A sandwich wall beam underpinning joint with original wall body in situ reserved and a construction method thereof

Abstract

The application provides a wall-clamping beam underpinning joint with an original wall body reserved in situ and a construction method thereof, comprising an original wall body, a wall-clamping beam and at least one steel plate underpinning piece, wherein the original wall body is arranged in a reserved in-situ form; the wall-clamping beam is arranged on at least one side of the wall body, and a disengagement joint is arranged between the wall-clamping beam and the wall body; the bottom of the at least one steel plate underpinning piece penetrates into the bottom of the wall body, the middle part is arranged between the wall body and the wall-clamping beam, and the top is fixedly connected to the steel reinforcement cage of the wall-clamping beam; the wall body, the steel plate underpinning piece and the wall-clamping beam are integrally poured to form an integrated wall-clamping beam underpinning joint. The application can fully reserve the original use headroom of the basement, avoid additional stress on the original wall body caused by the deformation of the wall-clamping beam concrete, prevent the wall body from cracking, and is applicable to the in-situ underpinning of ordinary masonry wall surfaces and various decorative structural parts, and has a wide application range.

Description

Technical Field

[0001] This application relates to the field of building reinforcement, renovation and replacement technology, specifically to a wall beam replacement node for in-situ preservation of existing walls and its construction method. Background Technology

[0002] In projects such as in-situ reinforcement of old masonry structures, overall jacking and leveling, and development of underground space directly beneath them, it is often necessary to install wall-clamping beams. These beams play a crucial role in transferring the load of the upper wall to the newly constructed pile foundations or enlarged foundations. Traditional construction methods for wall-clamping beams typically require roughening the surface of the existing masonry wall enclosed by the beam and installing through-wall steel connectors to ensure that the beam and wall work together and provide sufficient vertical load-bearing capacity. However, these methods have the following significant drawbacks: 1. Severe damage to historical features: Chiseling will damage the original wall decorations, grouting or baseboards that have extremely high preservation value, causing irreversible damage to the historical context.

[0003] 2. Secondary damage to the wall: Drilling holes and inserting steel sections into a century-old wall can easily cause or aggravate wall cracks and reduce the overall structural integrity.

[0004] 3. Significant construction disturbance: Traditional methods require the wall beams to be in close contact with the wall, which can easily cause stress concentration and additional disturbance to the fragile masonry during load transfer.

[0005] In addition, two expedient methods are used in traditional construction to avoid roughening the walls and perforating the steel profiles: adding a downward-turned beam and a wall-clamping beam directly below the existing masonry wall, using the vertical support of the folded beam to replace the wall surface friction or the support force of the perforated steel profile; or directly lowering the top elevation of the wall-clamping beam to below the indoor floor level, thus completely avoiding the visible plinth and decorative wall surface. However, this approach brings a very serious and irreversible problem – the clear height of the basement is significantly reduced. Specifically, to hide the downward-turned beam or the wall-clamping beam with a lower elevation, the elevation of the basement roof slab must be lowered accordingly, usually by a height equal to the height of the wall-clamping beam or the folded beam (generally 300mm~600mm). This means that while the upper building retains its absolute height, the clear height of the underground space below is permanently sacrificed by the same amount. Taking residential basements as an example, a 2.8m clear height is already compact. If another 350mm is deducted, only 2.45m remains, meaning an adult can easily reach the ceiling. This not only creates a strong sense of oppression but also severely restricts the installation of ventilation ducts, fire sprinklers, and electrical cable trays. It may even fail to meet the minimum 2.2m clear height requirement for garages, directly causing the underground space to lose its normal functionality. In commercial development projects, every 10cm loss of clear height can result in a loss of millions of dollars in economic value. Therefore, while traditional expedient measures superficially protect the walls, they come at the cost of sacrificing the core usability of the underground space—a desperate measure of "robbing Peter to pay Paul."

[0006] The mechanical essence of traditional wall-mounted beam support is that it relies on the friction between the wall-mounted beam and the wall surface, as well as the anchoring force of the through-wall steel, to provide the upward load-bearing capacity required for the support. This dictates that the wall-mounted beam must be tightly fitted to the wall, the wall surface must be roughened, and through-wall connectors must be installed—all three are indispensable. It is precisely because of this "fitting" force transmission that the installation elevation of the wall-mounted beam is doubly constrained by the wall's range and the basement ceiling elevation. If it is necessary to avoid the protective wall, it can only be tilted downwards into the underground space, thus sacrificing the basement's clear height.

[0007] The aforementioned problems not only exist in ordinary masonry walls, but are even more pronounced in areas with higher conservation value. For example, granite window sills, carved stone slab walls, wooden columns and bases on the facades of historic building courtyards often possess irreplaceable artistic value; any roughening, drilling, or installation of steel sections will cause permanent damage. Traditional underpinning methods are almost powerless in this regard, often forcing the abandonment of underground space development or the adoption of non-in-situ preservation and post-disassembly restoration solutions.

[0008] Therefore, there is an urgent need for a new type of wall beam support node and construction method that can meet the load-bearing capacity requirements of the support, avoid damage to the structural integrity of various types of retained walls (including masonry, stone, wood, etc.), and not sacrifice even one centimeter of the clear height of the basement. Summary of the Invention

[0009] In view of the deficiencies in the prior art, the purpose of this application is to provide a wall beam replacement node for in-situ preservation of existing walls and its construction method.

[0010] According to one aspect of this application, a wall beam replacement node for in-situ retention of existing walls is provided, comprising: The existing walls are preserved in their original locations. A wall-clamping beam is provided on at least one side of the wall, and a separation joint is provided between the wall-clamping beam and the wall; At least one steel plate support, the bottom of which is inserted into the bottom of the wall, the middle of which is located between the wall and the wall-clamping beam, and the top of which is fixedly connected to the steel cage of the wall-clamping beam; The steel plate support and the wall beam are cast integrally to form an integrated wall beam support node.

[0011] Optionally, the steel plate support includes a lower support plate, a vertical plate, and an upper hanging plate. The vertical plate is vertically arranged, with its bottom end connected to the lower support plate and its top end connected to the upper hanging plate. At least one horizontal slot is provided at the bottom of the wall, and the lower support plate is horizontally inserted into the horizontal slot. A grouting layer is provided between the upper surface of the lower support plate and the bottom wall of the horizontal slot. The vertical plate is located between the wall and the wall-clamping beam. The upper hanging plate is horizontally fixedly connected to the top of the reinforcing cage in the wall-clamping beam.

