Old building integral anti-seismic reinforcing structure and construction method

Abstract

The construction method comprises the steps that S1, the surface of an original bearing column is pretreated, and the pretreatment comprises facing layer removing, defect repairing and interface galling treatment; s2, structural parameters of an original bearing column are obtained, the original bearing column is restored through reverse modeling, and steel bar type selection and proportion are output; s3, reinforcing steel bar mesh binding is conducted, specifically, steel bar mesh binding is conducted on the surface of the original bearing column based on the output data of the step S2; s4, a reinforcing structure is installed, and a gap used for pouring concrete is reserved in the top; s5, segmented grouting and vibrating are conducted, and three-segment concrete grouting and vibrating are adopted; s6, manual sealing is conducted on the top of the reinforced structure; and S7, the reinforcing structure is dismantled and maintained. The problems that in the reinforcing process of an existing bearing column, the construction environment is small, formwork erecting is difficult, vibrating is difficult, and the strength of the reinforced structure is difficult to guarantee are solved.

Description

Technical Field

[0001] The present invention relates to the technical field of building reinforcement, and in particular to an integral earthquake-resistant reinforcement structure for old buildings and a construction method thereof. Background Art

[0002] In the area of ​​building structural safety, current seismic standards require buildings to possess holistic earthquake resistance, meaning that all structural components must form a coordinated system to effectively dissipate earthquake energy. However, many older buildings, due to their age, are generally designed to standards lower than current seismic fortification requirements, resulting in insufficient structural integrity and degradation of key components. In these buildings, load-bearing columns, the primary vertical load-bearing members, suffer from material aging and weakened cross-sections, leading to uneven distribution of overall structural stiffness and a tendency to cause stress concentration during earthquakes.

[0003] The existing technology mainly uses the method of increasing the cross-section or the method of external steel cladding to effectively reinforce the core load-bearing columns of these old buildings for secondary reinforcement, so that their structural performance is restored and improved to the strength and vibration resistance required by current specifications. Among them, the method of increasing the cross-section requires a large amount of formwork, and concrete pouring and vibration. However, the small construction environment makes formwork difficult, and concrete is also difficult to vibrate, making it difficult to ensure the strength of the structure after reinforcement. Although the external steel cladding method can improve strength, it has limitations in repairing the original serious damage to the column, improving the overall stiffness, and adaptability to construction in complex node areas, and the cost is relatively high. Therefore, it is urgent to develop a load-bearing column reinforcement method and a dedicated formwork system that can reinforce the load-bearing columns in a limited construction environment and can effectively control the growth of the cross-sectional size, so as to overcome the shortcomings of the existing technology. Summary of the Invention

[0004] The embodiment of the present invention provides an integral seismic reinforcement structure and construction method for old buildings, which solves the problems of small construction environment, difficult formwork, difficult vibration, and difficulty in ensuring the structural strength after reinforcement during the reinforcement process of existing load-bearing columns.

[0005] A method for integral earthquake-resistant construction of old buildings, comprising the following steps: S1. Pre-treat the surface of the original load-bearing column, including removing the finishing layer, repairing defects and roughening the interface; S2. Obtain the structural parameters of the original load-bearing column, perform reverse modeling to restore the original load-bearing column, and output the steel bar selection and proportion; S3, reinforcing steel mesh binding, based on the output data of step S2, steel mesh binding is performed on the surface of the original load-bearing column; S4. Installation of reinforcement structure, and reservation of gap at the top for pouring concrete; S5, segmented grouting and vibration, using three-stage concrete pouring and vibration; S6. Perform artificial sealing on the top of the reinforced structure; S7. Dismantling and maintenance of reinforced structures.

[0006] Furthermore, the specific steps in step S2 include: Obtain the pre-processed original load-bearing column structural data, including cross-sectional dimensions, surface crack distribution, and steel bar location distribution; Pre-process the collected data to establish a BIM model; Based on the existing vibration resistance level requirements, the vibration resistance requirement parameters of the original load-bearing columns are converted and the bearing capacity is verified; New reinforcement mesh design, including calculation of new reinforcement area, selection optimization, and connection between the reinforcement mesh and the original column; Output reinforcement mesh parameter table.

