Floor support structure and method of installing same

Abstract

The application discloses a floor support structure, which comprises a floor and a support beam or wall body arranged at the periphery of the floor, support members are symmetrically arranged on opposite sides of the support beam or wall body, and a tensioning connector is arranged on the support beam / wall body and the support member; a pre-jacking driving structure is arranged on one side of the support member facing the support beam / wall body, and a jacking part for jacking the floor is arranged on the top of the support member; when the tensioning connector is subjected to a tensioning force, the support member is driven by the pre-jacking driving structure to be upwardly tilted away from the end of the support beam / wall body, so that the jacking part actively jacks the floor, and an additional stress support is formed at the bottom of the floor. Through the active pre-jacking mechanism combining the tensioning and geometric conversion, the stress lag problem of the traditional passive reinforcement technology is solved, the active unloading and synchronous stress of the original floor are realized, and the reinforcement efficiency and the bearing capacity improvement range are improved. The structure does not need to rely on structural bonding, has no special requirements on the concrete strength and surface quality of the original floor, and has a wider application range.

Description

Technical Field

[0001] This application relates to the field of building structure technology, and in particular to a floor slab support structure and its installation method. Background Technology

[0002] As my country's urban construction enters an era of stock renewal, a large number of existing civil buildings and industrial plants are experiencing problems such as insufficient load-bearing capacity and rigidity of floor (roof) panels due to changes in use (e.g., converting ordinary office buildings into data centers, or upgrading light industrial plants into heavy production workshops), increased load standards, or structural aging. These issues necessitate reinforcement. Currently, the mainstream reinforcement technologies for existing reinforced concrete four-sided supported floor (roof) panels, both domestically and internationally, mainly include four types: cross-section enlargement reinforcement, steel plate bonding reinforcement, fiber composite material bonding reinforcement, and pre-tensioned steel wire rope mesh-polymer mortar surface layer reinforcement.

[0003] Among these methods, the cross-section enlargement reinforcement method involves pouring a concrete reinforcement layer on or under the floor slab and adding reinforcing bars to increase the effective cross-sectional height and reinforcement of the floor slab, thereby improving its load-bearing capacity. The steel plate bonding reinforcement method and the fiber composite bonding reinforcement method involve bonding steel plates or composite materials such as carbon fiber and glass fiber to the tension zone of the floor slab using structural adhesive, utilizing their high strength characteristics to share the tensile force. The pre-tensioned steel wire rope mesh-polymer mortar surface layer method involves pre-tensioning steel wire rope mesh and spraying polymer mortar to form a reinforcement layer, thus strengthening the floor slab. All of these methods have been incorporated into the current national building structure reinforcement design code and have been widely used in engineering projects.

[0004] However, the aforementioned existing technologies are all passive reinforcement systems, and they have the following insurmountable technical defects in practical applications: 1. Significant stress lag problem exists: The reinforcement layer only gradually participates in the stress after the original floor slab generates new deflection deformation or new tensile stress, and cannot actively unload the original structure. This results in low strength utilization of the reinforcement material and limited improvement in the floor slab bearing capacity, usually only 30%-50%, which is difficult to meet the needs of large load increases such as industrial upstairs.

[0005] 2. Limited scope of application: There are strict requirements on the performance of the original concrete structure. For example, the method of increasing the cross section requires the original concrete strength grade to be no less than C13. The methods of pasting steel plates, pasting fiber composite materials and pre-tensioned steel wire rope mesh all require the original concrete strength grade to be no less than C15 and the surface tensile bond strength to be no less than 1.5MPa. It cannot be applied to the reinforcement of floor slabs in old buildings with low concrete strength or poor surface quality.

[0006] 3. Insufficient durability: The methods of bonding steel plates, bonding fiber composite materials, and pre-tensioned steel wire rope mesh all rely on organic adhesive materials to achieve bonding and force transfer. However, organic materials have problems such as easy aging, poor high temperature resistance, and limited durability. Their service life is usually only 10-20 years, which is far less than the design service life of the main building structure. Frequent maintenance and replacement are required in the later stages.

[0007] 4. Significant impact on building usable space: The cross-section enlargement reinforcement method requires pouring a concrete layer of a certain thickness on the floor slab surface, which will significantly reduce the interior clear height and affect the normal use function of the building.

[0008] 5. Large construction workload and long cycle: The above methods all require large-area removal of the decorative surface layer of the floor slab, generating a large amount of construction waste during the construction process. Furthermore, it is necessary to wait for the concrete or structural adhesive to cure to reach the required strength before it can be put into use. The construction period is long and the disturbance to residents is serious, making it difficult to meet the needs of rapid renovation and rapid restoration of existing buildings.

[0009] Therefore, developing a floor slab reinforcement and support structure that can actively bear force, has no stress hysteresis, has a wide range of applications, good durability, is easy to construct, and has basically no impact on the usable space of the building has become an urgent technical problem to be solved in this field. Summary of the Invention

[0010] The purpose of this invention is to provide a floor slab support structure and its installation method, which can solve the above-mentioned problems existing in related technologies.

[0011] To achieve the above objectives, this application adopts the following technical solution: On one hand, a floor support structure is provided, including a floor slab and support beams or walls disposed around the floor slab. Support members are symmetrically arranged on opposite sides of the support beams or walls, and the support members and the support beams / walls are connected by tie rods. A pre-top driving structure is provided on the side of the support member facing the support beams / walls, and a top support portion for supporting the floor slab is provided on the top of the support member. When the tie rods are subjected to tension, the pre-top driving structure drives the end of the support member away from the support beams / walls to tilt upwards, so that the top support portion actively supports the floor slab, thereby forming an additional load-bearing support at the bottom of the floor slab.

