast and fixedly connected to the top of the main precast beam. A secondary precast beam is provided on the side of the column structure and the upper column structure near the main precast beam. A secondary precast floor slab is provided on the top of the secondary precast beam near the side of the main precast floor slab. The secondary precast floor slab is precast and fixedly connected to the top of the secondary precast beam.

[0008] Specifically, the vertical splicing surfaces at both ends of the main precast beam and the main precast floor slab connected thereto are both set as first slope structures, and the vertical splicing surfaces at the edges near the splicing positions of the secondary precast beam and the secondary precast floor slab connected thereto are both set as second slope structures.

[0009] The first slope structure is a positive slope that slopes from the top of the beam to the bottom of the beam, and the second slope structure is a reverse slope that slopes from the top of the beam to the bottom of the beam. Between adjacent main precast beams and secondary precast beams, the first slope structure at the end of the main precast beam overlaps the second slope structure at the edge of the adjacent secondary precast beam. For the two ends of the same main precast beam or secondary precast beam along the length direction, the inclination directions of the first slope structure or the second slope structure at their two sides are opposite.

[0010] Specifically, both the lower column structure and the upper column structure include a concrete column, end steel plates and embedded steel bars. At least one set of embedded steel bars is provided and embedded in the concrete column. Two sets of end steel plates are provided, and the two sets of end steel plates are respectively fixedly connected to the top and bottom of the concrete column. The two ends of the embedded steel bars are respectively welded and fixed to the end steel plates at the corresponding positions.

[0011] The end steel plate is a flat plate structure or a concave-convex plate structure, and the outer periphery is chamfered at 45 degrees. When the end steel plates of adjacent column structures are installed together, the chamfers form a V-shaped bevel on the outer periphery. The end steel plates are connected by welding, and the outer surface of the weld is coated with a refractory cement-based gel layer.

[0012] When the end steel plate is a concave-convex plate structure, the adjacent contact surfaces of the concave-convex plate end steel plates that are mated together are also bonded and sealed by steel plate adhesive sealant.

[0013] By adopting the above technical solution, the fire resistance limit is improved by coating the outside of the weld with a fire-resistant cement-based gel layer, which makes the fire protection effect of high-rise buildings better. The welded surfaces of the end steel plates in the concave-convex plate structure are sealed with adhesive sealant, which can effectively prevent moisture from seeping in.

[0014] Specifically, a shear key is welded and fixed to the middle of the lower surface of the end steel plate at the bottom of the concrete column. Shear grooves corresponding to the shear key are formed on the middle of the end steel plate at the top of the concrete column of the lower column structure and on the concrete column body below the end steel plate. The shear key is made of channel steel or I-beam. The surface of the shear key is provided with anti-slip texture to improve friction, and the anti-slip texture is toothed or corrugated.

[0015] The beneficial effects of this utility model are as follows: The modular prefabricated assembly structure, composed of beam and column structures, enables factory production and on-site dry assembly, significantly shortening the construction cycle and reducing wet-work pollution. Furthermore, the pre-cut-off design at stress-weak points in the column structure facilitates layered transportation and hoisting, reducing the need for large machinery. Simultaneously, the column structure is cut into lower and upper column structures at stress-weak points, connected by welded end steel plates to form flexible nodes, effectively absorbing seismic energy and preventing brittle failure. Shear keys are embedded in shear grooves, and the surface anti-slip texture increases friction, significantly improving the shear bearing capacity of the nodes and preventing inter-story slippage. The ends of the main prefabricated beams and secondary prefabricated beams... The joint adopts a combination of positive and negative slopes to increase the contact area and achieve a rigid connection between beam and column nodes, avoiding stress concentration on traditional flat surfaces. By coating the outside of the weld with a fire-resistant cement-based gel layer, the fire resistance limit is improved, resulting in better fire protection for high-rise buildings. The welded surfaces of the end steel plates in the concave-convex plate structure are sealed with adhesive sealant to effectively prevent moisture infiltration. This application reduces the amount of on-site formwork and scaffolding through dry assembly, thereby reducing overall costs. It solves the problems of existing wet assembly, which requires on-site formwork and concrete pouring, has a long curing period, and is greatly affected by weather, leading to uncontrollable construction schedules. It also addresses the problems of low efficiency and weak seismic performance in the assembly of high-rise concrete structures. Attached Figure Description

[0016] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0017] Figure 1 This is a front view schematic diagram of the present invention;

[0018] Figure 2 This is an exploded view of the main front view of this utility model;