[0007] Furthermore, for original load-bearing columns of the same specifications, the group with the largest steel mesh parameter value is taken as the standard value for the same batch.

[0008] Furthermore, the gap between the reinforcement structure and the top is 20-30 cm.

[0009] Furthermore, the three-stage concrete pouring in step S5 includes: In the first stage, concrete is poured to half the height of the reinforced structure. At this time, an external vibrating device interacts with the auxiliary vibration components on the outer formwork to achieve vibration inside the reinforced structure; In the second stage, concrete is poured to 80% of the height of the reinforced structure, and then vibrated in the second position interval; In the third stage, concrete is poured to the top of the reinforced structure. After vibration is completed, wait for the concrete to initially set.

[0010] Furthermore, when performing artificial capping in step S6, a template-free construction scheme is used, that is, the mixed concrete is in a non-fluid state.

[0011] In the second aspect, an embodiment of the present invention provides an integral seismic reinforcement structure for old buildings, including a sealed bottom frame and four outer formworks. The sealed bottom frame is arranged on the outside of the original load-bearing column close to the ground and anchored to the ground. The four outer formworks are fixed to the sealed bottom frame on the ground, forming a rectangular frame that wraps the original load-bearing column. A channel steel main keel is arranged on the outside of the rectangular frame, and wooden squares are arranged between the channel steel main keel and the outer formworks. An auxiliary vibration component is arranged on the outer formworks.

[0012] Furthermore, the auxiliary vibration component includes a through hole opened on one side of the outer template, an embedding groove is opened on the side of the through hole close to the original load-bearing column, a sealing rubber ring is provided in the embedding groove, a sleeve is provided coaxially with the through hole on the outside of the outer template, and a vibration rod is movably provided inside the sleeve.

[0013] Furthermore, a vibrating end is provided at one end of the vibration rod, and a docking end is provided at the other end. A limiting plate is provided between the docking end and the vibration rod. The vibrating end passes through the sealing rubber ring. A compression spring is provided between the limiting plate and the outer template. A limiting flange is provided on the inner side of the outlet of the sleeve to limit the moving range of the limiting plate.

[0014] Furthermore, there are at least five groups of auxiliary vibration components on the outer template, which are linearly and equally divided along the longitudinal direction of the outer template, and two are arranged side by side in each group.

[0015] The beneficial effects of the above technical solutions provided by the embodiments of the present invention include at least: The present invention effectively solves the problem of insufficient vibration during construction in small spaces through the synergistic effect of the formwork vibration assembly and the external vibrating device, ensuring uniform and dense concrete and improving the integrity of the structure. The parametric design based on BIM reverse modeling accurately calculates the amount of reinforcing steel bars, avoiding the excessive thickening caused by the traditional method of increasing the cross-section, meeting current specifications while controlling the occupied building space. The formwork system adopts block assembly and top reservation technology to adapt to the construction of complex node areas, solve the difficulties of traditional formwork, and shorten the construction period. At the same time, compared with the external steel cladding method, the material cost is reduced, and deep damage to the original column can be repaired, while the compression, shear and ductility properties are simultaneously improved, and the seismic resistance level is improved. Through interface treatment and segmented vibration technology, defects at the interface between new and old concrete are reduced, material aging is delayed, and the service life of the building is extended. This technology achieves efficient, precise, and economical load-bearing column reinforcement under limited construction environments through process innovation and formwork system integration, providing a new solution for the renovation of old buildings.

[0016] Other features and advantages of the present invention will be described in the following description, and in part will become apparent from the description, or will be understood by practicing the present invention. The purposes and other advantages of the present invention can be realized and obtained by the structures particularly pointed out in the written description, claims, and drawings.