[0012] Optionally, the pre-top driving structure is an inclined contact surface of the support member facing the support beam / wall; when the tie connector is under tension, the support member swings so that the inclined contact surface is close to the side wall of the support beam / wall, driving the end of the support member away from the support beam / wall to tilt upward.

[0013] Optionally, the supporting member is a reinforced concrete triangular force transmission block, and the inclined contact surface is the oblique cut surface of the triangular force transmission block close to the supporting beam / wall; the top support is located at the top end region of the triangular force transmission block away from the supporting beam / wall.

[0014] Optionally, the supporting member is an L-shaped angle steel support body, which includes vertical plates and horizontal plates that are perpendicular to each other. At least one stiffening rib is fixedly connected to the inner corner of the vertical plate and the horizontal plate. The inclined contact surface is the side of the vertical plate facing away from the horizontal plate. During initial installation, the vertical plate forms an inclined angle with the side wall of the supporting beam / wall.

[0015] Optionally, the top support includes a fiberglass buffer plate with a thickness of 25-35mm, which is fixed to the top of the support member and is used to flexibly contact the bottom surface of the floor slab and uniformly transmit the top support force.

[0016] Optionally, the top support includes multiple spaced elastic support steel bars, each elastic support steel bar including a welded section, an inclined elastic section and a top support section connected in sequence; the welded section is fixed to the top of the support member, the inclined elastic section extends upward at an angle, and the top support section is used to support the bottom surface of the floor slab.

[0017] Optionally, the gap between the top of the supporting member and the bottom surface of the floor slab is filled with a self-compacting cement mortar layer; the exposed portion of the tie rod is wrapped with a cement mortar anti-rust sealing layer.

[0018] Optionally, the supporting components are arranged in multiple sets at intervals along the length of the supporting beam / wall, and are symmetrically arranged on the four sides of the floor slab supporting beam / wall to form a multi-support force transmission system.

[0019] Optionally, the tie rod is a metal tie bolt, and at least two parallel metal tie bolts are inserted through each set of support members; the support member is a prefabricated member, and through holes matching the metal tie bolts are reserved during prefabrication.

[0020] On the other hand, a method for installing the above-mentioned floor slab support structure is provided, comprising the following steps: S1 Base treatment: Remove the local decorative surface layer at the bottom of the floor slab corresponding to the installation position of the supporting components, and clean the side walls of the supporting beams or walls to be installed; S2 Alignment Installation: Symmetrically arrange support components on opposite sides of the support beam or wall, so that the pre-top drive structure of the support component faces the side wall of the support beam / wall, aligning the support component with the through hole on the support beam / wall; S3 Through-hole connector: Insert the tie rod connector into the aligned through hole; S4 pre-tightening top brace: Gradually tighten the tie rod connector to apply horizontal tension force. The horizontal tension force is converted into vertical top bracing force through the pre-top driving structure, which drives the end of the support member away from the support beam / wall to tilt upward, so that the top brace actively supports the bottom surface of the floor slab and applies prestress, forming an additional load-bearing support at the bottom of the floor slab. S5 Sealing Protection: Fill the gap between the top of the supporting components and the bottom of the floor slab, and seal the exposed metal parts of the tie rod connectors for rust prevention.

[0021] The beneficial effects of this application are as follows: This invention fundamentally solves the stress lag problem of traditional passive reinforcement technology by combining tension pre-tightening and geometric transformation into an active pre-jacking mechanism, realizing active unloading and synchronous stress on the original floor slab, and significantly improving reinforcement efficiency and load-bearing capacity; the structure transmits force through mechanical connection, without relying on structural bonding, and has no special requirements on the strength and surface quality of the original floor slab concrete, making it more widely applicable; at the same time, it basically does not occupy indoor space, only requires local treatment of the installation location, making construction convenient and the construction period short, and the additional support formed by reinforcement transmits force reliably, which can stably improve the load-bearing performance and overall stiffness of the floor slab in the long term. Attached Figure Description

[0022] The present application will now be described in further detail with reference to the accompanying drawings and embodiments.

[0023] Figure 1 This is a schematic diagram of the floor support structure described in the embodiments of this application; Figure 2 This is a structural schematic diagram of one embodiment of the cooperation between the support member (reinforced concrete triangular force transmission block) and the tie rod connector described in this application. Figure 3 This is a structural schematic diagram of another embodiment of the cooperation between the support member (L-shaped angle steel support) and the tie rod connector described in the embodiments of this application; Figure 4 for Figure 3 The structural diagram shows the supporting components (L-shaped angle steel support) and the top support (elastic support steel bars).

