Reinforcing construction method for newly-added awning on outer wall of old community

Abstract

The invention relates to a reinforcing construction method for a newly-added awning on an outer wall of an old community, which comprises the following steps of: constructing and paying off, constructing a reinforcing wall body, constructing shear keys, constructing indoor structural columns and structural beams, supporting steel bars of a cantilever facility, and pouring and forming the cantilever facility, cantilever facility steel bars are hung on the connecting bars extending out of the outer wall, a formwork is erected on the outer sides of the cantilever facility steel bars, grouting is conducted in the formwork from the top, formwork removal is conducted after solidification, and the cantilever facility is formed. According to the method, the original truth of the old community building is kept, meanwhile, the load is shared through the newly-built independent bearing system, the construction risk is reduced, and the safety, bearing capacity and durability of the whole structure are improved.

Description

Technical Field

[0001] The present invention relates to the technical field of renovation construction of old residential areas, and particularly relates to a reinforcement construction method for adding a new awning to the exterior wall of an old residential area. Background Art

[0002] With the acceleration of the urbanization process and the enhancement of the awareness of historical building protection, a large number of old residential areas with historical value urgently need to be reinforced and renovated. Their renovation projects not only need to meet the requirements of modern use functions but also must retain their original features to the greatest extent. However, the buildings in old residential areas are of long age, and there are risks in structural safety. Especially for brick-concrete structure buildings, the load-bearing capacity of their exterior walls is limited. In addition to the need to reinforce the main structure, consideration also needs to be given to the construction or renovation of newly added accessory facilities, such as the installation of structures like awnings. However, directly carrying out the construction of newly added accessory facilities will most likely cause structural safety problems and easily lead to the collapse and toppling of the building. The construction of outdoor accessory facilities, such as cantilever structures like awnings, not only needs to meet the corresponding functional requirements but also must be combined with the protection and reinforcement of old buildings to avoid damaging the original structure.

[0003] When reconstructing and reinforcing old residential areas, for the construction of accessory cantilever facilities, the commonly adopted method is to directly drill holes in the exterior wall, implant anchor bolts, install steel beams or precast components, and then connect the cantilever structure through welding or bolt connection, or hoist and fix the precast reinforced concrete slab on the surface of the exterior wall. The technical means commonly used in current projects mainly rely on the direct load-bearing of the exterior wall, and the cantilever load is borne by the exterior wall. For brick-concrete structure buildings, the bearing capacity of their exterior walls is limited and there are safety hazards. The construction structure will also cause load concentration, increasing the risk of structural instability or even collapse, posing a double threat to the structural safety and feature protection of old buildings.

[0004] Based on this, it is necessary to study a reinforcement construction method for adding a new awning to the exterior wall of an old residential area. Summary of the Invention

[0005] In view of this, the purpose of the present invention is to provide a reinforcement construction method for adding a new awning to the exterior wall of an old residential area, effectively solving the problems of existing structural failure risks, insufficient durability, and feature damage in old residential areas.

[0006] To achieve the above purpose, the technical solution adopted by the present invention is: a reinforcement construction method for adding a new awning to the exterior wall of an old residential area, comprising the following steps: Step 1: Construction layout; demarcate the construction areas of the reinforced wall, structural beam, and structural column on the interior wall, and mark the construction area of the cantilever facility on the exterior wall; mark the corresponding shear key construction points on the structural beam, structural column, and the construction area of the cantilever facility. When the shear key construction points of the outdoor cantilever facility coincide with those of the structural beam, mark the current coincident shear key point as a two-way construction point, and mark the remaining shear key construction points of the structural beam and the structural column as one-way construction points; Step 2: Construction of the reinforced wall; implant tie bars into the masonry in the construction area of the reinforced wall, hang the reinforced wall steel mesh on the tie bars, then formwork, and grout into the formwork from top to bottom to form the reinforced wall; Step 3: Shear key construction; based on the shear key construction points, implant one-way shear keys at the one-way construction points, and extend the steel bars in the one-way shear keys into the interior; based on the two-way shear key construction points, implant the two-way shear keys through the masonry wall, making the outer side of the two-way shear keys flush with the wall surface, extend the connecting bars in the two-way shear keys inward into the interior, and extend the outer side of the connecting bars outward into the construction area of the cantilever facility; Step 4: Construction of the interior structural column and structural beam; tie the structural column steel bars and lower them to the construction area of the structural column, formwork and pour in sections from bottom to top to form the structural column; then tie the structural beam steel bars in sections and place them in the construction area of the structural beam, formwork and pour to form the structural beam; make the steel bars on the one-way shear keys and the inner sides of the connecting bars on the two-way shear keys anchor into the structural beam. At this time, the structural beam and the structural column are correspondingly connected and jointly form a reinforced support system with the reinforced wall; Step 5: Erection of the cantilever facility steel bars; based on the two-way shear key construction points, hang the cantilever facility steel bars on the connecting bars extending outside the exterior wall; Step 6: Casting and forming of the cantilever facility; formwork on the outside of the cantilever facility steel bars, grout into the formwork from the top, and remove the formwork after solidification to form the cantilever facility.

