Active replacement reinforcement construction method for shear wall of high-rise building

Abstract

The invention relates to a high-rise building shear wall active replacement reinforcement construction method which comprises the following steps that a plurality of lower supporting brackets and jacks are provided, the lower supporting brackets are arranged on floors below a shear wall to be replaced, and the jacks are arranged at the tops of the lower supporting brackets; a plurality of upper supporting brackets are provided, the upper supporting brackets are arranged on a floor above the shear wall to be replaced, and the upper supporting brackets are arranged corresponding to the arrangement positions of the lower supporting brackets; a steel support is provided, and the steel support penetrates through the upper floor and the lower floor so as to be connected with the upper supporting bracket and the jack; the jack is started, concrete of the shear wall to be replaced is chiseled away to expose a steel bar body of the shear wall to be replaced, a pouring formwork is arranged on the outer side of the steel bar body, concrete is poured into the pouring formwork to replace the shear wall, operation is easy, and use is convenient.

Description

Technical Field

[0001] The present invention relates to the technical field of building construction, and in particular to a construction method for active replacement and reinforcement of shear walls of high-rise buildings. Background Art

[0002] With the rapid development of urbanization, high-rise buildings have become popular. It is not uncommon for the concrete strength of columns and shear walls of high-rise main structures to fail to meet the design strength. The problem of serious insufficient concrete strength of multiple layers of shear walls in the same part also occurs frequently, seriously affecting the overall safety of the building structure and even causing demolition and reconstruction.

[0003] Usually, for the shear wall with insufficient concrete strength as mentioned above, formwork is directly set up on the outside of the shear wall and concrete is poured at the position of the shear wall, so that the shear wall can be thickened, thereby increasing the structural strength of the shear wall. However, this seriously affects the appearance of the building, and multiple pourings of concrete will cause the internal structure of the shear wall to be unstable, which is very likely to cause danger. Summary of the Invention

[0004] The purpose of the present invention is to overcome the defects of the prior art and provide a construction method for active replacement and reinforcement of shear walls in high-rise buildings. By setting upper supporting horns and lower supporting horns above and below the shear wall to be replaced, setting steel supports between the upper supporting horns and the lower supporting horns, and supporting the upper floors of the shear wall by jacks, it is convenient for subsequent construction personnel to replace the shear wall.

[0005] The technical solution for achieving the above-mentioned purpose is a construction method for active replacement reinforcement of shear walls in high-rise buildings, comprising the following steps:

[0006] Providing a plurality of lower supporting corbels and jacks, installing the lower supporting corbels on the floor below the shear wall to be replaced, and installing the jacks on top of the lower supporting corbels;

[0007] Providing a plurality of upper supporting corbels, and setting the upper supporting corbels on the floors above the shear wall to be replaced, wherein the upper supporting corbels are set at positions corresponding to the setting positions of the lower supporting corbels;

[0008] Providing a steel support, and passing the steel support through the upper floor and the lower floor to connect the upper support corbel and the jack;

[0009] The jack is started to chisel away the concrete of the shear wall to be replaced to expose the steel bar body of the shear wall to be replaced, a casting template is set outside the steel bar body, and concrete is poured in the casting template to replace the shear wall.

[0010] Furthermore, when setting the lower supporting corbel and the upper supporting corbel, the lower supporting corbel is set on the shear wall of the lower floor, the shear wall of the lower floor is set directly below the shear wall to be replaced, and the lower supporting corbels are set opposite to each other on both sides of the shear wall of the lower floor, and the upper supporting corbel is set on the shear wall of the upper floor, the shear wall of the upper floor is set directly above the shear wall to be replaced, and the lower supporting corbels are set opposite to each other on both sides of the shear wall of the upper floor.

[0011] Furthermore, before installing the upper supporting corbel and the lower supporting corbel, the surfaces of the shear walls of the upper floor and the lower floor are polished.