[0019] Figure 3 This is a schematic diagram of the connection between the column structure and the beam structure of this utility model;

[0020] Figure 4 This is a schematic diagram showing the separation of the column structure and beam structure of this utility model;

[0021] Figure 5 This is a schematic diagram of the lower column structure of this utility model;

[0022] Figure 6 This is a schematic diagram of the end steel plate of the flat plate structure of this utility model;

[0023] Figure 7 This is a schematic diagram of the end steel plate of the concave-convex plate structure of this utility model;

[0024] In the diagram: Column structure 1, lower column structure 11, upper column structure 12, secondary precast beam 121, secondary precast floor slab 122, second slope structure 123, concrete column 101, end steel plate 102, embedded steel bar 103, shear groove 104, stress weak point 13, shear key 14, beam structure 2, main precast beam 211, main precast floor slab 212, first slope structure 213. Detailed Implementation

[0025] To make the technical means, creative features, objectives and effects of this utility model easier to understand, the present utility model will be further described below in conjunction with specific embodiments.

[0026] like Figure 1-7 As shown, the high-rise dry prefabricated concrete structure of this utility model includes a concrete prefabricated body, which includes a beam structure 2 and a column structure 1. At least one set of beam structures 2 is provided and is provided between the column structures 1. The stress weak section of the column structure 1 is a stress weak point 13, and the stress weak point 13 of the column structure 1 is a cut-off point. The column structure 1 is divided into several independent lower column structures 11 and upper column structures 12. The lower column structures 11 are provided along the bottom of the upper column structures 12.

[0027] This utility model also includes that the beam structure 2 includes a main precast beam 211 and a main precast floor slab 212. The main precast floor slab 212 is precast and fixedly connected to the top of the main precast beam 211. A secondary precast beam 121 is provided on the side of the column structure 1 and the upper column structure 12 near the main precast beam 211. A secondary precast floor slab 122 is provided on the side of the top of the secondary precast beam 121 near the main precast floor slab 212. The secondary precast floor slab 122 is precast and fixedly connected to the top of the secondary precast beam 121.

[0028] The present invention further includes that the vertical splicing surfaces of the two end edges of the main precast beam 211 and the main precast floor slab 212 connected thereto are both set as first slope structure 213, and the vertical splicing surfaces of the edges of the secondary precast beam 121 and the secondary precast floor slab 122 connected thereto near the splicing position are both set as second slope structure 123.

[0029] The first slope structure 213 is a positive slope that slopes from the top of the beam to the bottom of the beam, and the second slope structure 123 is a reverse slope that slopes from the top of the beam to the bottom of the beam. Between the adjacent main precast beam 211 and secondary precast beam 121, the first slope structure 213 at the end of the main precast beam 211 overlaps with the second slope structure 123 at the edge of the adjacent secondary precast beam 121. For the two ends of the same main precast beam 211 or secondary precast beam 121 along the length direction, the inclination directions of the first slope structure 213 or the second slope structure 123 at their two sides are opposite.

[0030] This utility model also includes that both the lower column structure 11 and the upper column structure 12 include a concrete column 101, an end steel plate 102 and a pre-embedded steel bar 103. At least one set of the pre-embedded steel bar 103 is provided and is pre-embedded in the concrete column 101. Two sets of the end steel plate 102 are provided, and the two sets of end steel plates 102 are respectively fixedly connected to the top and bottom of the concrete column 101. The two ends of the pre-embedded steel bar 103 are respectively welded and fixed to the end steel plate 102 at the corresponding positions.

[0031] The end steel plate 102 is a flat plate structure or a concave-convex plate structure, and the outer peripheral edge is chamfered at 45 degrees. When the end steel plates 102 of adjacent column structures 1 are installed together, the chamfer forms a V-shaped bevel on the outer periphery. The end steel plates 102 that are connected together are welded together, and the outer surface of the weld is coated with a refractory cement-based gel layer.

[0032] When the end steel plate 102 is a concave-convex plate structure, the adjacent contact surfaces of the concave-convex plate end steel plates 102 that are mated together are also bonded and sealed by steel plate adhesive sealant.

[0033] When in use, the fire resistance limit is improved by coating the outside of the weld with a fire-resistant cement-based gel layer, which makes the fire protection effect of high-rise buildings better. The welded surface of the end steel plate 102 in the concave-convex plate structure is sealed with adhesive sealant, which can effectively prevent moisture from seeping in.