[0007] Further, in Step 1, when the shear key construction points of the outdoor attached cantilever facility coincide with those of the structural beam, only retain the shear key points in the construction area of the attached cantilever facility, and cancel the shear keys in the construction area of the structural beam in the shear key layout drawing.

[0008] Further, when constructing the shear keys in each construction area, the skip-joint method is used to construct by staggering the openings. After the grouting strength of the shear keys in the first opening reaches 30 MPa, then carry out the second opening construction; when constructing the shear keys, chisel the openings, formwork, implant the shear key steel bars or connecting bars into the formwork, and grout into the formwork from the reserved grouting port to form the shear keys.

[0009] Further, in Step 1, after the building elevation line and axis are surveyed and put onto the exterior wall and then introduced into the interior, after the position lines of the structural columns and structural beams are released, the corresponding dimension lines are released, and the position and dimensions of the shear keys are marked on the wall according to the drawings.

[0010] Further, in Step 2, before pouring the reinforced wall, grouting holes are pre-opened at the position of the top floor slab, and then C25 self-compacting fine aggregate concrete is used to pour the reinforced concrete wall from the grouting holes, with a slump of 180 - 220 mm.

[0011] Further, in Step 4, the pouring construction of each structural column construction area is carried out by the method of skipping one and pouring one, and the main body concrete of the structural columns at each position is poured in a segmented formwork support and segmented pouring manner, with layered pouring construction from bottom to top.

[0012] Further, in Step 4, at the corresponding position at the top of the structural column, a structural beam is set along the inner edge of the exterior wall, and the pouring of the structural beam is carried out synchronously with the pouring at the top of the structural column. After the construction of both is completed, the structural column, structural beam and reinforced wall jointly form a reinforced support system.

[0013] Further, in Step 6, when the cantilever facility is a canopy, the formwork of the cantilever facility includes a foundation form parallel to the exterior wall, a horizontal form perpendicular to the exterior wall and a side form. The foundation form, horizontal form and side form jointly form a cantilever structure with an L-shaped cross-section, and the load of this cantilever structure is borne by the structural beam.

[0014] The beneficial effects of the above technical solution are as follows: The proposed reinforcement construction method for adding a canopy to the exterior wall of an old residential community forms an independent load-bearing system by building a reinforced wall and a frame structure indoors and setting shear keys, enabling the load of the canopy to be transmitted to the reinforced structural beam through the cantilever structure. In fact, the structural beam can receive the load transmitted by the cantilever steel beam through a rigid joint and evenly distribute it to the structural columns, and finally transmit the load vertically downward to the foundation to ensure the stability of the overall structure. The exterior wall only serves as an enclosure structure and does not participate in load transmission, significantly reducing the risk of eccentric loading, effectively relieving the stress on the exterior wall structure, avoiding the risks of cracking, tilting or even collapse of the masonry due to concentrated loads over time, and at the same time protecting the appearance integrity of the brick masonry to the greatest extent.

[0015] The present invention adds shear keys, structural columns, and structural beams to form a support frame system, completing the conversion of the force-bearing system and solving the problem that most traditional masonry structure construction methods do not change their structural force-bearing systems. The reinforcement construction method provided by the present invention increases the service life of the building with the least disturbance to the original exterior wall structure, and through the optimization of the construction process, ensures the efficiency and safety of the construction process, realizes the stability reinforcement of the community building, not only can significantly improve the overall structural strength of the building, meet the safety use requirements of the current specifications, but also can maximize the preservation of the historical style features of the building, achieving a double improvement in safety and durability in the functional transformation of old community housing buildings. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 It is a schematic flow chart of the construction method of the present invention; Figure 2 It is a schematic structural diagram of the reinforced wall construction of the present invention; Figure 3 It is a schematic structural diagram of the layout points of the indoor shear keys of the present invention; Figure 4 It is a schematic sectional structural diagram of the construction of the cantilever facility in the present invention; Figure 5 is Figure 4 The enlarged structural diagram at point A in