[0017] The technical solution of the present invention is further described in detail below through the accompanying drawings and embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] The accompanying drawings are used to provide a further understanding of the present invention and constitute a part of the specification. Together with the embodiments of the present invention, they are used to explain the present invention and do not constitute a limitation of the present invention. In the accompanying drawings: Figure 1 A flow chart of the method disclosed in an embodiment of the present invention; Figure 2 A schematic structural diagram of a reinforcement structure disclosed in an embodiment of the present invention; Figure 3 for Figure 2 Enlarged view of point A in the middle; Figure 4 A schematic structural diagram of an auxiliary vibration assembly disclosed in an embodiment of the present invention.

[0019] Reference numerals: 10. Sealing bottom frame; 11. Outer formwork; 12. Auxiliary vibration assembly; 1201. Through hole; 1202. Embedded groove; 1203. Sealing rubber ring; 1204. Sleeve; 1205. Vibration rod; 12051. Vibration end; 12052. Butt end; 12053. Limiting piece; 1206. Compression spring; 13. Wooden square; 14. Channel steel main keel; 15. Tension bolts. DETAILED DESCRIPTION

[0020] Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. Although exemplary embodiments of the present disclosure are shown in the accompanying drawings, it should be understood that the present disclosure can be implemented in various forms and should not be limited by the embodiments set forth herein. Rather, these embodiments are provided to enable a more thorough understanding of the present disclosure and to fully convey the scope of the present disclosure to those skilled in the art.

[0021] like Figure 1 As shown, an embodiment of the present invention provides a method for integral earthquake-resistant construction of old buildings, comprising the following steps: S1. Pre-treat the surface of the original load-bearing column, including removing the finishing layer, repairing defects and roughening the interface.

[0022] Among them, the finishing layer is removed by using an electric chiseling machine or sandblasting equipment to thoroughly remove the original decorative layer on the surface of the load-bearing column, such as tiles and plaster layers, until the structural base is exposed, and the removal depth is ≥5mm.

[0023] Furthermore, the exposed cracks are filled with epoxy resin injection, and the honeycombed surfaces are leveled with high-strength repair mortar. In this way, the aging diffusion rate of the original load-bearing columns is reduced, the current structural strength is stabilized, and the burden of subsequent structural reinforcement is reduced.

[0024] Furthermore, a high-pressure water jet or mechanical grooving method is used to form a mesh groove with a depth of 3-5mm and a spacing of 20mm×20mm on the surface of the original load-bearing column. After cleaning, a cement-based interface agent is sprayed with a water-cement ratio of 0.4-0.45, and the roughening treatment facilitates better subsequent engagement with the reinforced concrete.

[0025] S2. Obtain the structural parameters of the original load-bearing column, perform reverse modeling to restore the original load-bearing column, and output the steel bar selection and ratio. The specific steps are as follows: S2-1, use existing building detection instruments to obtain pre-processed original load-bearing column structural data, such as using a laser scanner to scan around the column to generate point cloud data with a point cloud density ≥ 5mm, using a high-definition infrared camera to take thermal images, combining AI crack recognition algorithm to mark cracks, and dual-frequency steel bar scanner 3D grid scanning to mark steel bar diameter / buried depth. Use existing instruments to obtain the structural data of the original load-bearing column, and then proceed to the subsequent modeling steps.

[0026] S2-2, pre-process the collected data and use BIM technology to model several original load-bearing columns.

