Full cast-in-place concrete non-stress constructional wall connecting structure

Abstract

The utility model relates to a full cast-in-place concrete non-stress constructional wall connecting structure which comprises a concrete constructional wall formwork, a structural plate formwork, a shear wall formwork, a wall column top structural beam formwork, a horizontal seam pulling plate, a vertical seam pulling plate, a wall longitudinal bar, a wall horizontal long bar, a wall horizontal short bar and a wall pulling bar. The concrete construction wall comprises wall horizontal long ribs and wall horizontal short ribs which are arranged at intervals; a horizontal seam pulling plate with the width smaller than the wall thickness by 50 mm is arranged at the bottom of the full cast-in-place construction outer wall, and longitudinal bars of the construction wall do not need to be anchored into a main body structure and only need to be anchored into a beam plate at the top of the wall according to standard requirements. By means of the design, the use amount of the steel bars is reduced, time and procedures needed by anchoring operation are saved, and therefore the construction cost is reduced.

Description

Technical Field

[0001] The utility model relates to a fully cast-in-place concrete non-stress-bearing structural wall connection structure. Background Art

[0002] In modern building construction, the connection between the fully cast-in-place concrete structural exterior wall and the main structure is crucial. The widely used method at present is to set a seam plate at the intersection of the shear wall, beam or floor surface and the structural concrete wall. These seam plates are usually made of PVC or other elastic materials. The steel bars pass through these seam plates and are anchored into the walls and beams of the main structure, thereby achieving an effective connection between the fully cast-in-place structural exterior wall and the main structure.

[0003] However, the prior art has some significant disadvantages. First, due to the different design standards for the spacing of steel bars in the exterior walls of fully cast-in-place structures held by different design units, the steel bar holes reserved in the traditional finished seam panels generally have only one fixed spacing. This leads to the problem that the spacing of the steel bars and the spacing of the reserved holes cannot match each other during the actual construction. In order to adapt to this mismatch, construction workers need to make secondary holes in the seam panels, which not only reduces construction efficiency, but may also affect the quality of the seam panels and the reliability of the overall connection. Utility Model Content

[0004] The utility model aims to provide a fully cast-in-place concrete non-stress structural wall connection structure which can improve construction efficiency and reduce secondary processing on site.

[0005] The purpose of the utility model is achieved in this way:

[0006] A fully cast-in-place concrete non-stress-bearing structural wall connection structure, comprising a concrete structural wall formwork, a structural plate formwork, a shear wall formwork, a structural beam formwork on the top of a wall column, a horizontal seam plate, a vertical seam plate, a wall longitudinal reinforcement, a wall horizontal long reinforcement, a wall horizontal short reinforcement and a wall tension reinforcement, wherein the concrete structural wall comprises the wall horizontal long reinforcement and the wall horizontal short reinforcement arranged at intervals;

[0007] The width of the horizontal seam plate is less than 50 mm of the thickness of the concrete structural wall. After the structural plate template is poured with concrete, before the concrete of the structural plate template is initially set, the horizontal seam plate is pressed into the concrete, and the wall longitudinal reinforcement extends to the surface of the structural plate through both sides of the horizontal seam plate. After the concrete of the structural plate is solidified, the structural plate template is removed to form the structural plate;

[0008] Binding wall longitudinal reinforcement, wall horizontal long reinforcement, wall horizontal short reinforcement and wall tension reinforcement and installing the concrete structural wall formwork, wall column top structural beam formwork and shear wall formwork;

[0009] The width of the vertical seam plate is less than 50 mm of the thickness of the concrete structural wall. The vertical seam plate is fixed to the horizontal long reinforcement of the wall by tying wires. The horizontal short reinforcement of the wall extends to the inner side of the vertical seam plate. The horizontal long reinforcement of the wall is anchored into the shear wall formwork through both sides of the vertical seam plate.

[0010] The horizontal long reinforcement of the wall extends into the structural beam template at the top of the wall column;

[0011] The concrete structural wall formwork, shear wall formwork and the structural beam formwork at the top of the wall column are poured with concrete;

[0012] After the concrete of the concrete structural wall formwork is solidified, the concrete structural wall formwork is removed to form the concrete structural wall;

[0013] After the concrete of the shear wall formwork solidifies, the shear wall formwork is removed to form the shear wall;

[0014] After the concrete of the structural beam template at the top of the wall column solidifies, the structural beam template at the top of the wall column is removed to form the structural beam at the top of the wall column.

