Emergency reinforcement core blocks, individual units, and emergency sparse-density reinforcement methods for beam fractures.

Abstract

This invention relates to emergency reinforcement blocks, individual units, and emergency sparse-density reinforcement methods for beam fractures, belonging to the field of building structure technology. When beam components are subjected to heavy hanging loads or their function changes without design verification, there is a lack of quantitative emergency remedies for beam reinforcement. The invention utilizes a hollow steel box comprising a box body with multiple hollow holes for concrete pouring. The top of the hollow steel box has an arc-shaped notch, on which a recessed arc-shaped piece is integrally connected. The outer wall of the arc-shaped piece is an assembly wall. The top surface of the hollow steel box has two insertion ports, and multiple folded plates are inclinedly positioned between the front and rear folded-line notches. The emergency sparse-density reinforcement method in this invention involves a quantitative configuration process based on the width between two broken rebar ends and the fracture depth in the beam fracture area, specifying the number of emergency reinforcement units, the number of subsequent rebars, and their connection positions.

Description

Technical Field

[0001] This invention specifically relates to an emergency reinforcement core block, a single unit, and an emergency reinforcement method for beam fracture, belonging to the field of building structure technology. Background Technology

[0002] Concrete beams are common structural components in buildings, serving to bear the weight of the structure and transfer it to supporting structures. However, during use, the failure of concrete beams often leads to building collapse, causing significant losses. Therefore, a thorough analysis of the causes of concrete beam failure is crucial for building safety. The basic principle of a concrete beam is that it is composed of concrete and reinforcing steel. Concrete is a very strong material, but its tensile strength is relatively low, while reinforcing steel has very high tensile strength. The function of a concrete beam is that, under load, the concrete bears compressive stress, while the reinforcing steel bears tensile stress; the two work together to form the overall load-bearing capacity. The fracture of concrete beams is typically caused by the following factors:

[0003] 1. Excessive bending stress: During the use of a building, concrete beams will generate bending stress when subjected to loads. If the bending stress is too high, it will lead to the fracture of the concrete beam. This situation usually occurs when the concrete beam has a large span, heavy load, and small cross-sectional dimensions.

[0004] Second, excessive shear stress: In addition to bending stress, concrete beams also experience shear stress when under load. If this shear stress is too high, it can lead to the concrete beam's fracture. This typically occurs when the concrete beam has a small cross-sectional dimension and is subjected to a heavy load.

[0005] Third, poor concrete quality is a crucial factor affecting the performance of concrete beams. Poor concrete quality can lead to beam fracture. This typically occurs when the concrete mix design is flawed, curing is inadequate, or the concrete contains a large amount of impurities.

[0006] Fourth, steel reinforcement corrosion. Steel reinforcement is an important component of concrete beams. If the steel reinforcement corrodes, it can lead to the fracture of the concrete beam. This usually occurs when the concrete beam is improperly cured or has been used for an extended period of time.

[0007] When the cross-sectional dimensions, span, and load parameters of a concrete beam are improperly configured, excessive bending and shear stresses can induce concrete bending fracture. When large chandeliers, ventilation ducts, or other externally suspended objects are subsequently installed on a concrete beam, causing it to bear heavy suspended loads, or when its function changes without proper calculation and verification, excessive bending and shear stresses are likely to occur. Once a concrete beam fractures, there is a lack of corresponding rapid emergency response measures. Furthermore, when a building suffers accidental impacts or other unforeseen events leading to concrete spalling, partial loss of reinforcing steel, or inconsistent bending of remaining steel bars, emergency repair is difficult. The damaged structure urgently requires safety treatment, but there is a lack of quantitative and appropriate emergency repair methods for beam reinforcement. Summary of the Invention

[0008] To overcome the shortcomings of existing technologies, an emergency reinforcement core block, single unit, and emergency sparse-density reinforcement method for beam fracture is provided.

[0009] An emergency reinforcement core block for beam fracture includes a hollow steel box. The hollow steel box comprises a box body with multiple perforations machined on it for concrete pouring. The top of the hollow steel box has an arc-shaped notch, on which a recessed arc-shaped piece is integrally connected. The outer wall of the arc-shaped piece serves as an assembly wall. Two insertion ports are machined on the top surface of the hollow steel box, located on either side of the arc-shaped notch. The side walls of the hollow steel box each have openings that communicate with these insertion ports. The hollow steel box contains a front zigzag notch and a rear zigzag notch, and is equipped with multiple zigzag plates that correspond one-to-one with the insertion slots. The multiple zigzag plates are inclined between the front zigzag notch and the rear zigzag notch. Multiple insertion channels are formed between one side wall of the multiple zigzag plates, the insertion slots, the front zigzag notch, the rear zigzag notch, and the inner wall of the arc-shaped plate. The multiple zigzag plates are formed by alternating connections of multiple first vertical plates and multiple first horizontal plates, and the shape of the inner wall of the arc-shaped plate is set to match the shape of the multiple zigzag plates.

[0010] An emergency reinforcement unit for beam fracture, comprising an emergency reinforcement core block as described in specific embodiments one, two, three, four, or five, characterized in that: it includes a U-shaped support, an emergency reinforcement core block, and multiple post-reinforcement bars; the U-shaped support is disposed within the fracture site of the beam; the emergency reinforcement core block is disposed within the U-shaped support; multiple post-reinforcement bars are detachably connected within the emergency reinforcement core block; the end of each post-reinforcement bar is a connecting end; and the connecting end of each post-reinforcement bar is connected to each broken end of a reinforcement bar at the fracture site of the beam that is adjacent to it.

[0011] The U-shaped support includes a bottom steel plate and two vertical steel plates. Both the bottom steel plate and the two vertical steel plates are long strips. The bottom steel plate is integrally connected to a vertical steel plate at both ends.

[0012] Each post-reinforcement bar includes a main reinforcement bar, a connecting clip, and multiple counterweight sleeves. The connecting clip is fixedly fitted on the main reinforcement bar. The main reinforcement bar passes through multiple insertion channels and / or straight notches via the connecting clip. Multiple counterweight sleeves are fitted at each end of the main reinforcement bar.

[0013] The emergency reinforcement method for beam fractures, implemented according to specific embodiments six, seven, nine, ten, eleven, twelve, thirteen, fourteen, fifteen, sixteen, seventeen, or eighteen, involves assembling and reinforcing the beam by selecting an appropriate number of emergency reinforcement units based on the width and length of the fracture location and the degree of damage to each reinforcing bar. The emergency reinforcement method includes the following steps:

[0014] Pre-treatment cleaning: Clean up the concrete debris at the fracture site of the beam, clean up the concrete debris caused by the fracture and the concrete debris caused by chiseling irregular concrete, until the exposed length of each steel bar break in the fracture site of the beam is at least 15cm, so that the fracture site of the beam forms a regular wound.

[0015] Inventory and Classification: Count the number of broken steel bars, classify the types of broken steel bars, analyze the cause of the original beam fracture. The process of classifying the types of broken steel bars is to divide multiple post-installed steel bars into clustered steel bar groups, straight steel bar groups, and irregularly shaped single steel bars according to the degree of bending and density of the steel bars. Clustered steel bar groups are steel bar groups formed by at least three steel bar breaks with a bending length accounting for two-thirds of the exposed length. Clustered steel bar groups are connected to emergency reinforcement core blocks with extension columns or emergency reinforcement core blocks with counterweight sleeves. Straight steel bar groups are steel bar groups formed by at least three steel bar breaks with a straight length accounting for two-thirds of the exposed length. Irregularly shaped single steel bars are steel bar breaks with a different sway angle than other adjacent steel bar breaks or single straight bars.

[0016] After determining the location and number of the clustered steel bars, straight steel bars, and irregularly shaped single steel bars, cut the steel bars in the clustered steel bars where the angle between the bending angle and the initial direction is greater than 100 degrees, ensuring that at least 10 cm of the cut length is exposed.

[0017] Measurement: Measure the final length and width of the fractured parts of the beam after cleaning, sorting, and cutting.

[0018] Matching Connection: The process of matching the structural form and number of emergency reinforcement units according to the length and width of the fracture section of the beam, as well as the number of clustered reinforcement groups, straight reinforcement groups, and irregularly shaped individual reinforcement units.