[0017] Reference numerals: 1 - exterior wall, 2 - tie bar, 3 - reinforced wall, 4 - window, 5 - structural beam, 6 - structural column, 7 - unidirectional shear key, 8 - bidirectional shear key, 9 - canopy, 10 - floor slab, 11 - connecting bar. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0018] The present invention will be further described in detail below in conjunction with the drawings and specific embodiments: Example 1, this example aims to provide a reinforcement construction method for adding a canopy to the exterior wall of an old community, mainly used for the construction of adding a canopy to the exterior wall. The traditional construction for the canopy generally adopts the direct hanging method, for example, directly anchoring the steel structure canopy to the exterior wall surface through expansion bolts, or hoisting a precast concrete slab above the door opening. However, for old communities, such construction methods have the following defects. The exterior walls are mostly brick-concrete structures with poor integrity and limited bearing capacity. Directly installing a canopy on the exterior wall will cause load concentration, increase the burden on the exterior wall, and increase the risk of structural instability or even collapse. More seriously, the load transfer path directly acts on the dilapidated masonry structure, forming an eccentric force-bearing mode, which is extremely likely to cause a chain of structural failures.

[0019] Therefore, this embodiment proposes a reinforcement construction method for adding a canopy to the exterior wall of an old residential community. By constructing a reinforced wall and a frame structure indoors and setting shear keys, a cantilever structure is led out from the structural beam indoors to form an independent load-bearing system, so that the load of the canopy is transmitted to the structural beam through the cantilever structure instead of directly acting on the original exterior wall. This not only realizes the functional requirements of the canopy, but also protects the exterior wall style of the old building. More importantly, the original masonry exterior wall is not stressed and will not add burden to the exterior wall, improving the safety and durability of the overall structure.

[0020] As Figures 1-5 shown, for the reinforcement construction method for adding a canopy to the exterior wall of an old residential community provided in this embodiment, during actual construction, it specifically includes the following steps: Step 1: Construction layout; After measuring the elevation line and axis of the building according to the construction drawings and introducing them into the interior after projecting them onto the exterior wall, demarcate the construction areas for the reinforced wall, structural beam, and structural column on the interior wall, and mark the construction area for the cantilever facility on the exterior wall; Mark the corresponding shear key construction points on the structural beam, structural column, and the construction area of the cantilever facility. As Figure 3 shown, when the shear key construction points of the outdoor attached cantilever facility coincide with the shear key construction points of the structural beam, only retain the shear key points in the construction area of the attached cantilever facility, cancel the layout of the shear key points in the construction area of the structural beam in the shear key layout drawing, and at the same time mark the currently coincident shear key points as two-way construction points, while marking the remaining shear key points of the structural beam and the shear key construction points corresponding to the structural column construction area as one-way construction points. Then, after releasing the rebar planting points for the tie bars in the construction area of the reinforced wall and the position lines of the structural column and structural beam, release the corresponding dimension lines, and mark the position and size of the shear keys on the wall for easy construction according to the drawings.

[0021] Step 2: Construction of the reinforced wall; After thoroughly removing and rinsing the inner wall surface of the exterior wall 1, drill holes in the masonry at the rebar planting points in the construction area of the reinforced wall to implant tie bars 2. The through-wall holes are 2 mm larger than the diameter of the tie bars and are processed according to the requirements of the rebar planting specification, as Figure 2 shown. Then, hang the reinforced wall steel mesh on the tie bars extending out of the wall. The horizontal bars of the steel mesh extend to the construction area of the structural column. Then, pop the formwork line on the wall and formwork on the outside of the steel mesh. When encountering a window during the construction of the reinforced wall, when fabricating the side formwork around the window, seal the formwork gaps with double-sided adhesive strips and foam clips to prevent slurry leakage during concrete pouring. After the formwork construction of the reinforced wall is completed, conduct acceptance. After passing the acceptance, carry out concrete pouring. The reinforced concrete reinforced wall is grouted into the formwork from top to bottom through the grouting holes with C25 self-compacting fine aggregate concrete, and the slump is controlled at 180 - 220 mm. Open a grouting hole on the top floor before pouring, and continuously pour until the bottom of the floor before the concrete initial sets. After the concrete solidifies, remove the formwork, and the construction of the reinforced wall 3 is completed.