[0015] Simplify the construction process, save process and cost: set a horizontal seam plate with a width 50mm less than the wall thickness at the bottom of the fully cast-in-place structural exterior wall. The longitudinal reinforcement of the structural wall does not need to be anchored into the main structure, but only needs to be anchored into the beam slab at the top of the wall according to the specification requirements. This design not only reduces the amount of steel bars used, but also saves the time and process required for the anchoring operation, thereby reducing construction costs.

[0016] Optimize the arrangement of steel bars and improve the quality of connection: set vertical seam plates with a width 50mm less than the wall thickness on both sides of the fully cast-in-place structural exterior wall and the contact surface with the shear wall or column, and arrange the horizontal bars of the structural wall in long and short intervals, with the short bars extending to the inside of the seam plates and the long bars anchored into the shear wall or column through both sides of the seam plates. This arrangement ensures the anchorage depth of the steel bars at key locations, meets the requirements of the connection strength, and at the same time ensures the thickness of the steel bar protective layer, reducing the risk of concrete cracking caused by exposed steel bars.

[0017] Improve construction efficiency and reduce on-site processing: Since the width of the horizontal and vertical seam plates in this design is less than 50mm of the thickness of the concrete structural wall, the steel bars can be installed on-site without secondary drilling. This significantly improves construction efficiency and reduces construction delays and quality problems caused by secondary processing.

[0018] Enhance construction flexibility and adapt to different design requirements: The horizontal and vertical seam panels of this design can adapt to the requirements of different steel bar spacing, and are no longer restricted by the fixed spacing of the reserved holes in the finished seam panels. The construction site can more flexibly adjust the steel bar layout to meet the needs of different design units and avoid installation difficulties caused by inconsistent design standards.

[0019] Shorten construction period and reduce labor costs: By optimizing the layout of steel bars and simplifying the connection process, the construction period is significantly shortened and the labor costs of on-site construction are reduced. This is of great significance to improving the overall efficiency of the project and reducing construction costs.

[0020] The purpose of the utility model can also be solved by the following technical measures:

[0021] Furthermore, the concrete structural wall formwork and the shear wall formwork are used to cast concrete simultaneously.

[0022] Enhanced structural integrity: Synchronous pouring ensures seamless connection between concrete structural walls and shear walls, avoiding joint problems caused by multiple pouring. This integrated pouring method makes the structure more integrated and stable, improving the seismic performance and durability of the building.

[0023] Improve the quality of concrete joints: Synchronous pouring avoids the problem of cold joints that may occur at the concrete joints during the step-by-step pouring process, ensures the density and adhesion of the concrete at the joints, and improves the sealing and durability of the overall structure.

[0024] The beneficial effects of the utility model are as follows:

[0025] The utility model, by cleverly designing the horizontal and vertical seam plates and optimizing the steel bar anchoring method, not only improves the construction efficiency and saves costs, but also ensures the reliability and safety of the connection quality, and has significant practical application value.

[0026] The utility model ensures seamless connection between the concrete structural wall and the shear wall by synchronous pouring, avoiding the joint problem caused by pouring in stages. This integrated pouring method makes the structure more integrated and stable, and improves the earthquake resistance and durability of the building. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 Schematic diagram of the top connection structure of the fully cast-in-place concrete non-load-bearing structural wall.

[0028] Figure 2 Schematic diagram of the bottom connection structure of the fully cast-in-place concrete non-load-bearing structural wall.

[0029] Figure 3 Schematic diagram of the side connection structure of the fully cast-in-place concrete non-load-bearing structural wall.

[0030] Figure 4 This is a schematic diagram of the spacing arrangement of the horizontal long reinforcement and the horizontal short reinforcement of the fully cast-in-place concrete non-load-bearing structural wall. DETAILED DESCRIPTION

[0031] The utility model is further described below in conjunction with the accompanying drawings and embodiments:

[0032] Example, combined with Figures 1 to 4 As shown, a fully cast-in-place concrete non-stressed structural wall connection structure includes a concrete structural wall formwork, a structural plate 8 formwork, a shear wall formwork, a wall column top structural beam 9 formwork, a horizontal seam plate 6, a vertical seam plate 7, a wall longitudinal reinforcement 2, a wall horizontal long reinforcement 3, a wall horizontal short reinforcement 4 and a wall reinforcement 5, characterized in that:

[0033] The concrete structural wall comprises the wall horizontal long reinforcement 3 and the wall horizontal short reinforcement 4 arranged at intervals;

[0034] The width of the horizontal seam plate 6 is less than the thickness of the concrete structural wall by 50 mm. After the concrete of the structural plate 8 template is poured, the horizontal seam plate 6 is pressed into the concrete before the concrete of the structural plate 8 template is initially set. The wall longitudinal reinforcement 2 extends to the surface of the structural plate 8 through both sides of the horizontal seam plate 6. After the concrete of the structural plate 8 is solidified, the structural plate 8 template is removed to form the structural plate 8.