[0019] The number of emergency reinforcement units is determined based on the length of the fractured part of the beam, ensuring that the length of the fractured part is 5 to 10 centimeters less than the total width of the multiple emergency reinforcement units.

[0020] For clustered steel bars, emergency reinforcement core blocks with extended supports and / or emergency reinforcement core blocks with counterweight sleeves are matched and connected to ensure that the total number of clustered steel bars, straight steel bars and irregular single steel bars matches the number of post-reinforced steel bars. For steel bar ends with larger diameters and lengths, 1 to 3 post-reinforced steel bars are matched and wrapped around them, and each steel bar end is fixedly connected to its adjacent post-reinforced steel bar.

[0021] Formwork erection and pouring: Pouring is carried out on multiple emergency reinforcement units after installation, realizing the pouring process after the steel bars are connected.

[0022] The beneficial effects of this invention are as follows:

[0023] I. This invention is used for emergency reinforcement of beams in completed buildings when they fracture. It is applicable to rapid emergency reinforcement of beams damaged for various reasons, allowing for on-site assembly and reinforcement before structural modeling and calculation. This ensures the continued use of building beams while maintaining safety, and improves the building's self-maintenance response to sudden damage. The emergency reinforcement core block in this invention has multiple perforated holes machined into its body for concrete pouring. These holes provide space for subsequent concrete pouring, ensuring a rapid and stable bond between the emergency reinforcement core block and the fractured part of the beam.

[0024] II. The emergency reinforcement unit in this invention, through the interaction of a U-shaped support, an emergency reinforcement core block, and multiple post-installed reinforcing bars, can achieve corresponding emergency reinforcement and repair of beam fracture sites under different conditions. Emergency treatment is rapid and a stable reinforcement process can be achieved. Even when the reinforcement process is carried out in real time on-site, the compressive and tensile structural performance of the reinforced part is superior to that of the original beam, meeting specifications and construction requirements, ensuring the building's safety and continuous stability, and enhancing the high-strength, weather-resistant, and sustainable service performance of the reinforced building.

[0025] Third, the emergency reinforcement method of this invention can assemble and configure one-to-one or one-to-many emergency reinforcement structures on-site according to the actual fracture situation of the original beam. These structures are then applied to the fracture points of the original beam to repair its internal structure. The adaptation process is fast, and the pouring effect is more uniform. This enables rapid assembly and subsequent steel-concrete reinforcement, ensuring that the assembly reinforcement method can cope with different degrees of damage and varying numbers of bent rebars caused by different external factors. It can repair various types of damage to the top, sides, middle, or bottom rebars within the original beam, including inconsistent degrees of damage or irregular locations. This provides a comprehensive and rapid response method for emergency reinforcement, enhancing the structural resilience and repair capabilities in the face of sudden damage. It also provides a reasonable and safe configuration method for rapid response to emergency needs in buildings. Attached Figure Description

[0026] Figure 1 This is a schematic diagram of the first main view of the existing beam structure when a fracture occurs.

[0027] Figure 2 This is a second main view structural diagram when a fracture occurs in an existing beam.

[0028] Figure 3 A three-dimensional structural diagram illustrating the connection relationship between the emergency reinforcement core block and multiple post-installed reinforcing bars;

[0029] Figure 4 A three-dimensional structural diagram showing multiple emergency reinforcement core blocks in an assembled state;

[0030] Figure 5 A three-dimensional structural diagram of the emergency reinforcement core block;

[0031] Figure 6 A schematic diagram of the main structure of the emergency reinforcement core block;

[0032] Figure 7 A top view of the U-shaped support structure;

[0033] Figure 8 This is a schematic diagram of the main structure of the emergency reinforcement unit, showing three emergency reinforcement core blocks assembled inside a U-shaped support component.

[0034] Figure 9 This is a three-dimensional structural diagram of an emergency reinforcement unit. The emergency reinforcement core block in the diagram is a double-fixed structure.

[0035] Figure 10 This is a three-dimensional structural diagram of an emergency reinforcement unit. The emergency reinforcement core block in the diagram is a two-degree-of-freedom structure. The arrows in the diagram indicate the direction of movement of the emergency reinforcement core block.

[0036] Figure 11 To extend the three-dimensional structural diagram of the support column, several post-installed reinforcing bars have been removed from the diagram;

[0037] Figure 12 A top view of the structure of the emergency reinforcement unit;

[0038] Figure 13 This is a schematic diagram of the process of assembling an emergency reinforcement unit with a U-shaped support to form an emergency reinforcement assembly. The post-installed reinforcing bars are not shown in the diagram. The left-pointing arrow in the diagram indicates the insertion direction of the base plate.

[0039] Figure 14 This is a three-dimensional structural diagram of an emergency reinforcement core block. The diagram shows the emergency reinforcement core block in the shape of a vertical flat piece with multiple post-reinforced steel bars on one side.

[0040] Figure 15 This is a three-dimensional structural diagram of an emergency reinforcement core block, showing the emergency reinforcement core block as a vertical flat piece with multiple post-reinforced steel bars on both sides;

[0041] Figure 16 A schematic diagram of the three-dimensional structure after multiple emergency reinforcement core blocks are spliced ​​together;

[0042] Figure 17 This is a schematic diagram of the first three-dimensional structure of a cross-shaped emergency reinforcement core block. The emergency reinforcement core block in the diagram is a cross-shaped emergency reinforcement core block.

[0043] Figure 18 This is a schematic diagram of the second three-dimensional structure of the cross-shaped emergency reinforcement core block. The emergency reinforcement core block in the figure is a cross-shaped emergency reinforcement core block.

[0044] Figure 19 A three-dimensional structural diagram showing the connection between a cross-shaped emergency reinforcement core block and a hollowed-out U-shaped support component. The emergency reinforcement core block in the diagram is a hollowed-out cross-shaped emergency reinforcement core block.

[0045] Figure 20 This is a three-dimensional structural diagram of the post-reinforced steel bars;

[0046] Figure 21 A schematic diagram of the front cross-sectional structure of multiple counterweight sleeves in the first structural form;

[0047] Figure 22 A schematic diagram of the front cross-sectional structure of multiple counterweight sleeves in the second structural form;

[0048] Figure 23 A schematic diagram of another main view structure showing multiple counterweight sleeves in a second structural form;

[0049] Figure 24 This is a schematic diagram of a longitudinal cross-sectional structure of a reinforcement method;

[0050] Figure 25 A schematic diagram of a longitudinal cross-section structure for another type of reinforcement;

[0051] Figure 26 A diagram showing the service status of an emergency reinforcement unit in conjunction with the fractured part of the beam, which is an integrated structural form.

[0052] Figure 27 This is a diagram showing the usage status of an emergency reinforcement unit in conjunction with the fractured part of the beam, representing a modular assembly structure.

[0053] In the diagram: 1-U-shaped support; 1-1-Bottom steel plate; 1-2-Vertical steel plate; 2-Emergency reinforcement core block; 3-Post-installed reinforcing bar; 3-1-Main reinforcement; 3-2-Connecting clip; 3-3-Counterweight sleeve; 4-Extension support; 4-1-Cylinder; 4-2-Hemispherical end block; 5-Second insertion part; 6-Bottom plate; 7-Straight strip notch; 7-1-Longitudinal straight strip notch; 8-Hollowed steel box; 8-1-Arc-shaped strip notch; 8-2-Arc-shaped piece; 8-3-Insertion; 8-4-Front zigzag notch; 8-5-Rear zigzag notch ; 9-Multi-position folding plate; 9-1-First vertical plate; 9-2-First horizontal plate; 10-Emergency reinforcement unit; 11-Spherical hinge seat; 12-Vertical flat plate; 13-Long strip component block; 15-Flexible control strip; 18-Sliding part; 19-First insertion part; 20-Cross-shaped block; 20-1 Hollow wall; 20-2 Hollow insertion hole; 20-3 Inner cavity; 40-Original beam; 50-Broken part of beam; 50-1-Rebar break; 50-2-Crack; 80-Hollow hole; 82-Assembly wall; 91-Multi-position insertion channel. Detailed Implementation

[0054] The following specific examples illustrate the implementation of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments, and various details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention.