[0012] Optionally, when the wall clamping beam is set on both sides of the wall, the steel plate support is a U-shaped plate. The U-shaped plate includes a single lower support plate, two vertical plates, and two upper hanging plates. The lower ends of the two vertical plates are connected to the lower support plate, and the upper ends are respectively connected to the two upper hanging plates to form a U-shaped structure. The two vertical plates are respectively set on both sides of the wall, and the two upper hanging plates are respectively connected to the reinforcing cages in the wall clamping beams set on both sides of the wall.

[0013] Optionally, when the wall clamping beam is located on one side of the wall, the steel plate support is a Z-shaped plate. The Z-shaped plate includes a single lower support plate, a single vertical plate, and a single upper hanging plate. The single vertical plate connects the single lower support plate and the single upper hanging plate to form a Z-shaped structure. The lower support plate of the Z-shaped plate penetrates the wall and extends to the side of the wall away from the wall clamping beam. The single vertical plate is located on the side of the wall close to the wall clamping beam, and the single upper hanging plate is connected to the reinforcing cage located in the wall clamping beam on one side of the wall.

[0014] Optionally, the lower support plate in the Z-shaped plate is provided with a bending-resistant reinforcement structure, which is a locally thickened part provided on the lower support plate and / or a vertical stiffening rib fixed to the lower surface of the lower support plate.

[0015] Optionally, the height of the vertical stiffening rib is no more than 50mm.

[0016] Optionally, the thickness of the grouting layer is 10mm to 30mm; the material of the grouting layer is non-shrink cement-based grout or epoxy resin grout.

[0017] Optionally, the width of the separation seam is 10mm to 30mm.

[0018] According to another aspect of this application, a construction method is provided for a wall beam replacement joint that is retained in situ in an existing wall, comprising: Create horizontal slots at the bottom of the existing wall; Weld the bottom of the steel plate support to the middle of the steel plate support, and insert the bottom of the steel plate support into the horizontal slot at the bottom of the wall. Grouting material is injected into the gap between the upper surface of the bottom of the inserted steel plate support and the bottom wall of the horizontal slot. The steel reinforcement cage for installing the wall beam is welded with the top of the steel plate support to the middle of the steel plate support, and the top of the steel plate support is welded to the steel reinforcement cage. The middle part of the steel plate support is used as the casting side template for the wall clamping beam. Concrete is poured to form the wall clamping beam, and a separation joint is formed between the wall clamping beam and the wall.

[0019] Optionally, the grouting material is grouted using a pressure grouting method to form a grouting layer, with a grouting pressure of 0.2 MPa to 0.5 MPa.

[0020] This application provides a wall beam replacement node for in-situ preservation of existing walls. A steel plate replacement component is inserted from the bottom of the wall, with its bottom directly supporting the wall surface. The middle of the component is located between the wall and the wall beam, and its top is fixedly connected to a reinforcing cage in the beam. This ensures that the upward load-bearing capacity of the wall beam replacement node no longer relies on wall friction and eliminates the need for any through-wall steel sections. Instead, it is achieved through a complete force transmission chain: bottom of the steel plate replacement component, middle of the steel plate replacement component, top of the steel plate replacement component, and wall beam. This application does not use a downward-folding beam for the replacement of the preserved masonry wall, thus fully preserving the original usable space of the basement. A separation joint is provided between the wall and the wall beam to avoid additional stress on the existing wall caused by deformation of the wall beam concrete, preventing wall cracking.

[0021] Other technical effects resulting from the additional features will be further illustrated in the corresponding embodiments. Attached Figure Description

[0022] Other features, objects, and advantages of this application will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings: Figure 1 This is a schematic cross-sectional view of a single-sided wall beam isolation support node structure in one embodiment of this application; Figure 2 This is a schematic diagram of a single-sided Z-shaped plate structure in one embodiment of this application; Figure 3 A cross-sectional schematic diagram of a single-sided Z-shaped plate with added vertical stiffening ribs in one embodiment of this application; Figure 4 A top view of a single-sided Z-shaped plate with added vertical stiffening ribs in one embodiment of this application; Figure 5 This is a schematic cross-sectional view of the double-sided wall beam isolation and replacement node structure in one embodiment of this application; Figure 6 This is a schematic diagram of a double-sided U-shaped plate structure in one embodiment of this application; Figure 7 This is a schematic diagram comparing the net height of this application with traditional downward-curving corbels or lowered wall beam solutions; Figure 8 This is a plan view of the segmented and spaced-through components in a construction method according to an embodiment of this application.

[0023] In the diagram: 1. Wall; 2. Wall beam; 3. Steel plate support; 31. Lower support plate; 311. Lower support plate (phase one); 312. Lower support plate (phase two); 32. Vertical plate; 33. Upper hanging plate; 34. U-shaped plate; 35. Z-shaped plate; 36. Vertical stiffening rib; 4. Detachment joint; 5. Reinforcing cage; 6. Concrete; 7. Flexible filler; 8. Grouting layer; 9. Pressure grouting nozzle; 10. Horizontal slot; 11. Basement roof slab; 12. Basement foundation slab. Detailed Implementation

[0024] The present application will now be described in detail with reference to specific embodiments. These embodiments will help those skilled in the art to further understand the present application, but do not limit the present application in any way. It should be noted that those skilled in the art can make several modifications and improvements without departing from the concept of the present application, and these all fall within the protection scope of the present application. Parts not described in detail in the following embodiments can be implemented using existing technology.

[0025] It should be noted that all information (including but not limited to user device information, user personal information, etc.) and data (including but not limited to data used for analysis, data stored, data displayed, etc.) involved in this application are information and data authorized by the user or fully authorized by all parties, and the collection, use and processing of related data must comply with relevant regulations.

[0026] In projects such as in-situ reinforcement of old masonry structures, overall jacking and leveling, and development of underground spaces directly beneath them, it is often necessary to install wall beams. Traditional wall beam construction methods have the following significant drawbacks: severe damage to the historical appearance; secondary damage to the wall; significant construction disturbance; and substantial reduction in the clear height of the basement. These problems not only exist in ordinary masonry walls but are even more pronounced in areas with higher preservation value, where any roughening, drilling, or installation of steel sections will cause permanent damage. Based on these problems, this application provides a wall beam replacement node that preserves existing walls in situ to solve the aforementioned issues.