[0024] In the picture: 1. Floor slab; 2. Support beam; 3. Supporting component; 31. Pre-top driving structure; 32. Vertical plate; 33. Horizontal plate; 34. Stiffening rib plate; 4. Tie connector; 5. Top support section; 51. Welded section; 52. Inclined elastic section; 53. Top support section. Detailed Implementation

[0025] To make the technical problems solved by this application, the technical solutions adopted, and the technical effects achieved clearer, the technical solutions of the embodiments of this application are further described in detail below. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments in this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0026] In the description of this application, unless otherwise expressly specified and limited, the terms "connected," "linked," and "fixed" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; 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; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0027] In this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can include direct contact between the first and second features, or contact between the first and second features through another feature between them. Furthermore, "above," "over," and "on top" of the second feature includes the first feature being directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature includes the first feature being directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0028] As my country's urban construction enters an era of stock renewal, a large number of existing civil buildings and industrial plants are experiencing problems such as insufficient load-bearing capacity and rigidity of floor (roof) panels due to changes in use (e.g., converting ordinary office buildings into data centers, or upgrading light industrial plants into heavy production workshops), increased load standards, or structural aging. These issues necessitate reinforcement. Currently, the mainstream reinforcement technologies for existing reinforced concrete four-sided supported floor (roof) panels, both domestically and internationally, mainly include four types: cross-section enlargement reinforcement, steel plate bonding reinforcement, fiber composite material bonding reinforcement, and pre-tensioned steel wire rope mesh-polymer mortar surface layer reinforcement.

[0029] Among these methods, the cross-section enlargement reinforcement method involves pouring a concrete reinforcement layer on or under the floor slab and adding reinforcing bars to increase the effective cross-sectional height and reinforcement of the floor slab, thereby improving its load-bearing capacity. The steel plate bonding reinforcement method and the fiber composite bonding reinforcement method involve bonding steel plates or composite materials such as carbon fiber and glass fiber to the tension zone of the floor slab using structural adhesive, utilizing their high strength characteristics to share the tensile force. The pre-tensioned steel wire rope mesh-polymer mortar surface layer method involves pre-tensioning steel wire rope mesh and spraying polymer mortar to form a reinforcement layer, thus strengthening the floor slab. All of these methods have been incorporated into the current national building structure reinforcement design code and have been widely used in engineering projects.

[0030] However, the aforementioned existing technologies are all passive reinforcement systems, and they have the following insurmountable technical defects in practical applications: 1. Significant stress lag problem exists: The reinforcement layer only gradually participates in the stress after the original floor slab generates new deflection deformation or new tensile stress, and cannot actively unload the original structure. This results in low strength utilization of the reinforcement material and limited improvement in the floor slab bearing capacity, usually only 30%-50%, which is difficult to meet the needs of large load increases such as industrial upstairs.

[0031] 2. Limited scope of application: There are strict requirements on the performance of the original concrete structure. For example, the method of increasing the cross section requires the original concrete strength grade to be no less than C13. The methods of pasting steel plates, pasting fiber composite materials and pre-tensioned steel wire rope mesh all require the original concrete strength grade to be no less than C15 and the surface tensile bond strength to be no less than 1.5MPa. It cannot be applied to the reinforcement of floor slabs in old buildings with low concrete strength or poor surface quality.

[0032] 3. Insufficient durability: The methods of bonding steel plates, bonding fiber composite materials, and pre-tensioned steel wire rope mesh all rely on organic adhesive materials to achieve bonding and force transfer. However, organic materials have problems such as easy aging, poor high temperature resistance, and limited durability. Their service life is usually only 10-20 years, which is far less than the design service life of the main building structure. Frequent maintenance and replacement are required in the later stages.

[0033] 4. Significant impact on building usable space: The cross-section enlargement reinforcement method requires pouring a concrete layer of a certain thickness on the floor slab surface, which will significantly reduce the interior clear height and affect the normal use function of the building.

[0034] 5. Large construction workload and long cycle: The above methods all require large-area removal of the decorative surface layer of the floor slab, generating a large amount of construction waste during the construction process. Furthermore, it is necessary to wait for the concrete or structural adhesive to cure to reach the required strength before it can be put into use. The construction period is long and the disturbance to residents is serious, making it difficult to meet the needs of rapid renovation and rapid restoration of existing buildings.

[0035] To overcome the above technical problems, refer to Figure 1This application provides a floor slab 1 support structure, including a floor slab 1 and support beams 2 or walls disposed around the floor slab 1. Support members 3 are symmetrically arranged on opposite sides of the support beams 2 or walls. The support members 3 and the support beams 2 / walls are connected by tie rods 4. A pre-top driving structure 31 is provided on the side of the support member 3 facing the support beams 2 / walls. A top support portion 5 for supporting the floor slab 1 is provided on the top of the support member 3. When the tie rods 4 are under tension, the pre-top driving structure 31 drives the end of the support member 3 away from the support beams 2 / walls to tilt upwards, so that the top support portion 5 actively supports the floor slab 1, thereby forming an additional load-bearing support at the bottom of the floor slab 1.

[0036] This application provides a reinforcement support structure for existing reinforced concrete floor (roof) panels, which is mainly used in engineering scenarios that require increased load-bearing capacity and stiffness of floor (roof) panels, such as urban renewal and renovation, industrial expansion, and functional upgrades of existing buildings.

[0037] The floor slab 1 support structure is based on the existing reinforced concrete floor slab 1 and its surrounding support beams 2 or walls. Support members 3 are symmetrically arranged on opposite sides of the support beams 2 or walls, and tie rods 4 are inserted between the support members 3 and the support beams 2 or walls. The support member 3 has a pre-top drive structure 31 on the side facing the support beams 2 or walls, and a top support 5 for supporting the floor slab 1 is provided at the top.