[0055] Specific implementation method one: Combining Figures 1 to 27This embodiment describes a basic structural form of the emergency reinforcement core block 2 as a self-hollowed block. While supporting other components, it also has a multi-position hollowed-out structure. The hollow interior and multi-position interconnected structure ensures that concrete or other high-strength pouring adhesive can quickly enter, achieving rapid fusion of steel and concrete. This avoids the occurrence of excessively large single solid materials in some areas, which can easily lead to secondary fractures after reinforcement, thus improving the quality of emergency reinforcement. The emergency reinforcement core block includes a hollowed-out steel box 8, which includes a box body, specifically a rectangular box body. The box body is processed with multiple hollowed-out holes 80 for concrete pouring. The hollowed-out holes 80 have various structural forms, such as L-shaped holes, T-shaped holes, grid-shaped holes, or other regular or irregular holes. The top of the hollowed-out steel box 8 is processed with an arc-shaped strip notch 8-1. A concave arc-shaped piece 8-2 is provided on the arc-shaped strip notch 8-1, which is integrally connected with the hollowed-out steel box 8. The outer wall of the arc-shaped piece 8-2 is an assembly wall 82.

[0056] In this embodiment, the top surface of the hollow steel box 8 is machined with two insertion slots 8-3, which are respectively located on both sides of the arc-shaped strip notch 8-1. The two side walls of the hollow steel box 8 are respectively machined with a front zigzag notch 8-4 and a rear zigzag notch 8-5 that communicate with the insertion slots 8-3. Inside the hollow steel box 8, there are multiple folding plates 9 that correspond one-to-one with the insertion slots 8-3. The multiple folding plates 9 are inclinedly positioned between the front zigzag notch 8-4 and the rear zigzag notch 8-5. A multiple insertion channel 91 is formed by enclosing one side wall of the multiple folding plate 9, the insertion slots 8-3, the front zigzag notch 8-4, the rear zigzag notch 8-5, and the inner wall of the arc-shaped piece 8-2. The connecting channel 91 is formed by alternating vertical and horizontal gaps. The width of the vertical gaps is smaller than that of the horizontal gaps. The gaps are formed by alternating connections of multiple vertical plates 9-1 and multiple horizontal plates 9-2. The inner wall shape of the arc-shaped piece 8-2 is matched with the shape of the multiple vertical plates 9, thereby providing multiple insertion positions for the rear reinforcing bars 3. There are multiple insertion methods, and they can be inserted one by one to the corresponding positions. They can be placed from top to bottom. During the placement process, it is beneficial for the relatively smaller diameter of the rear reinforcing bars 3 to pass through the vertical gaps, and then the relatively larger diameter of the rear reinforcing bars 3 to stay at the corresponding horizontal gap.

[0057] Furthermore, the multi-position folding plate 9 can also be machined with multiple holes in the thickness direction, which can be used to support the rear reinforcing bar 3 while ensuring that the concrete slurry flowing on the multi-position folding plate 9 can flow into the hollow steel box 8.

[0058] Specific Implementation Method Two: This implementation method is a further limitation of Specific Implementation Method One. The emergency reinforcement core block 2 can be used individually or in multiples. The bottom of the hollow steel box 8 is machined with a sliding part 18, which is intended to allow for slight movement within the horizontal position of the U-shaped support 1 when used individually, ensuring that the location of the hollow steel box 8 is in a densely reinforced area, thereby achieving dense reinforcement.

[0059] Furthermore, the two ends of the hollow steel box 8 are respectively machined with a first insertion part 19, which corresponds to a slot and a protrusion, respectively. That is, the two ends of the hollow steel box 8 are respectively machined with slots and protrusions, which are used for splicing between multiple emergency reinforcement core blocks 2 and splicing between emergency reinforcement core blocks 2 and the U-shaped support 1.

[0060] Specific Implementation Method 3: This implementation method is a further limitation of Specific Implementation Method 1 or 2. An extension column 4 is provided on the assembly wall 82. The extension column 4 is a solid or hollow column. Its long strip shape can effectively extend the horizontal depth of the dense reinforcement, achieve the effect of local horizontal depth reinforcement, and facilitate the corresponding treatment of different shapes and different damaged steel bars. It is especially suitable for the form of steel bar residue with a local middle depression and a raised perimeter in the horizontal steel bar missing in the beam fracture part 50. In this case, the extension column 4 with multiple rear steel bars 3 can be directly configured for local reinforcement.

[0061] Furthermore, the number of extension supports 4 used is one or more, adapted according to the number of residual steel bars in the fractured part 50 of the beam where the transverse steel bars are missing, resulting in a localized depression in the middle and a protrusion around the edges. The bottom of each extension support 4 is connected to the assembly wall 82 by either a fixed connection or a hinged connection. Figure 11 As shown, fixed connections offer limited flexibility during reinforcement, but ensure stable strength. (Combined with...) Figure 10 and Figure 13 As shown, in the case of a hinged connection, fine adjustments can be made to achieve yaw or pitch movements. Specifically, a spherical hinge seat 11 is provided on the assembly wall 82, and existing spherical hinge components can be used. A spherical blind hole is machined on the outer wall of the extension column 4, and the spherical blind hole is hinged to the spherical hinge seat 11. The rear-mounted reinforcing bar 3 and the reinforcing bar cut-off 50-1 arranged on the extension column 4 are suitable for one-to-one or one-to-many circumferential reinforcement processes.

[0062] Furthermore, the two sides of the assembly wall 82 are respectively machined with side recesses. The side recesses are long strips that are recessed downward along the side of the assembly wall 82, so that the wall surface of the assembly wall 82 is a curved surface with a convex center and concave sides. The spherical hinge seat 11 is located in the convex center part. With the cooperation of the side recesses, the assembly wall 82 can enable the extension column 4 to have a larger range of pitch adjustment space.

[0063] Specific implementation method four: Combination Figure 9As shown, when the emergency reinforcement core block 2 is replaced with a square steel plate, the square steel plate is a different structural form of the emergency reinforcement core block 2. The square steel plate is set vertically, and its two ends are the disassembly ends. The top surface of the emergency reinforcement core block 2 is processed with at least one straight strip-shaped notch 7 along its height direction. Multiple of the aforementioned post-reinforced steel bars 3 are arranged in one straight strip-shaped notch 7. The square steel plate is a solid plate or a hollow plate, used to configure the post-reinforced steel bars 3 in a straight structural form, suitable for one-to-one reinforcement, that is, each post-reinforced steel bar 3 corresponds to one steel bar cut-off 50-1.

[0064] Specific Implementation Method Five: This implementation method is a further limitation of Specific Implementation Method Four. This invention is applicable to the reinforcement process of multiple broken steel bars 50-1 in a fractured beam within a confined space, with a small number or dense concentration of such bars. The arrangement of post-reinforced steel bars on the square steel plate can be achieved through various combinations, specifically:

[0065] Combination Figure 14 As shown, one configuration involves a square steel plate as a vertical flat plate 12, which is a narrow steel plate. Multiple rear-mounted reinforcing bars 3 are arranged on one side of the vertical flat plate 12, divided into two groups, each group facing one end of the square steel plate. The square steel plate can be used as an independent side part of a U-shaped support 1, or as a narrow vertical inner core, suitable for repairing damage in narrow longitudinal sections of the original beam 40. The thickness of the square steel plate in this configuration does not exceed 1 cm.

[0066] Combination Figure 15 As shown, another structural configuration uses a square steel plate as a vertical flat plate 12. This vertical flat plate 12 is a thick steel plate used as the inner core. Multiple post-reinforced steel bars 3 are installed on both sides of the square steel plate. These post-reinforced steel bars 3 on each side are divided into two groups, each group facing one end of the square steel plate, achieving a multi-joint reinforcement method at four locations on both sides. This square steel plate serves as a vertical, narrow inner core and is suitable for repairing situations where there are multiple densely packed steel bar breaks 50-1 in narrow longitudinal positions within the original beam 40. The thickness of the square steel plate in this configuration is between 2 and 3 centimeters.

[0067] Combination Figure 16As shown, the third configuration structure is a square steel plate composite steel plate. The third configuration structure includes multiple long strip components 13, which are arranged sequentially from top to bottom. The two adjacent long strip components 13 are detachably connected. Each long strip component 13 has two post-reinforced bars 3 on both sides. The two post-reinforced bars 3 on each side are respectively set towards the two ends of the long strip component 13, forming a four-legged structure reinforcement unit. The advantage of the composite steel plate is that it can be specifically configured according to the reinforcement height of the specific narrow area and the number of steel bar ends 50-1 to be reinforced, so as to achieve accurate adaptation of the position and number of steel bar ends 50-1 in a limited narrow space.