[0034] This utility model also includes a shear key 14 welded and fixed to the middle of the lower surface of the end steel plate 102 at the bottom of the concrete column 101. Shear grooves 104 corresponding to the shear key 14 are provided on the middle of the end steel plate 102 at the top of the concrete column 101 of the lower column structure 11 and on the concrete column 101 body below the end steel plate 102. The shear key 14 is made of channel steel or I-beam steel. The surface of the shear key 14 is provided with anti-slip texture to improve friction, and the anti-slip texture is toothed or corrugated.

[0035] When in use, this utility model is based on a high-rise frame structure, accurately calculates shear force, bending moment, and axial force and generates a stress envelope diagram, determines the stress weak point of the column, and presets it as the stress weak point 13 of column structure 1. The obtained stress weak point 13 is used as the insertion connection point of the lower column structure 11 and the upper column structure 12 support. The lower column structure 11, the upper column structure 12 and the beam structure 2 are all prefabricated in the factory.

[0036] During installation, the shear key 14 of the lowest column structure 11 of column structure 1 is inserted into the building foundation. After the first-floor column structure 11 is erected, the adjacent beam structure 2 of the same floor is erected on the column structure 11. During this process, ensure that the first slope structure 213 of the main precast beam 211 overlaps the second slope structure 123 of the secondary precast floor slab 122. After the first floor of the overall building structure is erected, a concrete surface layer is poured on the precast floor slab of this floor. After curing, the second-floor column structure 11 can be inserted into the first-floor column structure 11. During insertion, the shear key 14 at the bottom of the second-floor column structure 11 is inserted into the shear groove 104 of the first-floor column structure 11. Then, the V-shaped openings on the outer periphery of the adjacent end steel plates 102 on both sides are welded together by arc welding. The welding process includes three steps: root pass welding, fill pass welding, and cover pass welding. The steps are as follows: root pass welding: current 180-200A, weld thickness 3mm; fill pass welding: current 200-220A, weld fill to 2 / 3 height of the bevel; cover pass welding: current 160-180A, weld reinforcement 2-3mm. After the weld cools, a refractory cement-based gel layer with a thickness ≥2mm is applied. This process is repeated until the top floor of the building is reached. The upper column structure 12 is hoisted to the top of the lower column structure 11 at the top of the column structure 1. Based on the insertion of the shear key 14 and the shear groove 104, the above three welding steps are performed. Then, the beam structure 2 is hoisted onto the support of the upper column structure 12 in a connected manner. Finally, the concrete surface layer of the floor slab is poured. After curing, a high-rise concrete dry prefabricated structure is formed.

[0037] Furthermore, the planar end steel plate 102 is suitable for use in high-rise buildings, while the concave-convex end steel plate 102 is suitable for use in super high-rise buildings.

[0038] Furthermore, the calculation of stress weak point 13 in building structural design requires combining mechanical analysis, code requirements, and actual working conditions to determine the stress weak point of a column. The following is a systematic method for judgment:

[0039] I. Core Judgment Criteria

[0040] 1. Internal force analysis and location

[0041] Inflection point of bending moment: Through overall structural analysis (such as ETABS, PKPM), the bending moment envelope diagram of the column under seismic or wind load conditions is extracted. The stress concentration is minimal at the point where the bending moment is close to zero (inflection point), which is suitable as a weak point.

[0042] Shear peak zone: Avoid the area with the maximum shear force (usually near the beam-column joint) and select the middle section where the shear force is more evenly distributed;

[0043] Axial compression ratio control: Ensure that the axial compression ratio (N / (f_c·A)) at weak points is ≤0.65 (Level I seismic resistance) to avoid high-pressure stress zones.

[0044] 2. Height and Position Rules

[0045] The height H of the weak point should satisfy:

[0046] (h_c is the column section height, H is the floor height), usually taken as 1 / 3 to 1 / 2 of the floor height.

[0047] II. Quantitative Analysis Process

[0048] Step 1: Load combination calculation

[0049] The most unfavorable load combination is adopted (taking an 8-degree seismic fortification as an example):

[0050] Basic combination: 1.2 dead load + 1.4 live load;

[0051] Earthquake combination: 1.3 gravity + 0.5 live load ± 1.0 horizontal seismic action;

[0052] Step 2: Extraction and Verification of Internal Force

[0053] sheet

[0054]

[0055] Note: The bending moment is smallest at the middle 1 / 2H and the axial compression ratio is 0.42 < 0.65, which meets the criteria for a weak point.