[0022] Step 3: Shear key construction; As Figure 3 shown, based on the unidirectional construction points marked in the construction areas of structural columns and structural beams, unidirectional shear keys 7 are implanted into the masonry walls at the unidirectional shear key construction points in the structural column construction area and the structural beam construction area, and the steel bars in the unidirectional shear keys extend into the interior; Based on the bidirectional shear key construction points, holes are drilled in the masonry wall, and the bidirectional shear keys 8 are implanted through the masonry wall, making the outer side of the bidirectional shear key flush with the wall surface. The connecting bars in the bidirectional shear key extend inward into the interior, and the outer side of the connecting bars extends outward to the cantilever facility construction area.

[0023] When specifically implementing the unidirectional shear key, to ensure the stability of the exterior wall, the shear key holes cannot be completed in one step. As Figure 3 shown, the shear key holes on the structural beam and structural column construction areas are drilled in two steps with a skip-joint construction method, that is, the holes are drilled at intervals. After the first drilled shear key is grouted and the strength reaches 30 MPa, the second drilling construction is carried out. The depth of the unidirectional shear key hole is 200 mm, and the steel bars are exposed 300 mm into the interior. When drilling, a hand-held cutting machine is used to cut around the shear key, and manual chiseling is carried out. After the hole chiseling is completed, the size is verified. If it meets the requirements, the inside of the hole is flushed with a high-pressure water gun. In addition, due to the poor flatness of the inner wall surface of the masonry exterior wall and many brick joints, it is not easy to install the shear key formwork, and the slurry leakage from the joints is serious. Therefore, during actual construction, according to the actual situation on site, the two sides and the bottom surface of the shear key hole are plastered flat with premixed cement mortar to prevent the slurry from leaking through the brick joints and facilitate the formwork installation. Then, holes are opened on the formwork to facilitate the exposure of the shear key steel bars. The shear key steel bars are implanted into the formwork, and the formwork is fixed to the wall. After that, the well-mixed grouting material is injected into the formwork from the reserved grouting port. After the self-compacting grouting material solidifies, the formwork is removed. If there are slight cavities, they are treated with grouting material plastering.

[0024] When specifically implementing the bidirectional shear key, the skip-joint construction method is also adopted as for the unidirectional shear key. The difference is that, as Figure 4 and 5 shown, according to the marked bidirectional shear key construction points, through holes are drilled in the masonry wall. A bidirectional shear key steel bar frame and connecting bars 11 are laid in the holes, and blocking formworks are set on the inner and outer sides of the holes. Holes are opened on the formwork for the connecting bars 11 to pass through. Grout is injected into the formwork from the reserved grouting port. After the self-compacting grouting material solidifies, the formwork is removed. The inner and outer sides of the formed bidirectional shear key are both flush with the exterior wall surface. At the same time, the inner side of the connecting bars in the bidirectional shear key extends to the structural beam construction area in the interior, and the outer side of the connecting bars extends outward to the cantilever facility construction area.

[0025] In the present invention, through the implantation of unidirectional and bidirectional shear keys in the wall body, an anchoring system is formed inside the masonry wall and serves as a key force transmission hub, enabling the inner connecting bars to form rigid joints with the beams and columns of the new structure, and the outer connecting bars to establish a continuous force transmission path with the cantilever structure. Thus, the awning load is transmitted to the new beam-column frame through the shear keys, making it the main force-bearing body, effectively avoiding the risk of eccentric force on the original exterior wall, while also being able to maximize the preservation of the authenticity of the historical building's exterior facade, effectively improving the bearing capacity of the building, significantly enhancing the shear stiffness and overall collaborative working performance of the brick-concrete wall, and avoiding the problem of local stress concentration caused by traditional reinforcement methods.

[0026] Step 4: Construction of indoor structural columns and structural beams; Determine the layout position of the indoor structural column grid according to the structural form and load requirements of the building. Use the non-destructive static cutting process to cut through-holes for column reinforcement in the floor slab, and then lower the structural column reinforcement after binding it to the construction area of the structural column. Adopt the segmented inverse construction method for the construction of the structural column, that is, use the method of segmented formwork support and segmented pouring, and pour the concrete from bottom to top. After the lower column body reaches the design strength, bind the reinforcement and set the sectional steel formwork upward in sequence, and pour the concrete layer by layer; Implement skip pouring for adjacent column bodies to effectively control the structural shrinkage deformation. When constructing the top column section, reserve the beam-column joint area to ensure a rigid connection with the upper structural beam.