[0027] S2-3, based on the existing vibration resistance level requirements, the vibration resistance requirement parameters of the original load-bearing columns are converted and the bearing capacity is checked. Specifically, Import the seismic level-coefficient mapping table into the BIM system. After inputting the target seismic level, the corresponding adjustment coefficient is obtained through the mapping relationship. Further, the calculation of the axial pressure ratio: Obtain key parameters from the BIM model, including the cross-sectional area of ​​the original load-bearing columns (calculated by cross-sectional width and height), the standard value of concrete compressive strength (obtained from a table the strength grade of the original concrete structure), and the total area of ​​steel bars (the diameter and number of all longitudinal steel bars). Calculate the design axial force. If the BIM model contains structural load data, directly read the original load-bearing column axial force design value (N). If no data is available, use a conservative estimate (e.g., N = column load area × number of floors × 15 kN / m²). Calculate the actual axial compression ratio of the original column: axial compression ratio = design axial force / (concrete compressive strength × cross-sectional area + reinforcement contribution correction term); Furthermore, determine whether the limit is exceeded: IF axial compression ratio > specification limit (e.g. 0.65 for 8-degree frame structure) THEN Mark "Reinforcement Required" and calculate the bearing capacity gap ELSE Enter the shear bearing capacity verification; The shear bearing capacity verification process includes: 1. Extract parameters Concrete tensile strength ≈ 0.1 × (compressive strength)^(2 / 3) (check the material properties table), Effective height h0 = column height - protective layer thickness (the default is 35mm), The original load-bearing column stirrup data: diameter / spacing / quantity, so as to calculate the reinforcement per unit length, 2. Calculate the shear capacity of the original load-bearing column Basic shear component = concrete contribution coefficient × concrete tensile strength × section width × effective height, (The default contribution coefficient of concrete is 0.7). Shear component of steel bar = stirrup yield strength × stirrup area per unit length × effective height, Total shear capacity = basic shear component + reinforcement shear component, 3. Check earthquake shear force Extract the design value of column shear force (V_E) under earthquake action from the BIM model, Its judgment logic is: IF Total shear capacity <V_E THEN Mark "Reinforcement Required" and calculate shear gap ELSE The original column meets the seismic requirements.

[0028] S2-4, newly added reinforcement mesh design, including the calculation of the new reinforcement area, selection optimization, and the connection between the reinforcement mesh and the original column. Specifically: 1. First, determine the required bearing capacity, including axial and shear demands. The axial demand, adjusted according to the target seismic level, is calculated as: the actual axial force design value of the original column / seismic adjustment factor γ_RE. The shear demand directly uses the seismic shear demand V_E calculated in step S2-3 above. 2. Calculate the current bearing capacity, including the axial bearing capacity, by inversely calculating the axial compression ratio from step S2-3 (current bearing capacity = axial force design value / actual axial compression ratio) and the shear bearing capacity value output from step S2-3. 3. Calculate the gap, including: Axial bearing capacity gap = adjusted axial demand - existing axial bearing capacity; Shear bearing capacity gap = earthquake shear force demand V_E - existing shear bearing capacity V_c; 4. Take the control gap, the logic is: IF axial notch > shear notch THEN Design gap = axial gap ELSE Design notch = shear notch; 5. Determine the area of ​​additional reinforcement, including the calculation of the longitudinal reinforcement area, which is used to compensate for the axial force, and the stirrup area calculation, which is used to compensate for the shear force. Specifically: Longitudinal reinforcement area calculation: Select the new reinforcement grade and then use the table to obtain the yield strength f_y_new, and then calculate the efficiency reduction factor (considering the synergy between new and old concrete, the default is 0.9). The calculation method is: Required new longitudinal reinforcement area = axial bearing capacity gap / (rebar yield strength × reduction factor); Calculation of stirrup area: Obtain the effective height h0 (i.e., column height minus cover thickness), then preset the stirrup spacing s (initial value 100mm). The calculation method is: stirrup area per unit length = shear bearing capacity gap × stirrup spacing / (steel yield strength × effective height × reduction factor); 6. Calculate the total reinforcement ratio, where: total reinforcement ratio = (original reinforcement area + newly added longitudinal reinforcement area) / cross-sectional area after reinforcement; 7. The longitudinal reinforcement selection process begins with the establishment of a preset solution library, specifically a combination library of reinforcement specifications, which includes commonly used reinforcement diameters and standard spacing data. The newly added longitudinal reinforcement area calculated above is used as input data for iterative matching. Starting from the smallest diameter, the supply per unit area is calculated in ascending order of spacing. When the supply of a certain combination ≥ the required area, the specification is output. If none of the combinations in the library meet the requirement, the spacing is automatically reduced and rematched.

[0029] It should be noted that for the original load-bearing columns of the same specifications, the group with the largest steel mesh parameter value is taken as the standard value for the same batch. Specifically, the maximum reinforcement strength among the steel mesh parameters is taken as the construction standard for the same batch. The advantage of this solution is that it not only meets the reinforcement requirements for all original load-bearing columns, but also reduces the construction difficulty.