[0056] Step 3: Construct and verify

[0057] Section weakening rate: The cross-sectional area at the weak point should be reduced by 15-20% (e.g., by creating a rectangular groove). After weakening, the bearing capacity must meet the following requirement: N≤0.7f c A 削弱 ;

[0058] Ductility assurance: The stirrups at weak points are densified to a spacing of ≤100mm, and the reinforcement ratio is increased by 10-15%.

[0059] The foregoing has shown and described the basic principles, main features, and advantages of this utility model. Those skilled in the art should understand that this utility model is not limited to the above embodiments. The descriptions of the above embodiments and specifications are merely illustrative of the principles of this utility model. Various changes and modifications can be made to this utility model without departing from its spirit and scope, and all such changes and modifications fall within the scope of protection claimed by this utility model. The scope of protection of this utility model is defined by the appended claims and their equivalents.

Claims

1. A high-rise dry-assembled concrete structure, characterized in that, The system includes a concrete assembly body, which includes a beam structure (2) and a column structure (1). The beam structure (2) is provided in at least one set and is located between the column structures (1). The stress weak section of the column structure (1) is a stress weak point (13), and the stress weak point (13) of the column structure (1) is a cut-off point. The column structure (1) is divided into several independent lower column structures (11) and upper column structures (12). The lower column structure (11) is set along the bottom of the upper column structure (12).

2. The high-rise dry-assembled concrete structure according to claim 1, characterized in that, The beam structure (2) includes a main precast beam (211) and a main precast floor slab (212). The main precast floor slab (212) is precast and fixedly connected to the top of the main precast beam (211). A secondary precast beam (121) is provided on the side of the column structure (1) and the upper column structure (12) near the main precast beam (211). A secondary precast floor slab (122) is provided on the side of the top of the secondary precast beam (121) near the main precast floor slab (212). The secondary precast floor slab (122) is precast and fixedly connected to the top of the secondary precast beam (121).

3. The high-rise concrete dry prefabricated structure according to claim 2, characterized in that, The vertical splicing surfaces of the two end edges of the main precast beam (211) and the main precast floor slab (212) connected thereto are both set as first slope structures (213), and the vertical splicing surfaces of the edges of the secondary precast beam (121) and the secondary precast floor slab (122) connected thereto near the splicing position are both set as second slope structures (123). The first slope structure (213) is a positive slope that slopes from the top of the beam to the bottom of the beam, and the second slope structure (123) is a reverse slope that slopes from the top of the beam to the bottom of the beam. Between the adjacent main precast beam (211) and secondary precast beam (121), the first slope structure (213) at the end of the main precast beam (211) overlaps the second slope structure (123) at the edge of the adjacent secondary precast beam (121). For the same main precast beam (211) or secondary precast beam (121) along the length direction, the inclination directions of the first slope structure (213) or the second slope structure (123) at both ends of its two sides are opposite.

4. The high-rise concrete dry prefabricated structure according to claim 3, characterized in that, The lower column structure (11) and the upper column structure (12) both include a concrete column (101), end steel plates (102) and embedded steel bars (103). At least one set of embedded steel bars (103) is provided and is embedded in the concrete column (101). Two sets of end steel plates (102) are provided. The two sets of end steel plates (102) are respectively fixedly connected to the top and bottom of the concrete column (101). The two ends of the embedded steel bars (103) are respectively welded and fixed to the end steel plates (102) at the corresponding positions. The end steel plate (102) is a flat plate structure or a concave-convex plate structure, and the outer periphery is chamfered at 45 degrees. When the end steel plates (102) of adjacent column structures (1) are installed together, the chamfers form a V-shaped bevel on the outer periphery. The end steel plates (102) that are connected together are welded together, and the outer surface of the weld is coated with a refractory cement-based gel layer. When the end steel plate (102) is a concave-convex plate structure, the adjacent contact surfaces of the concave-convex plate end steel plates (102) that are connected to each other are also bonded and sealed by steel plate adhesive sealant.

5. The high-rise concrete dry prefabricated structure according to claim 4, characterized in that, A shear key (14) is welded and fixed to the middle of the lower surface of the end steel plate (102) at the bottom of the concrete column (101). A shear groove (104) corresponding to the shear key (14) is provided on the middle of the end steel plate (102) at the top of the concrete column (101) of the lower column structure (11) and on the concrete column (101) body below the end steel plate (102). The shear key (14) is made of channel steel or I-beam. The surface of the shear key (14) is provided with anti-slip texture to improve friction, and the anti-slip texture is toothed or corrugated.

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