[0012] Furthermore, when setting up the steel support, a first penetration hole is drilled in the bottom plate of the upper floor at a position corresponding to the upper support corbel; a second penetration hole is drilled in the top plate of the lower floor at a position corresponding to the lower support corbel; and the steel support is penetrated into the first penetration hole and the second penetration hole.

[0013] Furthermore, after the first penetration hole and the second penetration hole are formed in the steel support, grouting material is filled in the gap between the steel support and the first penetration hole to fill the first penetration hole.

[0014] Furthermore, after pouring concrete in the pouring formwork, the upper supporting corbel, the lower supporting corbel and the steel support are removed, and grouting material is filled into the first penetration hole and the second penetration hole to seal the first penetration hole and the second penetration hole.

[0015] Furthermore, before the shear wall to be replaced is chiseled out, a support member is provided between the top plate and the bottom plate of the floor of the shear wall to be replaced.

[0016] Furthermore, after the shear wall to be replaced is chiseled out, the main body of the steel bar is derusted and repaired by welding.

[0017] Furthermore, when setting the casting formwork, the surface of the steel bar body is cleaned.

[0018] Furthermore, after pouring concrete in the pouring formwork, the concrete surface is cured.

[0019] Compared with the prior art, the present invention has the following beneficial effects:

[0020] By setting upper supporting horns and lower supporting horns above and below the shear wall to be replaced, by setting steel supports between the upper supporting horns and the lower supporting horns, and by supporting the upper floors of the shear wall with jacks, it is convenient for subsequent construction workers to replace the shear wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 This is a front view of an active replacement reinforcement construction method for shear walls in high-rise buildings;

[0022] Figure 2 A side view of an active replacement reinforcement construction method for shear walls in high-rise buildings;

[0023] Figure 3 This is a structural diagram of the lower supporting bracket of an active replacement reinforcement construction method for shear walls in high-rise buildings;

[0024] Figure 4 A structural diagram of steel supports for an active replacement reinforcement construction method for shear walls in high-rise buildings;

[0025] Legend: 1. Upper floor; 2. Lower floor; 3. Shear wall to be replaced; 4. Steel support; 41. Connecting pier; 5. Upper support corbel; 6. Lower support corbel; 61. High-strength screw. DETAILED DESCRIPTION

[0026] The present invention will be further described below with reference to the accompanying drawings and specific embodiments.

[0027] See Figure 1 , a construction method for active replacement and reinforcement of shear walls in high-rise buildings, comprising the following steps: providing a plurality of lower supporting corbels 6 and jacks, setting the lower supporting corbels 6 on the lower floor 2 of the shear wall 3 to be replaced, and setting the jacks on the top of the lower supporting corbels 6; providing a plurality of upper supporting corbels 5, setting the upper supporting corbels 5 on the upper floor 1 of the shear wall 3 to be replaced, and the upper supporting corbels 5 are set corresponding to the setting positions of the lower supporting corbels 6; providing steel supports 4, passing the steel supports 4 through the upper floor 1 and the lower floor 2 to connect the upper supporting corbels 5 and the jacks; starting the jacks, chiseling away the concrete of the shear wall 3 to be replaced to expose the steel body of the shear wall 3 to be replaced, setting a casting template on the outside of the steel body, and pouring concrete in the casting template to replace the shear wall.