[0068] Furthermore, each elongated component 13 has a number of first recesses or first protrusions on its top surface, and a number of second protrusions that cooperate with the number of first recesses on its bottom surface, or a number of second recesses that cooperate with the number of first protrusions on its bottom surface.

[0069] Specific Implementation Method Six: Combination Figures 1 to 27 As shown, the emergency reinforcement unit 10 in this embodiment includes a U-shaped support 1, an emergency reinforcement core block 2, and multiple post-reinforcement bars 3. The U-shaped support 1 is installed within the fractured portion 50 of the beam, and the emergency reinforcement core block 2 is installed inside the U-shaped support 1. Multiple post-reinforcement bars 3 are detachably connected to the emergency reinforcement core block 2. The end of each post-reinforcement bar 3 is a connecting end, and the connecting end of each post-reinforcement bar 3 is connected to each steel bar break 50-1 of the fractured portion 50 of the beam that is close to it. The U-shaped support 1 is a three-way enclosed support component, which supports the two sides and the bottom of the original beam 40 respectively.

[0070] Combination Figure 7 , 12 As shown in Figure 19, the U-shaped support 1 can be an integral flat frame or an integral square wide frame. The sides of the square wide frame can be solid panels or perforated panels. The appropriate option can be selected according to the different repair locations and repair conditions. When multiple integral flat frames are combined and spliced ​​together, they can also form a spliced ​​square wide frame.

[0071] When the emergency reinforcement core block 2 is a hollow block, the bottom of its hollow steel box 8 is machined with a sliding part 18, specifically a slider integrally connected to the bottom of the hollow steel box 8. The purpose is to allow for slight movement in the horizontal position within the U-shaped support 1 when used individually. The top surface of the bottom steel plate 1-1 in the U-shaped support 1 is machined with a groove that cooperates with the slider. The groove is preferably a groove that is narrow on the outside and wide on the inside, ensuring that the location of the hollow steel box 8 is in a densely reinforced area, thereby achieving dense reinforcement.

[0072] Furthermore, the two ends of the hollow steel box 8 are respectively machined with first insertion parts 19, which correspond to slots and protrusions respectively. That is, the two ends of the hollow steel box 8 are respectively machined with slots and protrusions, which are used for splicing multiple emergency reinforcement core blocks 2 and splicing emergency reinforcement core blocks 2 with the U-shaped support 1. Figure 7 As shown, the inner walls of the two vertical steel plates 1-2 in the U-shaped support member 1 are respectively machined with vertical slots and vertical protrusions that mate with the first insertion part 19. The vertical slots are configured to mate with the protrusions of the hollow steel box 8, so as to realize the stable insertion process between one side of the U-shaped support member 1 and an adjacent emergency reinforcement core block 2. The vertical protrusions are configured to mate with the protrusions of the hollow steel box 8, so as to realize the stable insertion process between the other side of the U-shaped support member 1 and an adjacent emergency reinforcement core block 2. Each insertion position corresponds and has the same size, so as to realize the process of configuring one, two or three emergency reinforcement core blocks 2 in one U-shaped support member 1. When three emergency reinforcement core blocks 2 are configured in one U-shaped support member 1, the three emergency reinforcement core blocks 2 are inserted in sequence to form a large core block. The two ends of the large core block are respectively inserted into the inner walls of the two sides of the U-shaped support member 1, so as to realize the assembly process of multiple emergency reinforcement core blocks 2.

[0073] There are two structural forms for the post-installed reinforcing bars 3, combined with Figure 3 , Figure 4 and Figure 9 and Figure 20 As shown, one structural form of the post-installed reinforcing bar 3 is a two-end joint type, including a main reinforcing bar 3-1, connecting blocks 3-2, and multiple counterweight sleeves 3-3. Connecting blocks 3-2 are fixedly fitted onto the main reinforcing bar 3-1, and are fitted into the middle or other positions of the main reinforcing bar 3-1. The fixing method between the connecting blocks 3-2 and the main reinforcing bar 3-1 can be a fixed fitting or a sliding fitting relationship. The distances from the connecting blocks 3-2 to both ends of the main reinforcing bar 3-1 can be the same or different. This structural form of the post-installed reinforcing bar 3 is suitable for use when it is in a detachable relationship with other components.

[0074] Combination Figure 10 , Figure 11 , Figure 12 , Figure 14 , Figure 15 , Figure 16 , Figure 17 and Figure 18As shown, another structural form of the post-installed reinforcing bar 3 is a one-end joint type, including a main reinforcing bar 3-1 and multiple counterweight sleeves 3-3. One end of the main reinforcing bar 3-1 is a fixed end that is fixedly connected to the emergency reinforcement core block 2 nearby, and the other end of the main reinforcing bar 3-1 is a joint end fitted with multiple counterweight sleeves 3-3. This structural form of the post-installed reinforcing bar 3 is suitable for use when it is in a fixed connection relationship with other components, specifically for extension columns 4, cross-shaped blocks 20, or other components.

[0075] Both types of post-reinforced steel bars can be used simultaneously, or one can be chosen according to specific reinforcement requirements.

[0076] Furthermore, when the post-reinforced steel bar 3 is a two-end joint type, there are several ways to insert it. One method is to insert the main reinforcement 3-1 through the connecting clip 3-2 into the multi-position insertion channel 91. Another method is to insert the main reinforcement 3-1 through the connecting clip 3-2 into the straight strip-shaped notch 7. A third method is to insert the main reinforcement 3-1 through the connecting clip 3-2 into both the multi-position insertion channel 91 and the straight strip-shaped notch 7. Each end of the main reinforcement 3-1 is fitted with multiple counterweight sleeves 3-3. During the configuration of the post-reinforced steel bar 3, the part of the post-reinforced steel bar 3 with a relatively smaller diameter is where the main reinforcement 3-1 is located, passing through the vertical gap through the main reinforcement 3-1. The part of the post-reinforced steel bar 3 with a relatively larger diameter is where the connecting clip 3-2 is located, stopping at the corresponding horizontal gap through the connecting clip 3-2.

[0077] Among them, the main reinforcement 3-1 is the existing steel reinforcement, which can be configured into different specifications according to the steel reinforcement type configured in the beam in the structural design. The connecting block 3-2 is used to cooperate with the main reinforcement 3-1 to provide a connection position for connecting with the emergency reinforcement core block 2 or other connecting components. The connection method between the connecting block 3-2 and the main reinforcement 3-1 can ensure that both ends of the main reinforcement 3-1 have sufficient exposed length, which is convenient for connecting with multiple steel reinforcement ends 50-1 at the fracture part 50 of the beam. At the same time, the connecting block 3-2 can also be hinged to the straight notch 7 to realize the small posture adjustment process of the connecting block 3-2 at the straight notch 7, which allows for pitching and swinging left and right. This provides a multi-post adjustment method for the root of the main reinforcement 3-1.

[0078] The connecting block 3-2 can be fixedly or slidably installed in the middle of the main reinforcement 3-1 or at one end of the main reinforcement 3-1. The installation position of the connecting block 3-2 is adjusted according to the length of the multiple steel bar ends 50-1 at both ends of the regular wound in the fracture part 50 of the beam, so that the length of the steel bar ends 50-1 at both ends of the main reinforcement 3-1 is the same or different. This makes the length of the multiple rear steel bars 3 in the emergency reinforcement unit 10 facing the wound end regular and neat or irregular, depending on the degree of damage and angle tendency of the multiple steel bar ends 50-1 in the fracture part 50 of the beam.

[0079] In this embodiment, the counterweight sleeves 3-3 are fitted onto the ends of the main reinforcement 3-1, with 3-6 sleeves in total. The purpose of the counterweight sleeves 3-3 is to adjust the weight at the ends of the main reinforcement 3-1. At the same time, it can also achieve a rapid and stable emergency connection process with multiple broken steel bars 50-1 at the fracture point 50 of the beam. This allows the main reinforcement 3-1 and the broken steel bars 50-1 to achieve a connection process with equal or slightly different diameters in a one-to-one or one-to-many connection state. It also facilitates the subsequent pouring and filling of concrete by providing space in multiple positions and directions. With the cooperation of the connecting clips 3-2 and multiple counterweight sleeves 3-3, the main reinforcement 3-1 can achieve a secondary emergency connection for the broken steel bars 50-1 with different bending angles by fine-tuning the angle. This adapts to the scattered and disordered multiple positions and postures of the broken steel bars 50-1 in a bent state, and can also reduce and minimize the damage to the steel bar performance caused by straightening and adjusting the broken steel bars 50-1.