[0027] Reference Figure 1 As shown in the embodiment of this application, a wall beam replacement node for in-situ preservation of an existing wall is provided, including an existing wall 1, a wall beam 2, and at least one steel plate replacement component 3. The existing wall 1 is in-situ preserved. The wall beam 2 is located on at least one side of the wall 1, and a separation joint 4 is provided between the wall beam 2 and the wall 1. The bottom of at least one steel plate replacement component 3 is inserted into the bottom of the wall 1, the middle part is located between the wall 1 and the wall beam 2, and the top is fixedly connected to a steel cage 5 of the wall beam 2. The steel plate replacement component 3 and the wall beam 2 are integrally cast to form an integrated wall beam replacement node.

[0028] For example, in-situ preservation means that the wall maintains its original installation position and structural form.

[0029] In the embodiments described above, a steel plate support is inserted from the bottom of the wall, allowing the bottom of the support to directly support the bottom surface of the wall. The middle of the support is located between the wall and the retaining beam, and the top is fixedly connected to the reinforcing cage of the retaining beam. This ensures that the upward load-bearing capacity of the retaining beam support node no longer depends on wall friction and eliminates the need for any through-wall steel. Instead, it is achieved through a complete force transmission chain: the bottom of the support, the middle of the support, the top of the support, and the retaining beam. This application does not use a downward-folding beam for supporting the existing masonry wall, thus fully preserving the original usable space of the basement. A separation joint is provided between the wall and the retaining beam to avoid additional stress on the existing wall caused by deformation of the retaining beam concrete, preventing wall cracking. This application is applicable to in-situ support of ordinary masonry walls and various decorative structural parts, with a wide range of applications.

[0030] In some specific embodiments of this application, the steel plate support 3 includes a lower support plate 31, a vertical plate 32, and an upper hanging plate 33. The vertical plate 32 is vertically arranged, with its bottom end connected to the lower support plate 31 and its top end connected to the upper hanging plate 33. At least one horizontal slot is opened at the bottom of the wall 1, and the lower support plate 31 is horizontally inserted into the horizontal slot. A grouting layer 8 is provided between the upper surface of the lower support plate 31 and the bottom wall of the horizontal slot. The vertical plate 32 is located between the wall 1 and the wall-clamping beam 2. The upper hanging plate 33 is horizontally fixedly connected to the top of the reinforcing cage 5 in the wall-clamping beam 2.

[0031] For example, the wall 1 has horizontal slots 10 segmented and spaced at the bottom along its length / extension direction. The horizontal slots 10 are located below the outdoor ±0.000 elevation. The lower support plate 31 is a horizontal plate that passes horizontally through the bottom of the wall or through the pre-drilled horizontal slots and supports the lower part of the wall. The vertical plate 32 is vertically connected to the lower support plate 31, located on the outside of the wall-clamping beam, and serves as a single-sided permanent formwork for the wall-clamping beam. The upper hanging plate 33 is horizontally arranged, vertically connected to the top of the vertical plate, and extends into the interior of the wall-clamping beam 2. A reinforcing cage 5 is installed inside the wall-clamping beam 2, and the upper hanging plate 33 is fixedly connected to at least one longitudinal reinforcing bar of the reinforcing cage, preferably by welding. The concrete of the wall-clamping beam and the steel plate support are integrally cast.

[0032] For example, a transition steel bar (generally 100 mm to 300 mm in length and 2 mm to 4 mm in diameter smaller than the longitudinal steel bar) can be lapped between the lower surface of the upper hanging plate 33 and the upper surface of the longitudinal steel bar of the steel cage. The transition steel bar is arranged perpendicular to the lapped longitudinal steel bar. One end of the transition steel bar is welded to the upper hanging plate 33 and the other end is welded to the longitudinal steel bar, so that the upper hanging plate 33 is fixedly connected to the longitudinal steel bar.

[0033] In the embodiments described above, the wall-clamping beam 2 is supported by the foundation. In these embodiments, a Z-shaped steel plate (single-sided) or a U-shaped steel plate (double-sided) passes horizontally through the bottom of the wall, allowing the lower support plate to directly support the bottom surface of the wall. The vertical plate extends upwards as the outer formwork and load-bearing frame of the wall-clamping beam. Therefore, the upward load-bearing capacity of the support no longer depends on wall surface friction, nor does it require any through-wall steel. Instead, it is achieved through a complete force transmission chain: "lower support plate → vertical plate → upper hanging plate → wall-clamping beam → new foundation." A separation joint can be provided between the wall and the wall-clamping beam to prevent interference.

[0034] Specifically, this shift in mechanical mechanism brings about fundamental design freedom: the elevation of the wall-mounted beams is no longer limited by the wall's dimensions or the basement ceiling's elevation. The wall-mounted beams can be independently installed according to the optimal dimensions calculated in structural calculations, and their bottom elevation can be aligned with the bottom elevation of the wall's surface. After the underpinning is completed, the upper building load falls directly onto the basement ceiling through the wall-mounted beams, without the beams needing to be tilted down into the underground space. Therefore, the clear height of the underground space is maximized. Simultaneously, since there is no need for roughening or penetrating the walls, the walls can be preserved in situ without damage.

[0035] In some specific embodiments of this application, when the wall-clamping beam 2 is set on both sides of the wall 1, the steel plate support 3 adopts a U-shaped plate 34. The U-shaped plate 34 includes a single lower support plate 31, two vertical plates 32 and two upper hanging plates 33. The lower ends of the two vertical plates 32 are connected to the lower support plate 31, and the upper ends are connected to the two upper hanging plates 33 respectively, forming a U-shaped structure. The two vertical plates 32 are respectively set on both sides of the wall 1, and the two upper hanging plates 33 are respectively connected to the steel cage 5 in the wall-clamping beam 2 set on both sides of the wall 1.