[0038] The core working mechanism of this embodiment is to use the horizontal tension force of the tie connector 4 to convert the horizontal tension force into a vertical upward support force through the geometric transformation of the pre-top drive structure 31. This drives the end of the support member 3 away from the support beam 2 or the wall to tilt upward, thereby causing the top support part 5 of the support member 3 to actively support the bottom surface of the floor slab 1 and apply upward prestress to the floor slab 1, ultimately forcibly forming an additional load-bearing support at the bottom of the floor slab 1.

[0039] By arranging multiple sets of the above-mentioned support structures at intervals along the length of the support beams 2 or walls, the original single-span four-sided supported floor slab 1 can be transformed into a multi-span continuous floor slab 1, which greatly reduces the calculated span of the floor slab 1, thereby significantly improving the bending and shear bearing capacity and overall stiffness of the floor slab 1. When the support structure is symmetrically arranged on the four-sided support beams 2 or walls of the floor slab 1, a two-way multi-support force transmission system can be formed, thereby greatly improving the bearing capacity of the floor slab 1.

[0040] This embodiment of the application fundamentally solves the stress lag problem of traditional passive reinforcement technology by combining tension pre-tightening and geometric transformation into an active pre-jacking mechanism. It achieves active unloading and synchronous stress on the original floor slab 1, significantly improving reinforcement efficiency and load-bearing capacity. The structure transmits force through mechanical connection, without relying on structural bonding, and has no special requirements on the concrete strength and surface quality of the original floor slab 1, making it more widely applicable. At the same time, it basically does not occupy indoor space, requiring only local treatment of the installation location. Construction is convenient and the construction period is short. Moreover, the additional support formed by reinforcement transmits force reliably, which can stably improve the load-bearing performance and overall stiffness of the floor slab 1 in the long term.

[0041] In one embodiment, the pre-top driving structure 31 is an inclined contact surface of the support member 3 facing the support beam 2 / wall; when the tie rod 4 is under tension, the support member 3 swings so that the inclined contact surface is close to the side wall of the support beam 2 / wall, driving the end of the support member 3 away from the support beam 2 / wall to tilt upward.

[0042] This embodiment is a preferred implementation of the floor slab 1 support structure described above. Its core feature is that the pre-top driving structure 31 is specifically defined as an inclined contact surface of the support member 3 facing the support beam 2 or wall. A purely geometric forced conversion mechanism is used to efficiently transfer horizontal tension to vertical support force. During initial installation, a uniform gap is reserved between the inclined contact surface of the support member 3 and the side wall of the support beam 2 or wall. The support member 3 is in a natural placement state, and its top support 5 only contacts or has a small gap with the bottom surface of the floor slab 1, without applying any support force. When the tie rod 4 is under tension, the symmetrically arranged support members 3 on both sides move towards the side wall of the support beam 2 or the wall under the action of horizontal tension. During this process, the inclined contact surface will slide relative to the side wall of the support beam 2 or the wall and gradually fit together. Due to the geometric constraint of the inclined contact surface, the support member 3 will rigidly swing with its bottom edge near the support beam 2 or the wall as the fulcrum, thereby driving the end of the support member 3 away from the support beam 2 or the wall to tilt upward, and finally apply a stable vertical support force to the bottom surface of the floor slab 1 through the top support part 5.

[0043] In this embodiment, the angle between the inclined contact surface and the vertical direction can be adjusted within the range of 5°-30° according to actual engineering requirements. The smaller the angle, the higher the efficiency of converting horizontal tension into vertical support force, but the horizontal displacement of the support member 3 will also increase accordingly. The larger the angle, the lower the force conversion efficiency, but the better the stability of the support member 3. In engineering, an angle range of 10°-20° is preferred, which can balance conversion efficiency and structural stability. The entire pre-supporting process does not require the support member 3 to undergo plastic deformation itself. The force direction conversion is achieved only through the forced constraint of geometric shape. The force transmission path is clear and controllable. The magnitude of the support force can be precisely controlled by adjusting the pre-tightening torque of the tie rod 4, and prestress can be accurately applied according to the actual stress requirements of the floor slab 1.

[0044] This embodiment uses a pure geometric inclined contact surface as the pre-jacking drive structure 31, which eliminates the need for complex elastic or moving parts. The structure is simple and has low manufacturing cost. The force conversion process is direct and efficient, the pre-jacking action is stable and controllable, and the jacking force can be precisely adjusted. The force transmission path is clear and reliable, with no stress concentration risks. There will be no component fatigue failure during long-term use. It also has strong adaptability and can be used in combination with support components 3 made of various materials such as reinforced concrete and steel sections, which can meet the reinforcement needs of different engineering scenarios.

[0045] In one embodiment, reference is made to Figure 2 The supporting member 3 is a reinforced concrete triangular force transmission block, and the inclined contact surface is the oblique cut surface of the triangular force transmission block close to the supporting beam 2 / wall; the top support 5 is located at the top end area of ​​the triangular force transmission block away from the supporting beam 2 / wall.

[0046] The supporting component 3 is specifically designed as a reinforced concrete triangular force transmission block. The inclined surface close to the supporting beam 2 or wall is the aforementioned inclined contact surface. The top support 5 is concentrated at the top end of the triangular force transmission block away from the supporting beam 2 or wall. The triangular force transmission block is prefabricated with reinforced concrete and internally equipped with steel mesh to ensure its compressive and shear strength. Its overall dimensions can be customized according to the height of the supporting beam 2 or wall and the reinforcement requirements of the floor slab 1. The height of the right-angled side matches the effective height of the supporting beam 2 or wall to ensure the integrity of the force transmission path.