[0030] S2-5, output the reinforcement mesh parameter table.

[0031] S3, reinforcing steel mesh binding, based on the steel mesh data in step S2, steel mesh binding is performed on the surface of the original load-bearing column.

[0032] S4. Install the reinforcement structure and reserve a gap of 20-30cm on the top of the reinforcement structure for pouring concrete. This size range is convenient for the stable adhesion of concrete during the subsequent manual capping and prevents the gap from being too large, which makes it difficult to form the concrete.

[0033] Specifically, such as Figure 2-4As shown, the reinforcement structure includes a sealed bottom frame 10 and four outer formworks 11. The sealed bottom frame 10 is set on the outside of the original load-bearing column close to the ground and anchored to the ground. The sealed bottom frame 10 ensures that the reinforcement structure is sealed with the ground to avoid leakage of concrete at the bottom. The four outer formworks 11 are further fixed on the sealed bottom frame 10 on the ground to form a rectangular frame that wraps the original load-bearing column. A channel steel main keel 14 is set on the outside of the rectangular frame. A wooden square 13 is set between the channel steel main keel 14 and the outer formwork 11. Two parallel channel steel main keels 14 at the same horizontal height are tightened by tension bolts 15, and the wooden square 13 is used to increase the stability of the force applied to the outer formwork 11 by several groups of channel steel main keels 14, so that the clamping of the outer formwork 11 is more uniform. An auxiliary vibration component 12 is provided on the outer formwork 11.

[0034] Among them, the auxiliary vibration component 12 includes a through hole 1201 opened on one side of the outer template 11, an embedding groove 1202 is opened on the side of the through hole 1201 close to the original load-bearing column, a sealing rubber ring 1203 is provided in the embedding groove 1202, a sleeve 1204 is coaxially provided with the through hole 1201 on the outside of the outer template 11, a vibration rod 1205 is movably provided inside the sleeve 1204, a vibration end 12051 is provided at one end of the vibration rod 1205, and a docking end 12052 is provided at the other end, a limiting plate 12053 is provided between the docking end 12052 and the vibration rod 1205, and the vibration end 12051 is provided at the other end. The sealing rubber ring 1203 is passed through and the concrete is sealed by the rubber material to prevent it from leaking outward through the through hole 1201. A compression spring 1206 is arranged between the limiting piece 12053 and the outer template 11, and a limiting flange is arranged on the inner side of the outlet of the sleeve 1204 to limit the moving range of the limiting piece 12053. That is, the limiting piece 12053 is subjected to the elastic force of the compression spring 1206 and forms a conflict with the limiting flange, and the vibration rod 1205 is squeezed by external force until the compression spring 1206 is completely contracted. During this process, the side wall of the vibration end 12051 is always in contact with the sealing rubber ring 1203.

[0035] The function of the auxiliary vibration component 12 is to facilitate all-round vibration of the reinforced structure in a narrow space. It is mainly used by docking with an external vibrating device, that is, the vibrating rod of the vibrating device contacts the docking end 12052 and squeezes it inward. At this time, the vibration effect is transmitted through the vibrating end 12051 on the vibrating rod 1205, so that the deep part of the reinforced structure can be effectively vibrated, solving the problem of inconvenient vibration in a narrow space.

[0036] In this embodiment, there are at least five groups of auxiliary vibration components 12 on the outer formwork 11, which are linearly and equally divided along the longitudinal direction of the outer formwork 11, and two are arranged side by side in each group, that is, there are two vibration points on each surface of each layer. The spacing is used to ensure that each auxiliary vibration point on the reinforced structure can be vibrated so that it covers the entire formwork and reduces the proportion of unstable structures such as air holes.

[0037] S5: Segmental grouting and vibration. A three-stage concrete pouring and vibration method is used. The three-stage concrete pouring method specifically includes: In the first stage, concrete is poured to half the height of the reinforced structure. At this time, an external vibrating device interacts with the auxiliary vibration assembly 12 on the outer formwork 11 to achieve vibration inside the reinforced structure; In the second stage, concrete is poured to 80% of the height of the reinforced structure, and then vibrated in the second position interval; In the third stage, concrete is poured to the top of the reinforced structure. After vibration is completed, wait for the concrete to initially set.