[0036] The above embodiments of this application refer to... Figures 5-6 As shown, when the wall-clamping beam 2 is set on both sides of the wall 1, the steel plate support 3 is a U-shaped plate 34. The U-shaped plate 34 includes two vertical plates 32 and a single lower support plate 31. One vertical plate 32 and the lower support plate 31 are pre-welded together. The lower support plate 31 passes through the wall 1 from one side. The other vertical plate 32 is welded to the lower support plate 31 on the other side of the wall 1. After the wall-clamping beam reinforcement cage is tied, the vertical plates 32 on both sides are welded to the upper hanging plate 33 to form a complete U-shaped section.

[0037] In some specific embodiments of this application, when the wall-clamping beam 2 is set on one side of the wall 1, the steel plate support 3 adopts a Z-shaped plate 35. The Z-shaped plate 35 includes a single lower support plate 31, a single vertical plate 32, and a single upper hanging plate 33. The single vertical plate 32 connects the single lower support plate 31 and the single upper hanging plate 33 to form a Z-shaped structure. The lower support plate 31 of the Z-shaped plate 35 penetrates the wall 1 and extends to the side of the wall 1 away from the wall-clamping beam 2. The single vertical plate 32 is set on the side of the wall 1 close to the wall-clamping beam 2. The single upper hanging plate 33 is connected to the steel cage 5 in the wall-clamping beam 2 set on one side of the wall 1.

[0038] The above embodiments of this application refer to... Figures 2-3 As shown, when the wall clamping beam 2 is set on one side of the wall 1, a Z-shaped plate 35 containing a single vertical plate 32 is used. The vertical plate 32 and the upper hanging plate 33 are located on the side where the wall clamping beam is located. The lower support plate 31 and the single vertical plate 32 are pre-welded. The lower support plate 31 passes horizontally through the bottom of the wall to the other side. After the wall clamping beam reinforcement cage is tied, the vertical plate 32 is welded to the upper hanging plate 33 to form a complete Z-shaped section.

[0039] In some specific embodiments of this application, the lower support plate 31 of the Z-shaped plate 35 is provided with a bending-resistant reinforcement structure, which is a partially thickened part provided on the lower support plate 31 and / or a vertical stiffening rib 36 fixed to the lower surface of the lower support plate 31.

[0040] Reference Figure 4As shown, for example, to further improve the bending bearing capacity of the lower support plate of the Z-shaped plate on one side, especially in the case of thicker walls or larger upper loads, the lower support plate 31 of the Z-shaped plate 35 is provided with a bending reinforcement structure, which is selected from one or more of the following: a. Local thickening of the lower support plate: The lower support plate is locally thickened near the edge of the wall (the area with the largest bending moment), or a Z-shaped plate is made by using a lower support plate with a thickness greater than that of the vertical plate. The thickness of the thickened lower support plate is 20 mm to 30 mm.

[0041] b. Vertical stiffening ribs: Vertical stiffening ribs 36 are intermittently installed on the bottom surface of the lower support plate along the wall extension direction, or short horizontal stiffening ribs are arranged along the wall thickness direction, to the extent that they do not interfere with the bottom grouting / grouting operation. If vertical stiffening ribs 36 are used as the bending reinforcement structure, the vertical plate 32 is extended at the end of the Z-shaped plate 35 near the vertical stiffening rib, and the extended length is not less than the height of the vertical stiffening rib 36. The two right-angled sides of the vertical stiffening rib 36 are welded to the lower support plate 31 and the extended section of the vertical plate 32, respectively, so that the vertical stiffening rib and the Z-shaped plate 35 are reliably connected.

[0042] The above embodiments of this application, by setting local thickening or bottom vertical stiffening ribs on the Z-shaped plate support plate, can flexibly match different wall thicknesses and load levels, ensure structural safety under cantilever stress, and the stiffening ribs and other structures do not interfere with the bottom grouting operation, thus broadening the scope of application of this application and having strong bending adaptability.

[0043] In some specific embodiments of this application, the height of the vertical stiffening rib 36 is no more than 50mm.

[0044] In the above embodiments of this application, the vertical stiffening rib 36 is welded to the lower support plate to form a T-shaped composite section, and the height of the vertical stiffening rib 36 is not greater than the grouting gap between the bottom surface of the lower support plate 31 and the top surface of the foundation (usually ≤50mm).

[0045] In some specific embodiments of this application, the thickness of the grouting layer 8 is 10mm to 30mm; the material of the grouting layer 8 is non-shrink cement-based grout or epoxy resin grout.

[0046] In the above embodiments of this application, the grouting operation of the grouting layer 8 is carried out after the lower support plate is installed in sections and before the concrete of the wall beam is poured. The thickness of the grouting layer should be controlled between 10mm and 30mm to ensure that the wall load is evenly transferred to the lower support plate and to avoid local voids.

[0047] For example, the grouting material is a high-strength, non-shrink cement-based grout or an epoxy resin grout, with a 28-day compressive strength of not less than 60 MPa. In the above embodiments of this application, to ensure the reliability of the above-mentioned force transmission chain path, the wall surface of the horizontal groove and the upper surface of the lower support plate must be pressure-grouted with a high-strength, fluid, non-shrink cement-based grout or an epoxy resin grout to ensure that the two are tightly bonded and there are no gaps in the force transmission, ensuring that the wall load is directly transferred to the lower support plate.

[0048] In some specific embodiments of this application, the width of the separation slit 4 is 10mm to 30mm.

[0049] In the above embodiments of this application, the separation joint between the wall beam and the wall effectively isolates the additional stress on the old wall caused by concrete shrinkage and creep, temperature deformation and possible uneven settlement of the foundation, preventing wall cracking and demonstrating excellent stress isolation effect.

[0050] Specifically, the steel plate support 3 is installed between the wall beam 2 and the wall 1. Since the upper surface of the wall beam 2 is higher than the upper surface of the steel plate support 3, after the concrete is poured, the side of the wall 1, the upper surface of the steel plate support 3, and the side of the wall beam 2 enclose each other, ultimately forming a separation joint 4 between the wall beam 2 and the wall 1. The separation joint 4 completely separates the two in the non-load-transfer direction. The separation joint 4 can be filled with a flexible filler 7 (such as polystyrene board or foam adhesive) or left empty.

[0051] Reference Figure 1 As shown, when the bottom dimension and the middle dimension of the wall 1 are inconsistent, a flexible filler 7 can be set between the middle of the wall 1 and the steel plate support 3 to achieve leveling of the contact surface and adapt to the installation gap.