[0028] In the present invention, a preferred embodiment is as follows: when installing the upper supporting corbel 5 and the lower supporting corbel 6, the upper supporting corbel 5 and the lower supporting corbel 6 should be installed and positioned to avoid the main reinforcement of the shear wall of the upper floor 1 and the lower floor 2 as much as possible, and after drilling holes in the shear wall of the upper floor 1 and the lower floor 2, high-strength screws 61 (6 to 12 8.8-level or 10.9-level high-strength screws) are inserted, and the upper supporting corbel 5 and the lower supporting corbel 6 are installed on the high-strength screws 61; A jack is set on 6, which can be fixed to the lower supporting bracket 6 by bolts. Preferably, the jack is a self-locking hydraulic jack; a steel support 4 is set between the top of the jack and the upper supporting bracket 5, and the upper supporting bracket 5 is supported by the steel support 4. The jack is started so that the jack is tightened against the upper supporting bracket 5, so that the steel support 4 bears the pressure of the upper floor slab, and the concrete of the shear wall 3 to be replaced is chiseled out. The concrete of the shear wall 3 to be replaced is separated from top to bottom. The chiseling is done manually with the assistance of electric picks. It is not allowed to under-chisel or over-chisel, and the original vertical steel bars and main bars must not be damaged, nor the concrete that does not need to be replaced must be damaged. In order to ensure that the concrete in the non-replacement area is intact and not damaged, the chiseling range is determined in advance and positioned before the shear wall is chiseled out. A portable cutting machine is used to cut a full-length seam along the positioning line, which can effectively prevent the surface concrete in the non-replacement area from bursting when the shear wall is chiseled out. A casting formwork is set outside the steel body of the shear wall. The casting formwork adopts a glued formwork. The thickness of the casting formwork must meet the requirements of the specification. Watering holes are reserved on the casting formwork. The longitudinal keel on the outside of the casting formwork adopts square wood, and the horizontal keel adopts double steel pipes. The position and spacing of the keels meet the construction requirements. The formwork and the outer keel are fixed with tension screws. The spacing of the tension screws is determined according to calculation, but the spacing should be ≤600mm. After the concrete reaches the demolition strength, the casting formwork is removed, and the lower support corbel 6, upper support corbel 5 and steel support 4 are removed.

[0029] Furthermore, the steel support 4 is composed of several support units, and the several steel support units 4 are fixedly connected by bolts. A connecting pier 41 is provided above the support unit located at the top, and the bottom of the connecting pier 41 is fixedly connected to the bottom of the upper support corbel 5. The connecting pier 41 and the upper support corbel 5 are fixedly connected by bolts, and the connecting pier 41 and the connecting unit are connected by bolts.

[0030] Furthermore, when installing the steel support 4, two laser infrared rays are used to simultaneously control the verticality of the steel support 4 on both vertical surfaces of the steel support 4 to observe the setting position of the support unit, so as to correct the verticality deviation at any time and tighten the bolts.

[0031] Furthermore, before starting the jack, the upper supporting bracket 5 and the lower supporting bracket 6 are subjected to an anti-slip test. The pre-reverse force is 1.5 times the theoretical calculated load value borne by a single jack. The force is continuously applied for 1 hour, and any displacement is observed. Only those that pass the test can be officially put into use.

[0032] Furthermore, when setting the lower supporting corbel 6 and the upper supporting corbel 5, the lower supporting corbel 6 is set on the shear wall of the lower floor 2, the shear wall of the lower floor 2 is set directly below the shear wall 3 to be replaced, and the lower supporting corbels 6 are set opposite each other on both sides of the shear wall of the lower floor 2. The upper supporting corbel 5 is set on the shear wall of the upper floor 1, the shear wall of the upper floor 1 is set directly above the shear wall 3 to be replaced, and the lower supporting corbels 6 are set opposite each other on both sides of the shear wall of the upper floor 1.

[0033] Furthermore, a plurality of tie rods are provided between the two steel supports 4 on the same side. The tie rods can be provided horizontally or in an X-shape for support to avoid displacement of the steel supports 4 during subsequent construction.

[0034] Furthermore, when the upper supporting corbel 5 and the lower supporting corbel 6 are set, high-strength screws 61 are driven into the wall, and both ends of the high-strength screws 61 are exposed on the surface of the wall for the upper supporting corbel 5 and the lower supporting corbel 6 to be installed.

[0035] Furthermore, a through-wall lifting beam is provided between two oppositely arranged steel supports 4 , and a through-wall opening is formed on the shear wall 3 to be replaced. The through-wall lifting beam passes through the through-wall opening to connect the two steel supports 4 .