[0038] It should be noted that the vibration rod 1205 on the auxiliary vibration component 12 needs to be coated with a release agent to facilitate the subsequent separation of the vibration end 12051 of the vibration rod 1205 from the reinforced load-bearing column.

[0039] S6. Carry out artificial sealing on the top of the reinforced structure. When carrying out artificial sealing, use a template-free construction plan, that is, the mixed concrete is in a non-fluid state.

[0040] S7. Dismantling and maintenance of reinforced structures.

[0041] It should be understood that the specific order or hierarchy of steps in the disclosed processes is an example of an exemplary method. Based on design preferences, it should be understood that the specific order or hierarchy of steps in the process can be rearranged without departing from the scope of the present disclosure. The accompanying method claims present elements of the various steps in an exemplary order and are not intended to be limited to the specific order or hierarchy described.

[0042] In the foregoing detailed description, various features are grouped together in a single embodiment to simplify the disclosure. This method of disclosure should not be interpreted as reflecting an intention that embodiments of the claimed subject matter require more features than are expressly recited in each claim. On the contrary, as reflected in the appended claims, the invention comprises less than all the features of any individual disclosed embodiment. The appended claims are therefore hereby expressly incorporated into the detailed description, with each claim standing on its own as a separate preferred embodiment of the invention.

[0043] Those skilled in the art will also appreciate that the various illustrative logic blocks, modules, circuits, and algorithmic steps described in conjunction with the embodiments herein may be implemented as electronic hardware, computer software, or a combination thereof. In order to clearly illustrate the interchangeability between hardware and software, the various illustrative components, blocks, modules, circuits, and steps described above are generally described around their functions. Whether such functions are implemented as hardware or software depends on the specific application and the design constraints imposed on the entire system. A skilled person may implement the described functions in an adaptable manner for each specific application, but such implementation decisions should not be interpreted as departing from the scope of protection of this disclosure.

[0044] The steps of the methods or algorithms described in conjunction with the embodiments herein may be directly embodied as hardware, software modules executed by a processor, or a combination thereof. The software module may be located in a RAM memory, flash memory, ROM memory, EPROM memory, EEPROM memory, register, hard disk, removable disk, CD-ROM, or any other form of storage medium well known in the art. An exemplary storage medium is connected to the processor so that the processor can read information from the storage medium and write information to the storage medium. Of course, the storage medium may also be an integral part of the processor. The processor and storage medium may be located in an ASIC. The ASIC may be located in a user terminal. Of course, the processor and storage medium may also be present in a user terminal as discrete components.

[0045] For software implementation, the techniques described in this application can be implemented using modules (e.g., procedures, functions, etc.) that perform the functions described in this application. These software codes can be stored in a memory unit and executed by a processor. The memory unit can be implemented within the processor or external to the processor. In the latter case, it is communicatively coupled to the processor via various means, which are well known in the art.

[0046] The foregoing description includes examples of one or more embodiments. Of course, it is not possible to describe all possible combinations of components or methods for the purposes of describing the above embodiments, but one of ordinary skill in the art will recognize that the various embodiments may be further combined and arranged. Therefore, the embodiments described herein are intended to encompass all such changes, modifications and variations that fall within the scope of the appended claims. Furthermore, to the extent the term "comprising" is used in the specification or claims, the term is intended to be encompassed in a manner similar to the term "including," as explained in terms of "including," used as a transitional word in the claims. Furthermore, any use of the term "or" in the specification of the claims is intended to mean a "non-exclusive or."