[0052] In some specific embodiments of this application, the upper hanging plate 33 and the longitudinal steel bars of the steel cage 5 are connected by double-sided full welding.

[0053] The embodiments described above employ double-sided full welding connections, with weld height not less than 0.3 times the diameter of the welded reinforcing bar. This results in a strong connection, uniform stress distribution, and good sealing, effectively improving the overall structural load-bearing capacity and stability.

[0054] In some specific embodiments of this application, the steel plate of the steel plate replacement part 3 is not less than 6mm thick and is made of Q355B or higher low alloy high strength structural steel; the butt weld (if any) adopts bevel full penetration weld.

[0055] Based on the same inventive concept, another embodiment of this application provides a construction method for a wall beam replacement joint that is retained in situ in any of the above embodiments, including: S1. Open a horizontal groove at the bottom of the existing wall 1; S2. Weld the bottom of the steel plate replacement part 3 to the middle of the steel plate replacement part 3, and insert the bottom of the steel plate replacement part 3 into the horizontal slot at the bottom of the wall 1. S3. Grouting material is injected into the gap between the upper surface of the bottom of the steel plate support 3 after it has been installed and the bottom wall of the horizontal slot. S4. Install the reinforcing cage 5 of the wall-clamping beam 2, weld the top of the steel plate support 3 to the middle of the steel plate support 3, and weld the top of the steel plate support 3 to the reinforcing cage 5. S5. Using the middle part of the steel plate support 3 as the pouring side formwork for the wall beam 2, pour concrete 6 to form the wall beam 2, and make the wall beam 2 separate from the wall 1 to form a separation joint 4.

[0056] In the construction method embodiment of the existing wall in-situ retained wall beam replacement node described in this application, the detailed operation of other components or mechanisms can be referred to the description of the corresponding components or mechanisms in the existing wall in-situ retained wall beam replacement node, and will not be repeated here.

[0057] In the embodiments described above, the load-bearing capacity of the support plate is completely independent of wall friction or anchoring through the force transmission chain of "wall → grouting layer → lower support plate → vertical plate → upper hanging plate → wall beam → new foundation". The force transmission is safe and reliable. The separation joint between the wall and the wall beam makes them independent in terms of force, without additional constraint stress, and the force transmission path is clear and independent. The steel plate support plate also serves as a load-bearing component and a permanent single-sided formwork, reducing the amount of formwork work. Its top hanging plate is directly welded to the beam reinforcement, which is accurate in positioning and fast in construction. The stiffening ribs, vertical plates and lower support plates are welded in advance. By lengthening the lower support plate, overhead welding is avoided, making the construction convenient and efficient.

[0058] In some specific embodiments of this application, the grouting material is grouted using a pressure grouting method to form a grouting layer 8, with a grouting pressure of 0.2 MPa to 0.5 MPa.

[0059] Specifically, the construction method for the existing wall beam replacement joint retained in situ in this application embodiment includes the following steps: Step 1: Wall Exploration and Pre-treatment: Determine the foundation type and wall quality of the masonry wall to be retained, remove obstacles on the side of the wall, and determine the construction location of the wall beam; remove loose dust and particles from the bottom surface of the wall, and perform leveling treatment if necessary.

[0060] Step 2, Intermittent Hole Opening: Along the length of the wall, horizontal slots are opened at intervals at the designed positions at the bottom of the wall 1. The height of the horizontal slots is slightly greater than the thickness of the lower support plate of the steel plate support 3. The bottom surface of the slots is leveled with cement mortar to facilitate the placement of the lower support plate and uniform force transmission. The length of a single horizontal slot 10 is no more than 1.0m, and the distance between adjacent horizontal slots is no more than 1.0m.

[0061] Step 3: Install the steel plate support component: Insert the lower support plate 31 of the steel plate support component 3 into the horizontal slot; where the wall beam 2 is sandwiched on one side, a Z-shaped plate 35 is used, and the lower support plate 31 is pre-welded to the vertical plate 32 before being inserted; where the wall beam 2 is sandwiched on both sides, a U-shaped plate 34 is used, and the vertical plate 32 on one side is pre-welded to the lower support plate 31 before being inserted, and then the second vertical plate 32 on the other side is butt-welded to the end of the lower support plate 31; where the net spacing between the lower support plates is no more than 0.5m; When it is a single-sided wall-clamping beam, a Z-shaped plate is used. Its lower support plate is inserted horizontally into the horizontal groove at the bottom of the wall from the side where the wall-clamping beam is located, and passes through the wall to the other side, so that the lower support plate extends out of the wall for a certain length (not less than 1 / 3 of the wall thickness). The vertical plate and the upper hanging plate of the Z-shaped plate remain on the side of the wall-clamping beam. If a reinforced structure is required, vertical stiffening ribs can be installed simultaneously or the lower support plate can be locally thickened. In order to avoid overhead welding as much as possible, the vertical stiffening ribs, lower support plate and vertical plate are pre-welded before being inserted into the bottom of the wall. When it is a double-sided wall-clamping beam, in order to reduce the difficulty of the long plate passing through as a whole and avoid overhead welding, the vertical plate and lower support plate on one side are pre-welded. The lower support plate is inserted into the horizontal groove at the bottom of the wall from one side. Then, the butt weld of the second vertical plate 32 and the lower support plate 31 is made by bevel full penetration welding.

[0062] Reference Figure 8 As shown, the lower support plate 31 is located at the horizontal slot. The lower support plate 31 includes a first-stage section 311 and a second-stage section 312, which are arranged alternately. During construction, the first-stage section 311 and the second-stage section 312 are constructed alternately. After the first-stage section 311 is completed, it is grouted and compacted, and then the drilling of the second-stage section 312 is carried out.

[0063] Step 4, Grouting the bottom of the wall: High-strength, non-shrink cement-based grout is injected using a pressure grouting nozzle 9 between the upper surface of the installed lower support plate 31 and the bottom surface of the horizontal slot in the wall 1, ensuring a tight fit and no gaps for force transmission. The grouting pressure is controlled between 0.2 MPa and 0.5 MPa. Grouting is stopped after the grout overflows from the end of the gap and becomes full and dense. The grout is then allowed to cure until it reaches its design strength. When using U-shaped steel plates, to reduce grouting difficulty, wall bottom grouting can be performed after the lower support plate passes through the wall and before the vertical plate on the other side is welded. Specifically, after the grout in one horizontal slot on the bottom of the wall reaches 50% strength, the opening of adjacent horizontal slots and wall bottom grouting can be carried out. Grouting operations should be completed within 48 hours after the steel plate is installed to avoid steel plate corrosion or gap blockage. The 28-day compressive strength of the grout should not be less than 60 MPa.