[0035] Tie up the wall longitudinal reinforcement 2, the wall horizontal long reinforcement 3, the wall horizontal short reinforcement 4 and the wall tension reinforcement 5 and install the concrete structural wall formwork, the wall column top structural beam 9 formwork and the shear wall formwork;

[0036] The width of the vertical seam plate 7 is less than 50 mm of the thickness of the concrete structural wall. The vertical seam plate 7 is fixed to the horizontal long reinforcement 3 of the wall by tying wires. The horizontal short reinforcement 4 of the wall extends to the inner side of the vertical seam plate 7. The horizontal long reinforcement 3 of the wall is anchored into the shear wall formwork through both sides of the vertical seam plate 7.

[0037] The horizontal long wall reinforcement 3 extends into the template of the structural beam 9 at the top of the wall column;

[0038] The concrete structural wall formwork, shear wall formwork and the wall column top structural beam 9 formwork are used to cast concrete;

[0039] After the concrete of the concrete structural wall formwork is solidified, the concrete structural wall formwork is removed to form the concrete structural wall;

[0040] After the concrete of the shear wall formwork is solidified, the shear wall formwork is removed to form the shear wall 10;

[0041] After the concrete of the template of the structural beam 9 on the top of the wall column is solidified, the template of the structural beam 9 on the top of the wall column is removed to form the structural beam 9 on the top of the wall column.

[0042] Furthermore, the concrete structural wall formwork and the shear wall formwork are used to cast concrete simultaneously.

Claims

1. A fully cast-in-place concrete non-stress-bearing structural wall connection structure, comprising a concrete structural wall formwork, a structural plate formwork, a shear wall formwork, a wall column top structural beam formwork, a horizontal seam plate (6), a vertical seam plate (7), a wall longitudinal reinforcement (2), a wall horizontal long reinforcement (3), a wall horizontal short reinforcement (4) and a wall reinforcement (5), characterized in that: The concrete structural wall comprises the wall horizontal long reinforcement (3) and the wall horizontal short reinforcement (4) arranged at intervals; The width of the horizontal seam plate (6) is less than the thickness (50) mm of the concrete structural wall. After the structural plate formwork is poured with concrete, before the concrete of the structural plate formwork is initially set, the horizontal seam plate (6) is pressed into the concrete. The wall longitudinal reinforcement (2) extends to the surface of the structural plate (8) through both sides of the horizontal seam plate (6). After the concrete of the structural plate is set, the structural plate formwork is removed to form the structural plate (8); Binding the wall longitudinal reinforcement (2), the wall horizontal long reinforcement (3), the wall horizontal short reinforcement (4) and the wall tension reinforcement (5) and installing the concrete structural wall formwork, the wall column top structural beam formwork and the shear wall formwork; The width of the vertical seam plate (7) is less than the thickness (50) mm of the concrete structural wall. The vertical seam plate (7) is fixed to the horizontal long reinforcement (3) of the wall by means of a tie wire. The horizontal short reinforcement (4) of the wall extends to the inner side of the vertical seam plate (7). The horizontal long reinforcement (3) of the wall is anchored into the shear wall formwork through both sides of the vertical seam plate (7). The horizontal long wall reinforcement (3) extends into the structural beam template at the top of the wall column; The concrete structural wall formwork, shear wall formwork and the structural beam formwork at the top of the wall column are poured with concrete; After the concrete of the concrete structural wall formwork is solidified, the concrete structural wall formwork is removed to form the concrete structural wall; After the concrete of the shear wall formwork solidifies, the shear wall formwork is removed to form a shear wall (10); After the concrete of the top structural beam template of the wall column solidifies, the top structural beam template of the wall column is removed to form the top structural beam of the wall column (9).

2. The fully cast-in-place concrete non-stress-bearing structural wall connection structure according to claim 1 is characterized in that: The concrete structural wall formwork and the shear wall formwork are used to cast concrete simultaneously.

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