[0036] Furthermore, before installing the upper supporting corbels 5 and the lower supporting corbels 6, the surfaces of the shear walls of the upper floor 1 and the lower floor 2 are polished. Preferably, the locations of the shear walls corresponding to the installation of the upper supporting corbels 5 and the lower supporting corbels 6 are polished and smoothed, and the uneven areas of the shear walls are leveled by applying adhesive glue.

[0037] Furthermore, when installing the steel support 4, a first hole is drilled in the bottom plate of the upper floor 1 at a position corresponding to the upper support corbel 5; a second hole is drilled in the top plate of the lower floor 2 at a position corresponding to the lower support corbel 6; and the steel support 4 is inserted into the first and second holes. Preferably, the size of the first and second holes is slightly larger than the size of the steel support 4.

[0038] Furthermore, after the first and second holes are drilled through the steel support 4, grouting material is filled into the gap between the steel support 4 and the first hole to fill the first hole. By filling the first hole, lateral displacement of the steel support 4 is restrained, thereby preventing the steel support 4 from deflecting.

[0039] Furthermore, after pouring concrete in the casting formwork, the upper supporting corbel 5, the lower supporting corbel 6 and the steel support 4 are removed, and grouting material is filled into the first penetration hole and the second penetration hole to seal the first penetration hole and the second penetration hole.

[0040] Furthermore, before the shear wall 3 to be replaced is chiseled out, a support member is set between the top plate and the bottom plate of the floor of the shear wall 3 to be replaced. Preferably, a hydraulic jack is set at the bottom of the support member, and the hydraulic jack is used to tighten the floor to support the floor.

[0041] Furthermore, after the shear wall 3 to be replaced is chiseled out, the steel bar body is derusted and then repaired by welding.

[0042] Furthermore, when setting the casting formwork, the surface of the steel bar body is cleaned.

[0043] Furthermore, after pouring concrete in the pouring formwork, the concrete surface is cured.

[0044] The following describes the use of a high-rise building shear wall active replacement reinforcement construction method according to the present invention.

[0045] When installing the upper supporting corbel 5 and the lower supporting corbel 6, the installation positioning of the upper supporting corbel 5 and the lower supporting corbel 6 should avoid the main reinforcement of the shear wall of the upper floor 1 and the lower floor 2 as much as possible. After drilling holes in the shear wall of the upper floor 1 and the lower floor 2, high-strength screws 61 (6 to 12 8.8-level or 10.9-level high-strength screws) are passed through, and the upper supporting corbel 5 and the lower supporting corbel 6 are installed on the high-strength screws 61; a jack is set on the lower supporting corbel 6, and the jack can It is fixed on the lower supporting bracket 6 by bolts. Preferably, the jack is a self-locking hydraulic jack. A steel support 4 is set between the top of the jack and the upper supporting bracket 5. The upper supporting bracket 5 is supported by the steel support 4. The jack is started so that the jack tightens the upper supporting bracket 5 so that the steel support 4 bears the pressure of the upper floor slab. The concrete of the shear wall 3 to be replaced is chiseled out. The concrete of the shear wall 3 to be replaced is chiseled out from top to bottom in sections, and the concrete is manually assisted. When using an electric pick to chisel out, do not under-chisel or over-chisel, do not damage the original vertical steel bars and main bars, and do not damage the concrete that does not need to be replaced. To ensure that the concrete in the non-replacement area is intact and not damaged, the chiseling range should be determined in advance and positioned before the shear wall is chiseled out. Use a portable cutting machine to cut a full-length seam along the positioning line, which can effectively prevent the surface concrete in the non-replacement area from bursting when the shear wall is chiseled out. A casting formwork is set outside the steel body of the shear wall. The casting formwork adopts a glued formwork. The thickness of the casting formwork must meet the requirements of the specification. Watering holes are reserved on the casting formwork. The longitudinal keel on the outside of the casting formwork adopts square wood, and the horizontal keel adopts double steel pipes. The position and spacing of the keels meet the construction requirements. The formwork and the outer keel are fixed with tension screws. The spacing of the tension screws is determined according to calculations, but the spacing should be ≤600mm. After the concrete reaches the demolition strength, the casting formwork is removed, and the lower support corbel 6, upper support corbel 5 and steel support 4 are removed.