[0064] Step 5: Install the reinforcing steel of the wall clamp beam: Tie or weld the reinforcing steel cage of the wall clamp beam on the outside / inside of the wall, and reliably weld its longitudinal reinforcing steel to the upper hanging plate 33. The upper hanging plate 33 is welded to the vertical plate 32 to form a complete U-shaped or Z-shaped steel plate section.

[0065] Step 6: Erect the remaining formwork: Use the vertical plate of the steel plate support 3 as one side formwork, and erect detachable formwork only on the other side of the wall beam.

[0066] Step 7: Pour concrete: Pour concrete and vibrate it to make it compact, so that the wall beam, steel plate support 3 and wall 1 form a whole, but the inner side of the wall beam and the wall surface remain separated.

[0067] Step 8, Curing and Formwork Removal: After the concrete reaches the design strength, remove the detachable formwork from Step 6 to complete the construction of the isolation and replacement node.

[0068] Before the concrete of the wall beam is poured, a gap of 30mm to 60mm is reserved between the bottom surface of the lower support plate 31 and the top surface of the foundation for subsequent pressure grouting.

[0069] The following examples will be used to further illustrate this application in order to better understand the above-mentioned technical solutions. It should be understood that the following are only some examples and are not intended to limit this application.

[0070] Application Example 1 (Single-sided wall beam, plinth protection, reinforced with vertical stiffeners on the bottom): Take, for example, a single-sided addition of a wall beam at the plinth of a three-story brick-and-wood structure building from the Republican era. The wall is 240mm thick, and the plinth has a layer of imitation stone plaster that must be completely preserved, as the upper load is relatively large.

[0071] The single-sided support node structure of this application is adopted: the dimensions of the wall beam 2 are 300mm × 400mm (width × height), and a 25mm separation joint 4 is set on the surface of the retained wall 1. A Z-shaped plate 35 is made of 10mm thick Q355B steel plate, wherein the lower support plate 31 and the vertical plate 32 are pre-welded into an L shape, the lower support plate 31 is 250mm wide, and the vertical plate 32 is 400mm high. In order to resist the bending moment generated by the self-weight of the wall and not interfere with the bottom grouting, two vertical stiffening ribs 36 (rib height 40mm, thickness 8mm) are intermittently welded on the bottom surface of the lower support plate 31 along the extension direction of the wall, forming a T-shaped composite section with the lower support plate. During construction, horizontal slots are opened at the bottom of the wall according to the principle of segmented slotting: the length of a single horizontal slot is 0.8m, and the spacing between adjacent construction holes is not greater than 1.0m. The Z-shaped lower support plate 31, pre-welded with vertical stiffening ribs and a vertical plate, is horizontally inserted into the horizontal groove at the bottom of the wall from the side of the wall beam, passing through the wall to the other side, so that the lower support plate extends beyond the other side of the wall by no less than 1 / 3 of the wall thickness (80mm in this example). Then, C80 high-strength non-shrink grout is injected into the gap between the bottom surface of the wall and the upper surface of the lower support plate using pressure grouting at a pressure of 0.3 MPa, forming a grout layer 8 approximately 20mm thick, which is then cured for 24 hours. Next, the wall beam reinforcement cage 5 (with two Φ18 longitudinal steel bars) is tied, the upper hanging plate 33 is welded to the vertical plate 32, and then the upper hanging plate 33 is fully welded to the longitudinal steel bars of the reinforcement cage 5 on both sides to form a complete Z-shaped section. Using the vertical plate 32 of the Z-shaped plate as the outer permanent formwork, the remaining side formwork is erected, and C40 micro-expansion concrete 6 is poured. A 50mm gap is left between the bottom surface of the lower support plate and the top surface of the foundation during placement for pressure grouting. After curing, the formwork was removed and grouting was performed. Ultimately, the plinth finish remained intact, and load tests showed that the bearing capacity of the underpinning bracket and the bending resistance of the lower support plate both met design requirements. Compared to the traditional downward-facing corbel solution, the wall beam in this application example did not occupy any underground space height, thus preserving the complete clear height of the basement.

[0072] Application Example 2 (Single-sided wall beam, with localized thickening of the lower support plate): Similar to Application Example 1, the wall thickness is 300mm. To simplify construction, vertical stiffeners are omitted; instead, the lower support plate 31 is constructed entirely of a 14mm thick steel plate (the vertical plates and upper hanging plates remain 8mm thick), increasing the bending load-bearing capacity. The remaining construction steps are the same as in Application Example 1, including pressure grouting between the bottom of the wall and the lower support plate, leaving a 50mm grouting gap at the bottom. Calculations show that the stress at the base of the lower support plate meets the requirements. Zero net height loss is also achieved.

[0073] Application Example 3 (Double-sided support under the granite window sill on the courtyard facade, key protected area): A historical building features an exquisite granite window sill on its courtyard facade, beneath which lies a 240mm thick brick wall. The sill slab protrudes outwards and has a relief carving on its surface. Traditional replacement methods, such as roughening or inserting steel profiles, would directly damage the window sill. This application utilizes a double-sided replacement node: an interior and an exterior wall beam are installed on both sides of the wall below the window sill. The top elevation of the wall beams is consistent with the design elevation of the basement B0 slab, eliminating the need for downward tilting. A U-shaped steel plate structure is employed: first, the exterior vertical plate 32 is pre-welded to the lower support plate 31. The lower support plate is then horizontally inserted into a groove at the bottom of the wall from the exterior side and passes through the wall to the interior side. Then, on the interior side, another vertical plate 32 is butt-welded to the end of the lower support plate 31 along a horizontal longitudinal bevel with full penetration. After installation, pressure grouting is applied to the gap between the bottom surface of the wall and the upper surface of the lower support plate to ensure tight force transmission. After the grouting material reaches its strength, the reinforcing cages 5 of the side wall beams are tied, and the upper hanging plates 33 on both sides are welded to the corresponding vertical plates 32. Then, the upper hanging plates are welded to the longitudinal reinforcing bars of their respective wall beams. The vertical plates on both sides are used as permanent formwork for one side of the wall beams, and the remaining formwork is erected before pouring concrete. The window sill facade remains undisturbed, and the granite carvings are intact. Furthermore, because the wall beams do not encroach on the basement space, the original design height of 2.8m is fully preserved, whereas the traditional downward-tilting scheme would require lowering the beam bottom elevation by at least 350mm, resulting in a height of only 2.45m. The height advantage of this application is particularly important in such high-value protected buildings.