[0080] When the emergency reinforcement core block 2 is a square steel plate, its length direction is the same as that of the bottom steel plate 1-1. The emergency reinforcement core block 2 has at least one straight notch 7 along its height direction, and multiple rear-mounted reinforcing bars 3 are installed within each notch 7. Multiple rear-mounted reinforcing bars 3 are respectively installed at both ends of the extension column 4. The emergency reinforcement core block 2 is fixedly connected to or slidably fitted with the bottom steel plate 1-1.

[0081] The number of counterweight sleeves 3-3 installed at the end of the rear reinforcing bar 3 is adjustable. The end of the rear reinforcing bar 3 can be threadedly connected to multiple counterweight sleeves 3-3. The end of the rear reinforcing bar 3 is machined with external threads, and the inner wall of the counterweight sleeve 3-3 is machined with internal threads. The structures and connection relationships not mentioned in this embodiment are the same as those in specific embodiments one, two, three, four or five.

[0082] Specific Implementation Method Seven: This implementation method is a further limitation of Specific Implementation Method Six. The top two sides of the U-shaped support member 1 are connected to the original beam 40 by multiple through-bolts. The multiple through-bolts are existing connecting bolts or other connecting bolts.

[0083] Specific implementation method eight: Combination Figures 1 to 27As shown, the emergency reinforcement method in this embodiment involves selecting a suitable number of emergency reinforcement units 10 for assembly and reinforcement based on the width, length, and penetration degree of each broken rebar at the fracture site 50 of the beam. This includes cleaning concrete fragments at the fracture site 50, classifying the type and quantity of broken rebars 50-1, excavating irregular concrete at the fracture site 50, and cleaning up concrete fragments caused by the fracture and the excavation, until the exposed length of each broken rebar 50-1 at the fracture site 50 is at least [amount missing]. The process of classifying the types of steel bar breaks 50-1 is as follows: based on the degree of bending and the density of the steel bars, multiple post-installed steel bars 3 are divided into clustered steel bar groups, straight steel bar groups, and irregularly shaped single steel bars. Among them, clustered steel bar groups are steel bar breaks 50-1 formed by at least three steel bar breaks 50-1 with bending length accounting for two-thirds of the exposed length that are close to each other. Straight steel bar groups are steel bar breaks 50-1 formed by at least three steel bar breaks 50-1 with straight length accounting for two-thirds of the total length. Irregularly shaped single steel bars are steel bar breaks with different sway angles from other adjacent steel bar breaks 50-1.

[0084] After determining the location and number of the clustered steel bars, straight steel bars, and irregularly shaped single steel bars, cut the steel bars 50-1 in the clustered steel bars where the angle between the bending angle and its own initial direction is greater than 100 degrees, ensuring that at least 10 cm of the cut length is exposed.

[0085] Measurement: Measure the final length and width of the fractured section of the beam after cleaning, sorting, and cutting.

[0086] Matching Connection: The process of matching the structural form and number of emergency reinforcement units 10 according to the length and width of the fracture section 50 of the beam, as well as the number of clustered reinforcement groups, straight reinforcement groups, and irregularly shaped individual reinforcement units:

[0087] The number of emergency reinforcement units 10 is determined based on the length of the fractured part 50 of the beam, ensuring that the length of the fractured part 50 of the beam is less than the total width of the multiple emergency reinforcement units 10 by 5 to 10 centimeters.

[0088] For clustered rebar groups, emergency reinforcement core blocks 2 with spherical hinge seats 11 or emergency reinforcement core blocks 2 with flexible positioning bands 15 are matched and connected accordingly. When the diameter of the post-reinforced rebar 3 is different from that of the rebar break 50-1, the post-reinforced rebar 3 is connected to the rebar break 50-1 using emergency reinforcement core blocks 2 with flexible positioning bands 15. When there are a large number of rebar breaks 50-1, emergency reinforcement core blocks 2 with spherical hinge seats 11 are matched accordingly. Ensure that the total number of clustered rebar groups, straight rebar groups and irregular single rebars matches the number of post-reinforced rebars 3. For rebar breaks 50-1 with larger diameters, 1 to 3 post-reinforced rebars 3 are matched to wrap around them, and each rebar break 50-1 is fixedly connected to its adjacent post-reinforced rebar 3.

[0089] Formwork erection and pouring: Pouring is carried out on multiple emergency reinforcement units 10 after installation to realize the pouring process after the steel bars are connected.

[0090] This invention can address several typical damage types. Based on the density, number, location, and degree of damage of the broken rebars (50-1), the reinforcement and repair principle for the top rebar damage in the original beam (40) is as follows:

[0091] The top reinforcement bars in the original beam 40 are counted, and the number of broken reinforcement bars 50-1 and the number of clustered reinforcement bars formed by three broken reinforcement bars 50-1 adhering to each other are counted. It is ensured that each clustered reinforcement bar is equipped with an emergency reinforcement core block 2 with an extension column 4. After determining the number of emergency reinforcement core blocks 2 with extension columns 4, the determined number of emergency reinforcement core blocks 2 with extension columns 4 are assembled with the U-shaped support 1 and inserted into the fracture part 50 of the beam. The post-reinforcement bars 3 on the extension column 4 are welded to the clustered reinforcement bars one by one, or two or three post-reinforcement bars 3 on the extension column 4 are connected to one of the broken reinforcement bars 50-1 in the clustered reinforcement bars to achieve a wrap-around clamping connection process. Then, the formwork is erected and concrete is poured or injected. The concrete adhesive, which is composed of epoxy resin and hardener and has high strength and water resistance, is injected into the emergency reinforcement core block 2 and simultaneously fills the entire emergency reinforcement unit 10.

[0092] The principle of this invention for reinforcing and repairing the damaged reinforcing bars on both sides of the original beam 40 is as follows:

[0093] Based on the thickness of the damaged reinforcing bars on both sides of the original beam 40, vertical flat plates 12 are configured to ensure that each side of the U-shaped support 1 is equipped with at least one vertical flat plate 12. Multiple post-installed reinforcing bars 3 on each side of the square steel plate are connected bidirectionally along the length of the original beam 40 to their respective corresponding reinforcing bar ends 50-1. This is suitable for repairing the initial reinforcing bar damage that only occurs in the narrow area on both sides of the original beam 40. Then, formwork is erected and concrete is poured or injected. The concrete adhesive, composed of epoxy resin and hardener, has high strength and water resistance. The injection grout enters the emergency reinforcement core block 2 and simultaneously fills the entire emergency reinforcement unit 10.

[0094] The principle of this invention for reinforcing and repairing the damaged steel bars in the middle of the original beam is as follows:

[0095] The steel reinforcement in the middle of the original beam 40 was counted, and the number of steel bar breaks 50-1 was counted. When three steel bar breaks 50-1 were found to be close together, forming a cluster of steel bars, the number of emergency reinforcement core blocks 2 with extension supports 4 was determined to correspond to this number. This ensured that each cluster of steel bars was equipped with one emergency reinforcement core block 2 with an extension support 4. Figure 9 As shown, the loosely arranged steel bar ends 50-1 are corresponding to square plates. The square plates have multiple straight-bar structured post-reinforced steel bars 3. The determined number of emergency reinforcement core blocks 2 with extension columns 4 and / or square plates with multiple straight-bar structured post-reinforced steel bars 3 are assembled with the U-shaped support 1. After assembly, they are inserted into the fracture part 50 of the beam. The post-reinforced steel bars 3 on the extension columns 4 are welded to the cluster of steel bars one by one, or two or three post-reinforced steel bars 3 on the extension columns 4 are connected to one steel bar end 50-1 in the cluster of steel bars to achieve a wrap-around clamping connection process. Then, the formwork is erected and concrete is poured or injected. The concrete adhesive, which is composed of epoxy resin and hardener and has high strength and water resistance, is injected into the emergency reinforcement core block 2 and simultaneously fills the entire emergency reinforcement unit 10.