[0027] After completing the construction of the structural column, based on the construction area of the structural beam, bind the structural beam reinforcement section by section and place it in the construction area of the structural beam. And synchronously complete the precise anchoring of the shear key connecting bars when lowering, and reserve through-holes for column longitudinal reinforcement in the beam-column joint area. Then set up the structural beam formwork, pour the top structural column and the structural beam synchronously, and remove the formwork after the concrete reaches the design strength to form a complete beam-column joint. At this time, the exposed reinforcement of the unidirectional shear key and the inner connecting bars of the bidirectional shear key are anchored into the structural beam according to the design requirements to achieve reliable connection, while the structural beam is accurately docked with the structural column and jointly forms a stable spatial force-bearing system with the reinforced wall to form an overall reinforcement support structure.

[0028] Step 5: Construction of the cantilever facilities; According to the position of the bidirectional shear key construction points, on the connecting bars extending outside the exterior wall, lay the cantilever reinforcement along the entire length direction of the awning according to the design drawings, and hang the cantilever facility reinforcement by means of binding or welding, and connect the cantilever main reinforcement with the connecting bars to form a continuous force transmission chain. As Figure 4 and Figure 5As shown in the figure, formwork is supported outside the cantilevered reinforcement. In this embodiment, the formwork for the cantilevered canopy includes a foundation form parallel to the exterior wall, a horizontal form perpendicular to the exterior wall, and side forms, which together form a cantilevered structure with an L-shaped cross-section. When installing the formwork, it is necessary to accurately position the foundation form first to ensure its parallelism with the exterior wall and the spacing meet the design requirements. Then install the horizontal form and side forms, and pay attention to the tight and flat splicing of the formwork to prevent leakage of mortar, which may affect the quality of the concrete. The formwork support system should be firm and reliable to withstand the lateral pressure during the concrete pouring and vibration processes.

[0029] After the formwork installation is completed, pour the concrete slowly and evenly into the formwork from the top. During the grouting process, a vibrating rod can be used to fully vibrate the concrete to ensure its compaction and avoid quality problems such as honeycombing and pockmarks. After the concrete grouting is completed, cure it. When the concrete strength reaches the design requirements, remove the formwork to complete the construction of the canopy. At this time, the load borne by the canopy is transmitted along the cantilever main reinforcement to the shear key connecting reinforcement and finally to the structural beam, and the exterior wall is not the main load-bearing body.

[0030] It should be noted that this embodiment only introduces the construction of the cantilevered canopy above the window on the first floor of the building and the construction of the interior reinforced walls, structural beams, and columns. During the actual engineering construction, it is also necessary to adaptively design the layout positions of the structural beams and structural columns in combination with the structural characteristics of the community building and the position of the floor slab 10 to ensure the rationality and safety of the overall load-bearing system.

[0031] The reinforcement construction method for adding a canopy to the exterior wall of an old residential community proposed by the present invention forms an independent load-bearing system for the newly built reinforced walls, structural beams, and structural columns inside the old building on the premise of ensuring the authenticity of the old building. The load applied to the attached cantilevered facilities is borne by the newly built frame structure, reducing the construction risk, improving the safety of the overall structure, and achieving a comprehensive improvement in bearing capacity, safety, and durability. It has the dual values of cultural relic protection and function update. It can not only meet the functional requirements of the cantilevered facilities but also meet the protection requirements of restoring historical buildings to their original state, providing a technical model for similar projects.

[0032] The above-described embodiments of the present invention do not constitute a limitation to the protection scope of the present invention. The basic concept of the present invention is to lead out a cantilevered structure from the newly built structural beam inside the room to form an independent load-bearing system, so that the load of the external cantilevered structure is transmitted to the structural beam through the shear key, rather than directly acting on the original exterior wall, making the original masonry exterior wall not bear force and not adding burden to the exterior wall, thus improving the safety and bearing capacity of the overall structure. Any modifications, equivalent replacements, and improvements made within the spirit and principle of the present invention shall be included within the protection scope of the claims of the present invention.