[0074] Application Example 4 (Replacement of wooden pillars and bases in courtyards): Wooden pillars in the courtyard of a historical building stand on stone bases. The bases are decorated with carvings, and the pillars are painted. Underground space development is needed beneath the bases, and the replacement process must not damage the pillars or bases. Since the wooden pillars are independent load-bearing components, a single-sided wall beam is used (a double-sided wall beam would encircle the pillar and affect its appearance). Wall beams are installed on both sides of the pillars, and Z-shaped plates are used for support beneath the pillars. Specifically, horizontal slots are drilled at the bottom of the walls on both sides of the pillars (with adjacent slots no greater than 1.0m apart). Z-shaped plates, pre-welded with a lower support plate 31 and a vertical plate 32, are inserted from the wall beam side, passing through the wall and the bottom of the pillar (a steel pad is pre-installed below the pillar), thus supporting the pillar and the walls on both sides. After installation, pressure grouting (using flexible epoxy grout to accommodate slight deformation of the pillar) is applied to the gaps between the lower support plate and the bottom of the pillar and wall. Then, the reinforcing cage of the wall-clamping beam was tied, the upper hanging plate 33 was welded to the vertical plate 32, and then the upper hanging plate was welded to the longitudinal reinforcing bars. To resist the concentrated load of the wooden column, two horizontal and vertical stiffening ribs 36 (rib height 40mm) were added at the wooden column position on the bottom surface of the lower support plate, and the lower support plate in this area was locally thickened to 14mm. After the concrete was poured, the painted and carved wooden column and column base remained undamaged, and the top elevation of the wall-clamping beam was flush with the B0 slab of the basement, and the clear height of the basement was completely preserved. In this case, if the traditional solution used a downward-facing corbel, the corbel height would be at least 400mm, which would result in a serious lack of clear height under the column base, and even make it impossible to set up a pedestrian passage.

[0075] Application Example 5 (Double-sided wall beam, typical basement development scenario, focusing on the comparison of net height): Taking the basement expansion project of a historical residential building as an example. If the original plan used a traditional downward-facing corbel beam, the elevation of the basement B0 slab would have to be lowered by 350mm to conceal the corbel beam, reducing the basement's clear height from 2.8m to 2.45m, severely impacting usability and failing to meet the minimum requirement of 2.2m clear height for underground parking garages. The owner considered abandoning the underground space development. The proposed double-sided underpinning node structure perfectly matches the design elevation of the basement B0 slab, eliminating the need for any downward-facing construction. The double-sided corbel beams are respectively located on the inner and outer sides of the retained masonry wall, with a wall thickness of 240mm. A U-shaped steel plate structure is used: first, the vertical plate 32 on the outdoor side is pre-welded to the lower support plate 31. The lower support plate passes through a horizontal slot at the bottom of the wall (slot length 0.8m, adjacent slot spacing ≤1.0m) from the outdoor side, extending through the wall to the indoor side; then, on the indoor side, another vertical plate 32 is fully welded to the lower support plate 31 along a horizontal longitudinal butt joint bevel. After installation, pressure grouting (0.3MPa, C80 grout) is performed between the bottom surface of the wall and the upper surface of the lower support plate. Once the grout has reached its strength, the reinforcing cages of the side wall beams are tied, and the upper hanging plates 33 on both sides are welded to the corresponding vertical plates 32, and then welded to the longitudinal reinforcing bars. The vertical plates on both sides are used as permanent formwork for pouring concrete. The basement's clear height remains intact at 2.8m, the plinth and original wall surfaces are undamaged, and overhead welding is avoided, making construction convenient. Calculations show that this application example provides 350mm more clear height than the traditional downward-turning scheme, corresponding to an increase of 35 cubic meters of effective space per 100 square meters of basement area, significantly improving economic value.

[0076] Reference Figure 7 As shown, Figure 7 The wall on the left side is constructed using the method described in this application, with a wall-bracing beam replacement node installed. Figure 7 The wall on the right side uses existing construction methods to set up wall support joints. This application maximizes the preservation of the basement's clear height, specifically including the following advantages: 1) Design Freedom Leading to Increased Clear Height: Since this application eliminates the reliance on wall friction and through-wall steel, the elevation of the partition beam is no longer limited by the area of ​​the retained wall and the basement roof elevation. Designers can place the partition beam at any reasonable elevation according to structural load requirements, with its bottom surface flush with the basement roof. This allows the superstructure after the underpinning to rest directly on the basement roof, without the beam needing to be tilted downwards into the underground space. Therefore, the clear height of the underground space equals the original design clear height minus zero loss – meaning 100% of the clear height is retained.

[0077] 2) Data Comparison: Taking a typical residential basement as an example, the clear height is the difference between the top elevation of the basement foundation slab 12 and the bottom elevation of the basement roof slab 11. Traditional downward-curving corbel schemes (such as...) Figure 7The construction scheme for the right-side wall typically requires lowering the elevation of the basement top slab (B0 slab) by 300mm to 500mm to conceal the beams, resulting in a reduction in clear height from 2.8m to 2.3m to 2.5m. This fails to meet the minimum clear height requirement of 2.2m in the "Code for Design of Garage Buildings" (JGJ100-2015), and severely restricts ventilation, fire protection, and piping. However, the scheme proposed in this application (such as...) Figure 7 (Construction plan for the left side wall) Maintaining a net height of 2.8m not only meets all regulations but also significantly enhances occupancy comfort and property value. According to commercial real estate estimates, for every additional 10cm of net height retained, the rental value per square meter can increase by 5% to 10%.