[0096] Combination Figure 24 and Figure 25 As shown, the principle of this invention for strengthening and repairing beams with through-and-through damage within 40 mm, especially those with inconsistent damage to the bottom reinforcing bars, is as follows:

[0097] The number of steel bar breaks 50-1 in the original beam 40 is counted from top to bottom. When three steel bar breaks 50-1 are found to be close together, forming a cluster of steel bars, the number of emergency reinforcement core blocks 2 with extension supports 4 is determined. Each cluster of steel bars is ensured to have one emergency reinforcement core block 2 with an extension support 4. Loosely arranged steel bar breaks 50-1 are correspondingly equipped with a square plate containing multiple straight-bar structured post-reinforcement bars 3. The determined number of emergency reinforcement core blocks 2 with extension supports 4 are placed at the bottom of the U-shaped support 1. Other loose or scattered steel bar breaks 50-1 can be equipped with multiple... A square plate with a straight, vertical structure for the post-reinforced steel bar 3 is assembled with an emergency reinforcement core block 2 and an emergency reinforcement core block 2 with an extension column 4, and then inserted into the fracture location 50 of the beam. The post-reinforced steel bars 3 on the extension column 4 are welded one-to-one with the cluster of steel bars, or two or three post-reinforced steel bars 3 on the extension column 4 are connected to a broken steel bar 50-1 in the cluster of steel bars, achieving a wrap-around clamping connection process. Then, formwork is erected and concrete is poured or injected with a high-strength and water-resistant concrete adhesive composed of epoxy resin and hardener. The injection grout enters the emergency reinforcement core block 2 and simultaneously fills the entire emergency reinforcement unit 10. In the above principle, the number of emergency reinforcement units 10 can be configured according to the length of the crack 50-2 along the original beam 40 at the fracture location 50 of the beam.

[0098] Specific Implementation Method Nine: This implementation method further defines Specific Implementation Method Eight. In this method, the emergency reinforcement unit 10 is mainly divided into two structural forms based on the assembly type. One is an integrated structure, used to reinforce the beam fracture site 50 when the structure is neat and the damage is significant. The other is a modular assembly structure, where the appropriate number of units is selected based on the width, length, and penetration degree of the damaged steel bars at the beam fracture site 50. Both structural forms have similar main structures, including a U-shaped support 1, an emergency reinforcement core block 2, and multiple rear-mounted steel bars 3. These components work together to connect and fill the damaged surfaces of the beam fracture site 50 from the inside out. The system includes a filling and wrapping of the bottom and sides of the beam to achieve emergency reinforcement. It can perform a one-time, all-round connection and reinforcement of the fractured part 50 of the beam. The U-shaped support 1 is set inside the fractured part 50 of the beam. An emergency reinforcement core block 2 is set inside the U-shaped support 1. Multiple rear-mounted steel bars 3 are detachably connected inside the emergency reinforcement core block 2. The end of each rear-mounted steel bar 3 is a connecting end. The connecting end of each rear-mounted steel bar 3 is connected to each steel bar break 50-1 of the fractured part 50 of the beam that is close to it. When the U-shaped support 1 is a fixedly connected integral reinforcement unit, it specifically includes a bottom steel plate 1-1 and two vertical steel plates 1-2. Both the bottom steel plate 1-1 and the vertical steel plates 1-2 are long strips. The width of the bottom steel plate 1-1 is equal to the width of the vertical steel plates 1-2. A vertical steel plate 1-2 is integrally connected to each end of the bottom steel plate 1-1. The bottom steel plate 1-1 and the two vertical steel plates 1-2 together form a U-shaped support structure, which is used to enclose the bottom and sides of the fractured part 50 of the beam. The bottom steel plate 1-1 is located on the bottom surface of the fractured part 50 of the beam, which serves as a bottom support reinforcement. Each vertical steel plate 1-2 is attached to the side of the fractured part 50 of the beam, which serves as a side support reinforcement. An emergency reinforcement core block 2 is integrally connected, slidably fitted, or detachably connected to the top surface of the bottom steel plate 1-1. Several typical structural forms of the emergency reinforcement core block 2 are as follows:

[0099] The first type: combination Figure 11As shown, an extension support 4 is installed on the emergency reinforcement core block 2. The extension support 4 is a long cylindrical inner core structure, including a cylinder 4-1 and two hemispherical end blocks 4-2. Each end of the cylinder 4-1 is integrally connected to a hemispherical end block 4-2. Multiple post-installed steel bars 3 are integrally connected to the hemispherical outer wall of each hemispherical end block 4-2. The length direction of the cylinder 4-1 is in the same direction as the crack length direction of the fracture part 50 of the beam. The length of the cylinder 4-1 is greater than the width of the vertical steel plate 1-2. The long cylindrical inner core structure formed by the cylinder 4-1 and the two hemispherical end blocks 4-2, together with the U-shaped support 1, forms a narrow-width support with two protruding ends for reinforcement. This not only achieves the three-dimensional stable support effect formed by itself during the reinforcement process, but also achieves the effect of further extending the length of the rear-mounted steel bar 3, reducing the amount of concrete damage, and improving the reinforcement effect of the two ends extending into the original beam 40.

[0100] Furthermore, each hemispherical end block 4-2 has multiple post-reinforced steel bars 3 integrally connected to its hemispherical outer wall, which means that multiple post-reinforced steel bars 3 are integrally branched from one hemispherical end block 4-2, forming a point-multiple-branch structure. This ensures connection strength and also facilitates connection with multiple steel bar breaks 50-1 at the fracture point 50 of the beam.

[0101] Furthermore, the outer diameter of the cylinder 4-1 is smaller than the distance between the two vertical steel plates 1-2, thereby forming a filling channel between the inner wall of the vertical steel plate 1-2 and the outer circumferential wall of the cylinder 4-1. This provides filling space for the subsequent filling and positioning of the emergency reinforcement core block 2 and the U-shaped support 1 in the emergency reinforcement unit 10 with concrete, as well as for the wrapping filling of the emergency reinforcement core block 2.

[0102] The second type: combination Figure 9 As shown, the emergency reinforcement core block 2 is a rectangular block, specifically a rectangular or square block. The thickness of the emergency reinforcement core block 2 is equal to the width of the vertical steel plates 1-2, and the length of the emergency reinforcement core block 2 is equal to the distance between the two vertical steel plates 1-2, forming a horizontally and vertically sealed enclosed structure, forming a support structure formed by the combination of the U-shape and the I-shape.

[0103] Furthermore, one way to connect the post-reinforced steel bars 3 and the emergency reinforcement core block 2 is to have multiple post-reinforced steel bars 3 integrally connected to the emergency reinforcement core block 2, ensuring that the overall structural strength of the unit is high and the overall strength after reinforcement can be guaranteed, meeting the requirements of the specifications.

[0104] Specific Implementation Method 10: This implementation method is a further limitation of Specific Implementation Method 8 or 9. In this implementation method, when the emergency reinforcement core block 2 is a square steel plate, the length direction of the emergency reinforcement core block 2 is in the same direction as the length direction of the bottom steel plate 1-1. The emergency reinforcement core block 2 is processed with at least one straight strip notch 7 along its height direction. When there is one straight strip notch 7, multiple post-reinforcement bars 3 are provided in the straight strip notch 7. When there are multiple straight strip notches 7, the multiple straight strip notches 7 are arranged vertically side by side. Multiple post-reinforcement bars 3 are provided in each straight strip notch 7. The number of post-reinforcement bars 3 installed in each straight strip notch 7 is set according to the structural reinforcement requirements and the structural determination of the original beam 40.

[0105] Specific Implementation Method Eleven: This implementation method is a further limitation of Specific Implementation Methods One, Two, Three, Four, Five, Six, Seven, Eight, Nine, or Ten. In this implementation method, when the emergency reinforcement core block 2 is a rectangular block, multiple post-reinforced steel bars 3 are provided with extension columns 4. The extension columns 4 are cylindrical extension columns, and the bottom of the extension columns 4 is hinged to the straight strip-shaped notch 7. Multiple post-reinforced steel bars 3 are respectively provided at both ends of the extension columns 4. The structural form of the extension columns 4 is consistent with the long cylindrical inner core structure. The connection relationship between the extension columns 4 and the emergency reinforcement core block 2 is that one extension column 4 is provided in each straight strip-shaped notch 7 of the emergency reinforcement core block 2, and the bottom of each extension column 4 is connected to the corresponding straight strip through a spherical hinge seat 11. The bottoms of the notches 7 are connected, and the bottom of each extended support 4 is hinged to the spherical hinge seat 11. This allows the emergency reinforcement unit 10 to be adapted to the fractured part 50 of the beam. It can be adjusted according to the position and number of multiple broken steel bar ends 50-1. The multiple extended supports 4 located in the multiple straight notches 7 can be adapted to multiple broken steel bar ends 50-1 after bending in different directions. This ensures that each broken steel bar end 50-1 can be reinforced by adjusting only a small angle. It also ensures that the steel bar flexibility of the original steel bar ends can be strengthened to enhance the support strength of the fractured part 50 of the beam after reinforcement in multiple positions and directions. This ensures the support strength of the original beam 40, and the overall strength formed is even better than the strength value of the original complete beam.