[0046] The present invention has been described in detail above with reference to the embodiments of the accompanying drawings. A person skilled in the art can make various modifications to the present invention based on the above description. Therefore, certain details in the embodiments should not be construed as limiting the present invention. The scope of protection of the present invention shall be determined by the scope defined in the appended claims.

Claims

1. A construction method for active replacement reinforcement of shear walls in high-rise buildings, characterized by: The steps include: Providing a plurality of lower supporting corbels and jacks, installing the lower supporting corbels on the floor below the shear wall to be replaced, and installing the jacks on top of the lower supporting corbels; Providing a plurality of upper supporting corbels, and setting the upper supporting corbels on the floors above the shear wall to be replaced, wherein the upper supporting corbels are set at positions corresponding to the setting positions of the lower supporting corbels; Providing a steel support, and passing the steel support through the upper floor and the lower floor to connect the upper support corbel and the jack; The jack is started to chisel away the concrete of the shear wall to be replaced to expose the steel bar body of the shear wall to be replaced, a casting template is set outside the steel bar body, and concrete is poured in the casting template to replace the shear wall.

2. The active replacement reinforcement construction method for shear walls of high-rise buildings according to claim 1 is characterized in that: When setting the lower supporting corbel and the upper supporting corbel, the lower supporting corbel is set on the shear wall of the lower floor, the shear wall of the lower floor is set directly below the shear wall to be replaced, and the lower supporting corbels are set on both sides of the shear wall of the lower floor opposite to each other. The upper supporting corbel is set on the shear wall of the upper floor, the shear wall of the upper floor is set directly above the shear wall to be replaced, and the lower supporting corbels are set on both sides of the shear wall of the upper floor opposite to each other.

3. The active replacement reinforcement construction method for shear walls of high-rise buildings according to claim 2 is characterized by: Before installing the upper supporting corbel and the lower supporting corbel, the surfaces of the shear walls of the upper floor and the lower floor are polished.

4. The active replacement reinforcement construction method for shear walls of high-rise buildings according to claim 1 is characterized in that: When setting up the steel support, a first penetration hole is drilled in the bottom plate of the upper floor at a position corresponding to the upper support corbel; a second penetration hole is drilled in the top plate of the lower floor at a position corresponding to the lower support corbel; and the steel support is penetrated into the first penetration hole and the second penetration hole.

5. The active replacement reinforcement construction method for shear walls of high-rise buildings according to claim 4 is characterized in that: After the steel support is penetrated through the first penetration hole and the second penetration hole, grouting material is filled in the gap between the steel support and the first penetration hole to fill the first penetration hole.

6. The active replacement reinforcement construction method for shear walls of high-rise buildings according to claim 5 is characterized by: After pouring concrete into the pouring formwork, the upper supporting corbel, the lower supporting corbel and the steel support are removed, and grouting material is filled into the first penetration hole and the second penetration hole to seal the first penetration hole and the second penetration hole.

7. The active replacement reinforcement construction method for shear walls of high-rise buildings according to claim 1 is characterized by: Before the shear wall to be replaced is chiseled out, a support member is set between the top plate and the bottom plate of the floor of the shear wall to be replaced.

8. The active replacement reinforcement construction method for shear walls of high-rise buildings according to claim 1 is characterized by: After the shear wall to be replaced is chiseled out, the main body of the steel bar is derusted and repaired by welding.

9. The method for active replacement reinforcement of shear walls in high-rise buildings according to claim 1 is characterized by: When setting the casting formwork, clean the surface of the steel bar body.

10. The method for active replacement and reinforcement of shear walls in high-rise buildings according to claim 1, characterized in that: After pouring concrete in the pouring formwork, the concrete surface is cured.

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