Claims

1. A reinforcement construction method for adding a canopy to the exterior wall of an old residential area, characterized in that: The following steps are involved: Step 1: Construction layout; Delineate the reinforcement wall construction area, structural beam construction area and structural column construction area on the indoor wall, and mark the cantilever facility construction area on the outdoor wall; mark the corresponding shear key construction points in the structural beam, structural column and cantilever facility construction area, and when the shear key construction point of the outdoor cantilever facility coincides with the shear key construction point of the structural beam, mark the current coincident shear key point as a two-way construction point, and mark the remaining structural beam shear key construction points and the shear key construction points of the structural column as one-way construction points; Step 2: Strengthen the wall construction; Tie bars are implanted in the masonry of the reinforced wall construction area, and reinforced wall steel mesh is hung on the tie bars. Then, a formwork is supported and grouting is injected into the formwork from top to bottom to form a reinforced wall. Step 3: Shear key construction; Based on the shear key construction point, a one-way shear key is implanted at the one-way construction point, and the steel bars in the one-way shear key extend to the interior; based on the two-way shear key construction point, the two-way shear key is implanted through the masonry wall, so that the outer side of the two-way shear key is flush with the wall surface, the connecting bars in the two-way shear key extend inward to the interior, and the outer side of the connecting bars extend outward to the cantilever facility construction area; Step 4: Construction of indoor structural columns and beams; After tying the steel bars of the structural columns, place them in the construction area of ​​the structural columns, and cast them in sections from bottom to top to form the structural columns; then tie the steel bars of the structural beams in sections and place them in the construction area of ​​the structural beams, and cast them in sections to form the structural beams; anchor the steel bars on the one-way shear keys and the connecting bars on the two-way shear keys into the structural beams, and then the structural beams and the structural columns are connected to form a reinforced support system together with the reinforced walls; Step 5: Support of steel bars for cantilever facilities; Based on the bidirectional shear key construction point, cantilever facility steel bars are hung on the connecting bars extending out of the exterior wall; Step 6: Casting of cantilever facilities; Support the formwork on the outside of the reinforcement of the cantilever facility, pour grout into the formwork from the top, remove the formwork after solidification to form the cantilever facility.

2. The reinforcement construction method for adding a new canopy on the exterior wall of an old residential area according to claim 1 is characterized in that: In step 1, when the shear key construction point of the outdoor auxiliary cantilever facility coincides with the shear key construction point mark of the structural beam, only the shear key point position of the auxiliary cantilever facility construction area is retained, and the shear key of the structural beam construction area in the shear key layout diagram is cancelled.

3. The reinforcement construction method for newly adding a canopy on the exterior wall of an old residential area according to claim 2 is characterized in that: During the shear key construction in each construction area, the skipping method is used to open holes at intervals. After the grouting strength of the shear key reaches 30MPa for the first time, the second hole construction is carried out. During the shear key construction, the hole opening is chiseled out, the formwork is supported, the shear key steel bars or connecting bars are implanted into the formwork, and the shear keys are formed by grouting from the reserved grouting ports into the formwork.

4. The reinforcement construction method for newly adding a canopy on the exterior wall of an old residential area according to claim 1 is characterized in that: In step 1, the building elevation line and axis are measured, placed on the exterior wall and then introduced into the interior. After the position lines of the structural columns and beams are laid out, the corresponding dimension lines are laid out, and the shear key positions and dimensions are marked on the wall according to the drawings.

5. The reinforcement construction method for newly adding a canopy on the exterior wall of an old residential area according to claim 1 is characterized in that: In step 2, grouting holes are opened at the top floor position before pouring the reinforced wall, and then C25 self-compacting fine stone concrete self-grouting holes are used to pour the reinforced concrete reinforced wall, with a slump of 180-220mm.

6. The reinforcement construction method for newly adding a canopy on the exterior wall of an old residential area according to claim 1 is characterized in that: In step 4, the pouring construction of each structural column construction area is carried out by adopting the method of alternate one and one jump, and the main concrete of the structural column at each position is constructed by segmented formwork and segmented pouring, and is poured in layers from bottom to top.

7. The reinforcement construction method for newly adding a canopy on the exterior wall of an old residential area according to claim 6 is characterized in that: In step 4, a structural beam is set along the inner edge of the outer wall at the corresponding position of the top of the structural column, and the pouring of the structural beam is carried out simultaneously with the pouring of the top of the structural column. After the construction of the two is completed, the structural column, structural beam and reinforced wall together form a reinforced support system.

8. The reinforcement construction method for newly adding a canopy on the exterior wall of an old residential area according to claim 1 is characterized in that: In step 6, the cantilever facility is a canopy, and the cantilever facility template includes a base template parallel to the exterior wall, a horizontal template perpendicular to the exterior wall, and a side template. The base template, horizontal template and side template together constitute a cantilever structure with an L-shaped cross-section, and the load of the cantilever structure is borne by the structural beam.

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