[0106] Specific Implementation Method Twelve: Combining Figure 5 , Figure 6 and Figure 9 As shown, the straight notch 7 in this embodiment is a longitudinal straight notch 7-1. When the emergency reinforcement core block 2 is a rectangular block, different forms of straight notches are adapted according to different adaptation requirements. The longitudinal straight notch 7-1 is formed by processing along the height direction of the emergency reinforcement core block 2. There are one or more longitudinal straight notches 7-1, and multiple notches are used in parallel. The opening position of each straight notch 7 is the structure of its top opening, providing a clamping and snapping position on both sides for the rear-mounted reinforcing bar 3.

[0107] When the straight notch 7 is replaced by a structure in which multiple insertion channels 91 and assembly wall 82 are combined, an extended column 4 is connected inside the assembly wall 82, and multiple post-reinforcement bars 3 are provided in the multiple insertion channels 91. The combination of multiple insertion channels 91 and assembly wall 82 allows multiple post-reinforcement bars 3 to form multiple reinforcement connection parts at different angles in the same fixed position.

[0108] Specific Implementation Method Thirteen: This implementation method is a further limitation of Specific Implementation Methods One, Two, Three, Four, Five, Six, Seven, Eight, Nine, Ten, Eleven, or Twelve. The connection relationship between the emergency reinforcement core block 2 and the bottom steel plate 1-1 is mainly three types:

[0109] The first type: The emergency reinforcement core block 2 is fixedly connected to the bottom steel plate 1-1, and an extension support 4 is provided in each straight notch 7 of the emergency reinforcement core block 2. The second type: The emergency reinforcement core block 2 is slidably fitted to the bottom steel plate 1-1. The third type: The emergency reinforcement core block 2 is inserted into the bottom steel plate 1-1.

[0110] Specific Implementation Method Fourteen: This implementation method is a further limitation of Specific Implementation Methods One, Two, Three, Four, Five, Six, Seven, Eight, Nine, Ten, Eleven, Twelve, or Thirteen, combined with Figure 21 As shown, counterweight sleeve 3-3 is a fixed-angle connecting sleeve, specifically, multiple equal-diameter counterweight sleeves 3-3 are used simultaneously in combination. Figures 22 to 23 As shown, another structural form of the counterweight sleeve 3-3 is the unequal diameter counterweight sleeve 3-3. The arrangement of multiple unequal diameter counterweight sleeves 3-3 is such that the diameter length increases sequentially from the middle to both ends. The multiple unequal diameter counterweight sleeves 3-3 are connected by a flexible control band 15 to achieve a basic positioning process, thereby realizing a stable alignment and connection process between the steel bar ends 50-1 with small differences in diameter.

[0111] The flexible control strip 15 is an elastic metal strip with multiple sliders facing multiple counterweight sleeves 3-3 of unequal diameter. Each counterweight sleeve 3-3 of unequal diameter is machined with an arc-shaped groove. The arc-shaped groove and the slider are inserted and matched one by one. Each slider slides back and forth along its corresponding arc-shaped groove. The flexible control strip 15 is adapted to the staggered connection of multiple counterweight sleeves 3-3 of unequal diameter, thereby adapting to the docking process between the steel bar ends 50-1 and the main reinforcement 3-1 of different diameters and lengths.

[0112] Specific Implementation Method Fifteen: This implementation method is a further limitation of Specific Implementation Methods One, Three, Four, Five, Six, Seven, Eight, Nine, Ten, Eleven, Twelve, Thirteen, or Fourteen. In this implementation method, another assembly structure of the emergency reinforcement unit 10 is a multi-directional hollow reinforcement unit, in the form of a U-shaped support 1, an emergency reinforcement core block 2, and multiple rear-mounted reinforcing bars 3. The U-shaped support 1, the emergency reinforcement core block 2, and the multiple rear-mounted reinforcing bars 3 cooperate with each other to connect the broken surfaces of the beam fracture section 50 from the inside out. The filling and wrapping of the bottom and sides of the beam realizes the emergency reinforcement process, which can perform a one-time all-round connection and reinforcement process for the fractured part 50 of the beam. Among them, the U-shaped support 1 is set in the fractured part 50 of the beam, and the U-shaped support 1 is equipped with an emergency reinforcement core block 2. Multiple rear-mounted steel bars 3 are detachably connected in the emergency reinforcement core block 2. The end of each rear-mounted steel bar 3 is a connection end, and the connection end of each rear-mounted steel bar 3 is connected to each steel bar break 50-1 of the fractured part 50 of the beam that is close to it.

[0113] Among them, the emergency reinforcement core block 2 on both sides of the U-shaped support 1 has another structural form as a cross-shaped block 20. The cross-shaped block 20 is a multi-position hollow block, which provides multiple pouring entry positions for subsequent concrete pouring. At the same time, the U-shaped support 1 is also a hollow structure on both sides. The hollow positions are not only used for concrete pouring and filling, but also provide multiple flexible emergency adaptation connection positions for the installation of the post-reinforcement bar 3. Adjustments are made according to different reinforcement requirements and the bending trend of each steel bar 50-1.

[0114] Furthermore, the cross-shaped block 20 has a specific hollow form, in which each of its outer walls is a hollow wall 20-1, and multiple hollow insertion holes 20-2 are machined on the hollow wall 20-1. An inner cavity 20-3 is machined inside the cross-shaped block 20, and the inner cavity 20-3 is a cross-shaped inner cavity, which is connected to the multiple hollow insertion holes 20-2 respectively.

[0115] Specific implementation method sixteen: Combination Figure 13 As shown, the emergency reinforcement assembly in this embodiment includes a through-base plate 6 and multiple emergency reinforcement units 10. Each emergency reinforcement unit 10 has a second insertion part 5 at the bottom of the U-shaped support member 1. The multiple second insertion parts 5 are connected to each other through the through-base plate 6.

[0116] Furthermore, the second insertion part 5 is a slot, specifically a groove that is narrow on the outside and wide on the inside, specifically an inverted T-shaped groove or a dovetail groove with a narrow opening and a wide bottom.

[0117] In this embodiment, the base plate 6 is a steel plate, specifically an insert plate, which is used to connect multiple emergency reinforcement units 10 through an insert method to form a prefabricated reinforcement structure.

[0118] In this embodiment, each emergency reinforcement unit 10 is a rapidly adaptable reinforcement structure for emergency use after a beam fracture. The emergency reinforcement units 10 are mainly divided into two structural forms: one is an integral structure, used for reinforcing beam fracture sites 50 where the structure is neat and the damage is significant; the other is a modular assembly structure, where the number of units is selected based on the width and length of the damaged area at the beam fracture site 50 and the degree of penetration of each reinforcing bar. Both types of structures have similar main structures, including a U-shaped support 1, an emergency reinforcement core block 2, and multiple post-reinforcement bars 3. These components work together to connect and fill the damaged surface of the beam fracture site 50 from the inside out. The beam is wrapped at the bottom and sides to achieve emergency reinforcement. It can perform a one-time all-round connection and reinforcement of the fractured part 50 of the beam. The U-shaped support 1 is set inside the fractured part 50 of the beam. An emergency reinforcement core block 2 is set inside the U-shaped support 1. Multiple rear-mounted steel bars 3 are detachably connected inside the emergency reinforcement core block 2. The end of each rear-mounted steel bar 3 is a connection end. The connection end of each rear-mounted steel bar 3 is connected to each steel bar break 50-1 of the fractured part 50 of the beam that is close to it.