[0047] During initial installation, two prefabricated reinforced concrete triangular force transmission blocks are symmetrically placed on both sides of the supporting beam 2 or wall, with the hypotenuses of the triangular force transmission blocks facing the sidewall of the supporting beam 2 or wall, leaving a uniform gap between them. At this time, the bottom of the triangular force transmission block is in contact with the ground or the lower floor slab 1, and the top support 5 maintains a small gap or light contact with the bottom surface of the floor slab 1 to be reinforced. When the tie rod connector 4 is inserted and tightened, the horizontal tension pulls the triangular force transmission blocks on both sides to move towards the supporting beam 2 or wall simultaneously. The hypotenuses gradually fit against the vertical sidewall of the supporting beam 2 or wall. Under the action of geometric constraint, the triangular force transmission block rigidly swings with its bottom right-angled edge near the supporting beam 2 or wall as the fulcrum. The top end away from the supporting beam 2 or wall then tilts upward, driving the top support 5 to actively support the bottom surface of the floor slab 1 and apply prestress, ultimately forming a stable additional load-bearing support. After installation, the remaining gap between the top of the triangular force transmission block and the floor slab 1 can be filled to further increase the support contact area, and the exposed part of the tie rod connector 4 can be treated with rust prevention.

[0048] In this embodiment, a reinforced concrete triangular force transmission block is used as the supporting component 3. The material is the same as that of the main building structure, which has excellent durability and anti-aging properties and can achieve the same lifespan as the main structure. The triangular cross section has reasonable stress distribution and high rigidity, which can withstand large vertical support forces and loads, and the force transmission is stable and reliable. The component can be prefabricated in the factory and quickly installed on site, which has high construction efficiency and low cost. It is particularly suitable for long-term reinforcement projects with high requirements for load-bearing capacity and durability, such as industrial plants and heavy-duty warehouses.

[0049] In another embodiment, refer to Figure 3 and Figure 4 The supporting member 3 is an L-shaped angle steel support body, which includes a vertical plate 32 and a horizontal plate 33 that are perpendicular to each other. At least one stiffening rib 34 is fixedly connected to the inner corner of the vertical plate 32 and the horizontal plate 33. The inclined contact surface is the side of the vertical plate 32 facing away from the horizontal plate 33. During initial installation, the vertical plate 32 forms an inclined angle with the side wall of the supporting beam 2 / wall.

[0050] This embodiment is another core preferred solution of the inclined contact surface type pre-jacking drive structure 31. The support member 3 is specifically embodied as an L-shaped angle steel support body. The side of the angle steel vertical plate 32 facing away from the horizontal plate 33 is used as the inclined contact surface for pre-jacking drive. The vertical jacking force is output through the rigid swing of the angle steel as a whole. The L-shaped angle steel support body is made of hot-rolled equal or unequal angle steel and is integrally formed by mutually perpendicular vertical plates 32 and horizontal plates 33. The vertical plate 32 is used to fit against the support beam 2 or the wall to transmit force, and the horizontal plate 33 is used to bear and transmit the vertical jacking force. At least one triangular stiffening rib plate 34 is fixedly connected to the inner corner of the vertical plate 32 and the horizontal plate 33. The stiffening rib plate 34 is welded to both the vertical plate 32 and the horizontal plate 33, which can significantly enhance the overall bending stiffness and torsional stiffness of the L-shaped angle steel, prevent the angle steel from undergoing local bending or torsional deformation during the pre-jacking process, and ensure the stability of force transmission.

[0051] The core feature of this embodiment is that the pre-top driving structure 31 is directly formed by the side of the angle steel vertical plate 32, without the need for additional processing of the inclined surface. During initial installation, two L-shaped angle steel supports are symmetrically placed on both sides of the support beam 2 or wall, with the vertical plate 32 facing the side wall of the support beam 2 or wall, and the vertical plate 32 and the side wall of the support beam 2 or wall forming an inclined angle of 5°-30°, which is the deformation amount reserved for pre-top. When the tie rod connector 4 is inserted and tightened, the horizontal tension force pulls the vertical plates 32 on both sides to move towards the side wall of the support beam 2 or wall simultaneously, and the inclined angle gradually decreases until the vertical plate 32 is completely in contact with the side wall; during this process, the L-shaped angle steel support rigidly swings with its bottom edge near the support beam 2 or wall as the fulcrum, causing the horizontal plate 33 to tilt upward as a whole, and then the top support 5 set on the top of the horizontal plate 33 applies a stable vertical top support force to the bottom surface of the floor slab 1, forming an additional force-bearing support.

[0052] In this embodiment, standardized L-shaped angle steel is used as the supporting component 3. The factory prefabrication has high precision, light weight, and low processing cost. No on-site pouring is required, and the installation speed is extremely fast. The setting of triangular stiffening ribs 34 effectively solves the problem of insufficient stiffness of thin-walled angle steel, ensuring the stability and force transmission reliability of the pre-jacking process. At the same time, the supporting component 3 has the characteristics of being detachable and reusable, which is suitable for both permanent reinforcement of existing buildings and emergency reinforcement under temporary loads. It is particularly suitable for commercial buildings, office buildings and temporary renovation projects with tight schedules and the need to quickly restore the functionality of the building.