Claims

1. A method for integral earthquake-resistant construction of old buildings, characterized in that: The following steps are involved: S1. Pre-treat the surface of the original load-bearing column, including removing the finishing layer, repairing defects and roughening the interface; S2. Obtain the structural parameters of the original load-bearing column, perform reverse modeling to restore the original load-bearing column, and output the steel bar selection and proportion; S3, reinforcing steel mesh binding, based on the output data of step S2, steel mesh binding is performed on the surface of the original load-bearing column; S4. Installation of reinforcement structure, and reservation of gap at the top for pouring concrete; S5, segmented grouting and vibration, using three-stage concrete pouring and vibration; S6. Perform artificial sealing on the top of the reinforced structure; S7. Dismantling and maintenance of reinforced structures.

2. The method for integral earthquake-resistant construction of old buildings according to claim 1, characterized in that: The specific steps in step S2 include: Obtain the pre-processed original load-bearing column structural data, including cross-sectional dimensions, surface crack distribution, and steel bar location distribution; Pre-process the collected data to establish a BIM model; Based on the existing vibration resistance level requirements, the vibration resistance requirement parameters of the original load-bearing columns are converted and the bearing capacity is verified; New reinforcement mesh design, including calculation of new reinforcement area, selection optimization, and connection between the reinforcement mesh and the original column; Output reinforcement mesh parameter table.

3. The method for integral earthquake-resistant construction of old buildings according to claim 2, characterized in that: For original load-bearing columns of the same specifications, the group with the largest steel mesh parameter value is taken as the standard value for the same batch.

4. The method for integral earthquake-resistant construction of old buildings according to claim 1, characterized in that: The gap between the reinforcement structure and the top is 20-30cm.

5. The method for integral earthquake-resistant construction of old buildings according to claim 1, characterized in that: The three-stage concrete pouring in step S5 includes: In the first stage, the concrete is poured to half the height of the reinforced structure, at which time the external vibrating device interacts with the auxiliary vibrating assembly (12) on the outer formwork (11) to achieve vibration of the interior of the reinforced structure; In the second stage, concrete is poured to 80% of the height of the reinforced structure, and then vibrated in the second position interval; In the third stage, concrete is poured to the top of the reinforced structure. After vibration is completed, wait for the concrete to initially set.

6. The method for integral earthquake-resistant construction of old buildings according to claim 5, characterized in that: When the artificial capping is performed in step S6, a template-free construction scheme is used, that is, the mixed concrete is in a non-fluid state.

7. An integral seismic reinforcement structure for old buildings, characterized in that: The invention comprises a sealing bottom frame (10) and four outer templates (11), wherein the sealing bottom frame (10) is arranged on the outer side of the original load-bearing column close to the ground and is anchored to the ground, and the four outer templates (11) are fixed to the sealing bottom frame (10) on the ground to form a rectangular frame that wraps the original load-bearing column inside, and a channel steel main keel (14) is arranged on the outer side of the rectangular frame, and a wooden square (13) is arranged between the channel steel main keel (14) and the outer template (11), and an auxiliary vibration component (12) is arranged on the outer template (11).

8. The integral seismic reinforcement structure for old buildings according to claim 7, characterized in that: The auxiliary vibration component (12) includes a through hole (1201) opened on one side of the outer template (11); an embedding groove (1202) is opened on the side of the through hole (1201) close to the original load-bearing column; a sealing rubber ring (1203) is provided in the embedding groove (1202); a sleeve (1204) is coaxially arranged with the through hole (1201) on the outside of the outer template (11); and a vibration rod (1205) is movably provided inside the sleeve (1204).

9. The integral seismic reinforcement structure for old buildings according to claim 8, characterized in that: A vibrating end (12051) is provided at one end of the vibrating rod (1205), and a butt end (12052) is provided at the other end; a limiting plate (12053) is provided between the butt end (12052) and the vibrating rod (1205); the vibrating end (12051) passes through the sealing rubber ring (1203); a compression spring (1206) is provided between the limiting plate (12053) and the outer template (11); a limiting flange is provided on the inner side of the outlet of the sleeve (1204) for limiting the movement range of the limiting plate (12053).

10. An integral seismic reinforcement structure for old buildings according to any one of claims 7 to 9, characterized in that: There are at least five groups of auxiliary vibration components (12) on the outer template (11), which are linearly and equally arranged along the longitudinal direction of the outer template (11), and two are arranged side by side in each group.

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