[0078] 3) Unlocking the Functions of Underground Space: The complete clear height allows the basement to be flexibly arranged into height-sensitive functional spaces such as mechanical parking, mezzanine, equipment rooms, gyms, and home theaters, which are often impossible to achieve with traditional methods. For existing building underground space addition projects, this application directly determines whether the underground space is "useful" or even "usable".

[0079] This application achieves zero-damage protection of both wall surfaces (zero roughening) and above-ground walls (zero perforations). It is applicable not only to ordinary masonry walls but also to in-situ replacement of high-end decorative elements such as granite window sills, carved stone slabs, wooden columns, and column bases. It provides a reliable and economical construction solution for such complex protection scenarios, possessing broad applicability. This application avoids the roughening process required in traditional methods for preserving masonry walls, eliminates the need for through-wall steel, and protects the original appearance of various artistically valuable parts of classical buildings, such as plinths, original plaster, exposed bricks, granite window sills, carved stone slabs, and wooden column bases, achieving zero-damage protection.

[0080] In the description of the embodiments of this application, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "bottom", "inner", "outer", "clockwise", "counterclockwise", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings. They are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this application.

[0081] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined with "first" or "second" may explicitly or implicitly include one or more of that feature.

[0082] In the description of the embodiments in this application, "multiple" means two or more, unless otherwise explicitly specified. In this application, unless otherwise explicitly specified and limited, the terms "installed," "connected," "linked," "fixed," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0083] The terms "comprising" and "having," and any variations thereof, in the embodiments of this application are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or device that includes a series of steps or units is not limited to the steps or units listed, but may optionally include steps or units not listed, or may optionally include other steps or units inherent to such processes, methods, products, or devices.

[0084] The preferred features in the above embodiments can be used individually in any embodiment, or in any combination thereof, provided they do not conflict with each other. Furthermore, parts not described in detail in the embodiments can be implemented using existing technologies.

[0085] The foregoing has described some specific embodiments of this application. It should be understood that this application is not limited to the specific embodiments described above, and those skilled in the art can make various modifications or variations within the scope of the claims, which do not affect the substantive content of this application. The above-described preferred features can be used in any combination without conflict.

Claims

1. A wall beam replacement joint for in-situ retention of existing walls, characterized in that, include: The existing walls are preserved in their original locations. A wall-clamping beam is provided on at least one side of the wall, and a separation joint is provided between the wall-clamping beam and the wall; At least one steel plate support, the bottom of which is inserted into the bottom of the wall, the middle of which is located between the wall and the wall-clamping beam, and the top of which is fixedly connected to the steel cage of the wall-clamping beam; The steel plate support and the wall beam are cast integrally to form an integrated wall beam support node.

2. The wall beam replacement joint for in-situ retention of existing walls according to claim 1, characterized in that, The steel plate support includes a lower support plate, a vertical plate, and an upper hanging plate. The vertical plate is vertically arranged, with its bottom end connected to the lower support plate and its top end connected to the upper hanging plate. At least one horizontal slot is opened at the bottom of the wall, and the lower support plate is horizontally inserted into the horizontal slot. A grouting layer is provided between the upper surface of the lower support plate and the bottom wall of the horizontal slot. The vertical plate is located between the wall and the wall-clamping beam. The upper hanging plate is horizontally fixedly connected to the top of the reinforcing cage in the wall-clamping beam.

3. A wall beam replacement joint for in-situ retention of existing walls according to claim 2, characterized in that, When the wall clamping beam is installed on both sides of the wall, the steel plate support adopts a U-shaped plate. The U-shaped plate includes a single lower support plate, two vertical plates, and two upper hanging plates. The lower ends of the two vertical plates are connected to the lower support plate, and the upper ends are connected to the two upper hanging plates respectively, forming a U-shaped structure. The two vertical plates are respectively installed on both sides of the wall, and the two upper hanging plates are respectively connected to the steel cages installed in the wall clamping beams on both sides of the wall.

4. A wall beam replacement joint for in-situ retention of existing walls according to claim 2, characterized in that, When the wall clamping beam is located on one side of the wall, the steel plate support adopts a Z-shaped plate. The Z-shaped plate includes a single lower support plate, a single vertical plate, and a single upper hanging plate. The single vertical plate connects the single lower support plate and the single upper hanging plate to form a Z-shaped structure. The lower support plate of the Z-shaped plate penetrates the wall and extends to the side of the wall away from the wall clamping beam. The single vertical plate is located on the side of the wall close to the wall clamping beam, and the single upper hanging plate is connected to the reinforcing cage located in the wall clamping beam on one side of the wall.

5. A wall beam replacement joint for in-situ retention of existing walls according to claim 4, characterized in that, The lower support plate of the Z-shaped plate is provided with a bending-resistant reinforcement structure, which is a locally thickened part provided on the lower support plate and / or a vertical stiffening rib fixed to the lower surface of the lower support plate.

6. A wall beam replacement joint for in-situ retention of existing walls according to claim 5, characterized in that, The height of the vertical stiffening ribs shall not exceed 50mm.

7. A wall beam replacement joint for in-situ retention of existing walls according to claim 2, characterized in that, The thickness of the grouting layer is 10mm~30mm; the material of the grouting layer is non-shrink cement-based grout or epoxy resin grout.

8. A wall beam replacement joint for in-situ retention of existing walls according to claim 1, characterized in that, The width of the separation joint is 10mm to 30mm.

9. A construction method for a wall beam replacement joint that is retained in situ within an existing wall as described in any one of claims 1-8, characterized in that, include: Create horizontal slots at the bottom of the existing wall; Weld the bottom of the steel plate support to the middle of the steel plate support, and insert the bottom of the steel plate support into the horizontal slot at the bottom of the wall. Grouting material is injected into the gap between the upper surface of the bottom of the inserted steel plate support and the bottom wall of the horizontal slot. The steel reinforcement cage for installing the wall beam is welded with the top of the steel plate support to the middle of the steel plate support, and the top of the steel plate support is welded to the steel reinforcement cage. The middle part of the steel plate support is used as the casting side template for the wall clamping beam. Concrete is poured to form the wall clamping beam, and a separation joint is formed between the wall clamping beam and the wall.

10. A construction method for a wall beam replacement joint that is retained in situ in an existing wall, as described in claim 9, characterized in that, The grouting material is injected using a pressure grouting method to form a grouting layer, with a grouting pressure of 0.2MPa~0.5MPa.

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