[0053] In one embodiment, reference is made to Figure 2 The top support 5 includes a glass fiber buffer plate with a thickness of 25-35mm. The glass fiber buffer plate is fixed to the top of the support member 3 and is used to flexibly contact the bottom surface of the floor slab 1 and uniformly transmit the top support force.

[0054] This embodiment presents a preferred top support 5 for reinforced concrete triangular force transmission blocks. The top support 5 is specifically designed as a 25-35mm thick fiberglass buffer board, with a preferred thickness of 30mm in engineering practice. This thickness range satisfies both flexible buffering and rigid force transmission requirements. The fiberglass buffer board is fixed to the top of the support member 3 using structural adhesive or mechanical anchoring, precisely corresponding to the top end area of ​​the support member 3 furthest from the support beam 2 or wall, and completely coinciding with the point of greatest stress during the pre-jacking process where the support member 3 experiences the largest upward tilt.

[0055] During pre-jacking operations, the ends of support member 3 tilt upwards and compress the fiberglass buffer plate. The buffer plate undergoes slight elastic compression deformation, completely avoiding rigid hard contact between support member 3 and the bottom surface of floor slab 1. This effectively disperses localized concentrated stress and prevents damage such as cracking and crushing of the concrete at the bottom of floor slab 1 due to excessive local pressure. Simultaneously, the uniform deformation characteristics of the fiberglass buffer plate allow the vertical jacking force to be smoothly transferred to the bottom surface of floor slab 1 through surface contact, eliminating the uneven force transmission problems caused by point or line contact. The fiberglass buffer plate itself is an inorganic non-metallic material with excellent corrosion resistance, aging resistance, and insulation properties. It has good compatibility with building materials such as reinforced concrete and cement mortar and will not undergo electrochemical corrosion.

[0056] In another embodiment, refer to Figure 4 The top support 5 includes multiple spaced elastic support steel bars, each elastic support steel bar including a welded section 51, an inclined elastic section 52 and a top support section 53 connected in sequence; the welded section 51 is fixed to the top of the support member 3, the inclined elastic section 52 extends upward at an angle, and the top support section 53 is used to support the bottom surface of the floor slab 1.

[0057] The top support 5 is specifically defined as multiple spaced elastic support steel bars. Each elastic support steel bar is a continuous steel bar bent into shape as a whole, and is divided into three functional sections: a welded section 51, an inclined elastic section 52, and a top support section 53. The welded section 51 is horizontally attached and fixed to the top surface of the support member 3, and is firmly connected to the support member 3 using a double-sided welding process. The welding length is not less than 5 times the diameter of the steel bar to ensure that the connection strength meets the force transmission requirements. The inclined elastic section 52 extends upward from the end of the welded section 51, forming a cantilever structure with elastic deformation capability. The top support section 53 is formed by horizontal bending from the end of the inclined elastic section 52, and its top surface is a flat contact surface for direct contact with the bottom surface of the floor slab 1 to transmit force.

[0058] During pre-jacking operations, the supporting member 3 tilts upwards as a whole, causing the elastic supporting steel bars to move upwards synchronously. The top support section 53 first contacts the bottom surface of the floor slab 1. As the tie rods 4 are further tightened, the supporting member 3 continues to tilt upwards, and the inclined elastic section 52 undergoes controllable elastic bending deformation, converting the rigid top support displacement into a flexible top support force, thus avoiding the impact of instantaneous concentrated loads on the floor slab 1. This elastic deformation characteristic can also adapt to the slight unevenness of the bottom surface of the floor slab 1, allowing multiple spaced supporting steel bars to effectively contact and evenly distribute the top support force. At the same time, it can buffer the vibration and dynamic loads generated by the floor slab 1 during use, avoiding fatigue damage to the supporting parts. In the project, the diameter of the elastic supporting steel bars is preferably 14-18mm, the spacing along the length of the supporting member 3 is 150-500mm, and the angle between the inclined elastic section 52 and the horizontal direction is preferably 30°-45°. This combination of parameters can balance elastic deformation capacity and load-bearing stiffness.

[0059] This embodiment uses an integrally bent elastic support steel bar as the top support 5. The flexible top support is achieved through the controllable elastic deformation of the inclined elastic section 52, which avoids local damage to the floor slab 1 caused by rigid contact, and can adapt to the unevenness of the floor slab 1 surface and dynamic deformation during use, ensuring uniform and stable force transmission. The steel bar material is readily available and inexpensive, and the on-site welding and installation process is simple. The specifications and spacing of the steel bars can be flexibly adjusted according to actual needs, which is highly matched with the construction rhythm of the L-shaped angle steel support. It is particularly suitable for reinforcement projects with tight schedules and high requirements for construction convenience.

[0060] In one embodiment, the gap between the top of the support member 3 and the bottom surface of the floor slab 1 is filled with a self-compacting cement mortar layer; the exposed portion of the tie rod connector 4 is wrapped with a cement mortar anti-rust sealing layer.

[0061] The gap between the top of the supporting member 3 and the bottom surface of the floor slab 1 is filled with self-compacting cement mortar to form a continuous and dense self-compacting cement mortar layer. Since only the ends of the supporting member 3 are raised during the pre-coiling process, a wedge-shaped gap is formed between its top and the bottom surface of the floor slab 1. Ordinary cement mortar is difficult to fill all the gaps without vibration. However, self-compacting cement mortar has excellent fluidity and filling properties, and can completely fill all corners of the gap by its own weight without mechanical vibration, forming a load-bearing filling layer after hardening. This filling layer can transform the local line or point contact between the supporting member 3 and the floor slab 1 into a full-area surface contact, significantly increasing the support contact area, further dispersing the top-support stress, and preventing localized pressure failure of the floor slab 1. Simultaneously, it can seal the gaps, blocking the intrusion channels of moisture and dust, and preventing corrosion of internal metal components and carbonation of concrete.

[0062] The exposed parts of the tie rod connector 4 (including both ends of the screw, nut, and washer) are completely wrapped with cement mortar to form a cement mortar anti-rust sealing layer with a thickness of not less than 20mm, ensuring that all exposed metal surfaces are completely isolated from air and moisture. Compared with traditional organic anti-rust coatings such as paint and anti-rust coatings, cement mortar is an inorganic material and does not have the problems of aging or peeling. Its protective life is consistent with that of the main building structure, which can fundamentally solve the problem of electrochemical corrosion caused by long-term exposure of metal connectors and ensure the long-term stability of the mechanical properties of the tie rod connector 4.

[0063] In one embodiment, the supporting members 3 are arranged in multiple sets at intervals along the length of the supporting beams 2 / walls, and are symmetrically arranged on the four sides of the floor slab 1 supporting beams 2 / walls to form a multi-support force transmission system.

[0064] This embodiment constructs a complete two-way multi-support force transmission system by combining the long-interval arrangement along the beam with the four-sided symmetrical arrangement. It can transform the original single-span four-sided supported floor slab 1 into a multi-span continuous floor slab 1, which greatly improves the load-bearing capacity of the floor slab 1 and significantly enhances the overall stiffness of the floor slab 1, reducing deflection deformation during the service stage. The force transmission path of this arrangement is clear, the overall stress is uniform, and no additional stress is generated inside the floor slab 1. Moreover, the arrangement spacing of the support members 3 can be flexibly adjusted according to different load requirements, making it suitable for various reinforcement scenarios from civil building renovation to heavy-duty industrial plants and data centers.

[0065] In one embodiment, the tie rod 4 is a metal tie bolt, and at least two parallel metal tie bolts are inserted through each set of support members 3; the support member 3 is a prefabricated member, and through holes matching the metal tie bolts are reserved during prefabrication.

[0066] Each set of support components 3 is fitted with at least two parallel metal tie bolts. The shared force from multiple bolts ensures uniform horizontal tension distribution and stable force transmission, avoiding the risk of shear failure or loosening caused by concentrated force on a single bolt. This ensures that the support components 3 on both sides move synchronously and smoothly towards the support beam 2 or wall during the pre-jacking process. The support components 3 are prefabricated in the factory. During the prefabrication stage, through holes matching the diameter of the metal tie bolts are precisely pre-drilled at the corresponding installation positions. The axis of the through holes is perpendicular to the side wall of the support beam 2 or wall, ensuring smooth bolt insertion and precise alignment. During on-site installation, the prefabricated support components 3 are symmetrically placed on both sides of the support beam 2 or wall, aligning the pre-drilled through holes. The metal tie bolts can then be quickly inserted and tightened, eliminating the need for on-site drilling, cutting, or secondary processing, effectively improving installation accuracy and construction efficiency.

[0067] On the other hand, this embodiment also provides an installation method for the above-mentioned floor slab 1 support structure, including the following steps: S1 Base treatment: Remove the local decorative surface layer at the bottom of the floor slab 1 corresponding to the installation position of the supporting component 3, and clean the side wall of the supporting beam 2 or the wall to be installed; S2 Alignment Installation: The support members 3 are symmetrically arranged on opposite sides of the support beam 2 or the wall, so that the pre-top drive structure 31 of the support member 3 faces the side wall of the support beam 2 / wall, and the support member 3 is aligned with the through hole on the support beam 2 / wall. S3 Through-hole connector: Insert the tie connector 4 into the aligned through hole; S4 Pre-tightening top support: Gradually tighten the tie rod 4 to apply horizontal tension force. The horizontal tension force is converted into vertical top support force through the pre-top drive structure 31, which drives the end of the support member 3 away from the support beam 2 / wall to tilt upward, so that the top support part 5 actively supports the bottom surface of the floor slab 1 and applies prestress, forming an additional force-bearing support at the bottom of the floor slab 1. S5 Sealing Protection: Fill the gap between the top of the support member 3 and the bottom of the floor slab 1, and seal the exposed metal parts of the tie rod connector 4 with rust prevention.

[0068] This installation method features clear procedures and simple construction, requiring only localized treatment rather than large-scale demolition, minimizing the impact on normal building use. It employs symmetrical alignment and step-by-step pre-tightening, ensuring controllable top support force and uniform structural stress, thus avoiding impact damage to the original floor slab 1. The entire process is prefabricated, eliminating complex wet work and curing delays, resulting in high installation efficiency and a short construction period. Combined with a closed protective process, it significantly enhances the durability and safety of the reinforcement system, making it suitable for rapid reinforcement of various existing floor slabs 1 in urban renewal, industrial building relocation, and other similar scenarios.

[0069] In the description herein, it should be understood that the terms "upper," "lower," "left," "right," and other orientations or positional relationships are used only for ease of description and simplification of operation, 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, and therefore should not be construed as a limitation of this application. Furthermore, the terms "first" and "second" are used merely for descriptive distinction and have no special meaning.

[0070] In the description of this specification, references to terms such as "an embodiment," "example," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, illustrative expressions of the above terms do not necessarily refer to the same embodiment or example.

[0071] Furthermore, it should be understood that although this specification describes embodiments, not every embodiment contains only one independent technical solution. This narrative style of the specification is merely for clarity. Those skilled in the art should consider the specification as a whole, and the technical solutions in each embodiment can also be appropriately combined to form other embodiments that can be understood by those skilled in the art.

[0072] The technical principles of this application have been described above with reference to specific embodiments. These descriptions are merely for explaining the principles of this application and should not be construed as limiting the scope of protection of this application in any way. Based on this explanation, those skilled in the art can readily conceive of other specific embodiments of this application without inventive effort, and these embodiments will all fall within the scope of protection of this application.

Claims

1. A floor slab support structure, comprising a floor slab (1) and support beams (2) or walls disposed around the perimeter of the floor slab (1), characterized in that, Supporting members (3) are symmetrically arranged on opposite sides of the supporting beam (2) or the wall. The supporting members (3) and the supporting beam (2) / wall are connected by tie rods (4). A pre-top driving structure (31) is provided on the side of the supporting member (3) facing the supporting beam (2) / wall. A top support part (5) for supporting the floor slab (1) is provided on the top of the supporting member (3). When the tie rod (4) is under tension, the pre-top driving structure (31) drives the end of the supporting member (3) away from the supporting beam (2) / wall to tilt upward, so that the top support part (5) actively supports the floor slab (1), thereby forming an additional force support at the bottom of the floor slab (1).

2. The floor slab support structure according to claim 1, characterized in that, The pre-top driving structure (31) is an inclined contact surface of the support member (3) facing the support beam (2) / wall. When the tie connector (4) is under tension, the support member (3) swings so that the inclined contact surface is close to the side wall of the support beam (2) / wall, driving the end of the support member (3) away from the support beam (2) / wall to tilt upward.

3. The floor slab support structure according to claim 2, characterized in that, The supporting member (3) is a reinforced concrete triangular force transmission block, and the inclined contact surface is the oblique cut surface of the triangular force transmission block close to the side of the supporting beam (2) / wall; the top support (5) is located at the top end area of ​​the triangular force transmission block away from the supporting beam (2) / wall.

4. The floor slab support structure according to claim 2, characterized in that, The supporting member (3) is an L-shaped angle steel support body, which includes a vertical plate (32) and a horizontal plate (33) that are perpendicular to each other. At least one stiffening rib (34) is fixedly connected to the inner corner of the vertical plate (32) and the horizontal plate (33). The inclined contact surface is the side of the vertical plate (32) facing away from the horizontal plate (33). During initial installation, the vertical plate (32) and the side wall of the supporting beam (2) / wall form an inclined angle.

5. The floor slab support structure according to claim 1, characterized in that, The top support (5) includes a glass fiber buffer plate with a thickness of 25-35mm. The glass fiber buffer plate is fixed to the top of the support member (3) and is used to flexibly contact the bottom surface of the floor slab (1) and uniformly transmit the top support force.

6. The floor slab support structure according to claim 1, characterized in that, The top support (5) includes multiple spaced elastic support steel bars, each elastic support steel bar including a welded section (51), an inclined elastic section (52) and a top support section (53) connected in sequence; the welded section (51) is fixed to the top of the support member (3), the inclined elastic section (52) extends upward at an inclination, and the top support section (53) is used to support the bottom surface of the floor slab (1).

7. The floor slab support structure according to claim 1, characterized in that, The gap between the top of the support member (3) and the bottom of the floor slab (1) is filled with a self-compacting cement mortar layer; the exposed part of the tie rod (4) is wrapped with a cement mortar anti-rust sealing layer.

8. The floor slab support structure according to claim 1, characterized in that, The supporting components (3) are arranged in multiple sets at intervals along the length of the supporting beam (2) / wall, and are symmetrically arranged on the four sides of the floor slab (1) supporting beam (2) / wall to form a multi-support force transmission system.

9. The floor slab support structure according to claim 1, characterized in that, The tie rod connector (4) is a metal tie bolt, and at least two parallel metal tie bolts are inserted into each set of support members (3); the support member (3) is a prefabricated member, and a through hole matching the metal tie bolt is reserved during prefabrication.

10. The installation method of the floor slab support structure as described in any one of claims 1-9, characterized in that, Includes the following steps: S1 Base treatment: Remove the local decorative surface layer at the installation position of the supporting component (3) at the bottom of the floor slab (1), and clean the side wall of the supporting beam (2) or the wall to be installed; S2 alignment installation: symmetrically arrange support members (3) on opposite sides of the support beam (2) or the wall, so that the pre-top drive structure (31) of the support member (3) faces the side wall of the support beam (2) / wall, and align the support member (3) with the through hole on the support beam (2) / wall; S3 Inserting the connecting piece: Insert the tie rod (4) into the aligned through hole; S4 pre-tightening top support: Gradually tighten the tie rod (4) to apply horizontal tension force, and convert the horizontal tension force into vertical top support force through the pre-top drive structure (31), driving the end of the support member (3) away from the support beam (2) / wall to tilt upward, so that the top support part (5) actively supports the bottom surface of the floor slab (1) and applies prestress, forming an additional force support at the bottom of the floor slab (1); S5 Enclosure Protection: Fill the gap between the top of the support member (3) and the bottom of the floor slab (1), and perform rust prevention and sealing treatment on the exposed metal parts of the tie rod connector (4).

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