[0119] Other unmentioned structures and connections are the same as those in specific implementation methods one, two, three, four, five, six, seven, eight, nine, ten, eleven, twelve, thirteen, fourteen, or fifteen.

[0120] The emergency reinforcement method of this invention is an emergency reinforcement method implemented through emergency reinforcement units. This method involves a quantitative configuration process based on the width and fracture depth between two broken rebar ends 50-1 in the fractured part 50 of the beam, determining the number of emergency reinforcement units, the number of subsequent rebars 3, and their connection positions. This invention is suitable for the repair and reinforcement process of original beams 40 with 7 to 50 rebars.

[0121] The emergency reinforcement method involves assembling and reinforcing individual reinforcement units (10) according to the width and length of the fracture location (50) of the beam and the degree of damage to each reinforcing bar. The emergency reinforcement method includes the following steps:

[0122] Pre-treatment cleaning: Clean up 50 concrete fragments at the fracture site of the beam, clean up the concrete fragments caused by the fracture and the concrete fragments caused by chiseling irregular concrete, until the exposed length of each steel bar break 50-1 in the fracture site of the beam is at least 15cm, so that the fracture site of the beam forms a regular wound.

[0123] Counting and Classification: Count the number of steel bar breaks 50-1, classify the types of steel bar breaks 50-1, analyze the cause of the original beam fracture, and classify the types of steel bar breaks 50-1. The process of classifying the types of steel bar breaks 50-1 is to divide multiple post-installed steel bars 3 into clustered steel bar groups, straight steel bar groups, and irregular single steel bars according to the degree of bending and the density of the steel bars. Among them, clustered steel bar groups are steel bar groups formed by at least three steel bar breaks 50-1 with a bending length of two-thirds of the exposed length that are close to each other. Clustered steel bar groups are connected to emergency reinforcement core blocks 2 with extension columns 4 or emergency reinforcement core blocks 2 with counterweight sleeves 3-3. Straight steel bar groups are steel bar groups formed by at least three steel bar breaks 50-1 with a straight length of two-thirds. Irregular single steel bars are steel bar breaks or single straight bars with a different sway angle than other adjacent steel bar breaks 50-1.

[0124] After determining the location and number of the clustered steel bars, straight steel bars, and irregularly shaped single steel bars, cut the steel bars 50-1 in the clustered steel bars where the angle between the bending angle and its own initial direction is greater than 100 degrees, ensuring that at least 10 cm of the cut length is exposed.

[0125] Measurement: Measure the final length and width of the fractured section of the beam after cleaning, sorting, and cutting.

[0126] Matching Connection: The process of matching the structural form and number of emergency reinforcement units 10 according to the length and width of the fracture section 50 of the beam, as well as the number of clustered reinforcement groups, straight reinforcement groups, and irregularly shaped individual reinforcement units:

[0127] The number of emergency reinforcement units 10 is determined based on the length of the fractured part 50 of the beam, ensuring that the length of the fractured part 50 of the beam is less than the total width of the multiple emergency reinforcement units 10 by 5 to 10 centimeters.

[0128] For the clustered steel reinforcement group, the emergency reinforcement core block 2 with the extension column 4 and / or the emergency reinforcement core block 2 with the counterweight sleeve 3-3 are connected to ensure that the total number of clustered steel reinforcement group, straight steel reinforcement group and irregular single steel reinforcement is matched with the number of post-reinforcement 3. For steel reinforcement cut-off 50-1 with a large diameter, 1 to 3 post-reinforcement 3 are matched to wrap around it, and each steel reinforcement cut-off 50-1 is fixedly connected to its adjacent post-reinforcement 3.

[0129] Formwork erection and pouring: Pouring is carried out on multiple emergency reinforcement units 10 after installation to realize the pouring process after the steel bars are connected.

[0130] In this embodiment, the emergency reinforcement unit 10 is a precast steel component. The steel-concrete composite reinforced beam formed by the emergency reinforcement method through multiple emergency reinforcement units 10 is a reinforced concrete structural component, which is suitable for direct on-site reinforcement. The assembly effect is fast and reliable, saves reinforcement resources, and simplifies the process.

[0131] The reinforcement strength of this invention also undergoes a quantitative comparative verification process, the specific process of which is as follows:

[0132] During the verification process, a comparative verification method was used to verify the quantitative reinforcement effect of the present invention. The study focused on the state of the original beam 40 before damage, with the concrete of the original beam 40 being:

[0133] The concrete type of the original beam 40 is C30, and the standard value of the compressive strength of the concrete cube in the original beam 40 is f. cu,k The design value of the axial compressive strength of the concrete of the original beam 40 is f. c The design value of the tensile strength of the concrete of the original beam 40 is f. t The bearing capacity of concrete under pressure is f ck f ck The specific value is determined by the maximum pressure that can be withstood per unit area. The standard value of the axial tensile strength of concrete is f. tk Calculations show that:

[0134] f cu,k =30.00MPa, f c =14.33MPa,f t =1.43MPa,f ck =20.06MPa,f tk =2.01MPa;

[0135] When the reinforcing bars in the original beam 40 are in a state of tension, they form tensile reinforcement, which is achieved through f y and f yc This describes the tensile and compressive conditions of the reinforcing steel bars, where f y This represents the design value of the tensile strength of the reinforcing steel; f yc Indicates the yield strength of the steel reinforcement; f y =360.00MPa; When the reinforcing bars in the original beam 40 are under compression, the compressive reinforcing bar: f yc =360.00MPa;

[0136] The cross-sectional information of the original beam 40 is as follows: the height of the rectangular cross-section is h = 600.0 mm, the width of the rectangular cross-section is b = 300.0 mm, and the distance from the resultant point of the tensile reinforcement to the edge of the cross-section is a. s = 42.5mm; distance a from the resultant point of the compressive reinforcement to the edge of the section. s= 42.5mm; Calculated span: l0 = 6000.00mm;

[0137] The calculation results for the original beam 40 are as follows: the design value of bending moment is M, M = 1000.00 kN*m; the design value of axial tensile force is N, N = 500.00 kN; and the relative height of the limiting compression zone is ε. cu The calculation process is as follows:

[0138] ε cu =0.0033-(f cuk -50)×10 -5 =0.0033-(30.0-50)×10-5>0.0033; take ε cu When β = 0.0033, β1 refers to the ratio of the height of the concrete compression zone to the height of the concrete compression zone when the concrete beam section is subjected to bending moment. Its value is usually between 0.85 and 0.95, and the specific value needs to be adjusted according to factors such as concrete strength; Es is the elastic modulus of concrete;

[0139] The total reinforcement ratio of tensile reinforcement is

[0140] Span-to-height ratio: The minimum reinforcement ratio of compression steel is ρ' min ;ρ' min =0.002;

[0141] The cross-sectional area is A, and the formula for calculating the cross-sectional area A is A = bh = 300.0 × 600.0 = 180000.00 mm. 2 ;

[0142] Seismic adjustment coefficient for bearing capacity γ RE =0.85;

[0143] The bending moment design value is adjusted to M = Mγ RE ×10 6 =1000.00 × 0.85 × 10 6 =850000000.00N*mm;

[0144] The axial force design value is adjusted to N = Nγ RE ×10 3 =500.00 × 0.85 × 10 3 =425000.00N;

[0145] The eccentricity is e0: The eccentricity correction value is e ‘ ;

[0146]

[0147] Determine the magnitude of the pull-off value as e: Calculation based on large eccentric tension for e<0: Design bending moment M s =N(-e)=425000.00×1742.50=740.56kN*m Maximum bending moment that concrete can withstand: M cmax =α1f c ξ b h0b(h0-0.5ξ b h0)=1.00×14.33×0.52×557.5×300.0×(557.5-0.5×0.52×557.5)=512.69kN*m; M s >M cmax The reinforcement area is A' s The formula for calculating the reinforcement area is: The cross-sectional area of ​​the longitudinal non-prestressed steel bars in the tension and compression zones, As, is calculated using the following formula:

[0148]

[0149] Let ξ = ξ b =0.52, the total reinforcement ratio of tensile reinforcement; whether to consider double-row reinforcement.

[0150] Using double-row reinforcement, recalculate: Determine the magnitude of the tension deviation:

[0151] Pull value Calculations are performed for large eccentric tension when e < 0. Design bending moment: M s =N(-e)=425000.00×1767.50=751.19kN*m The maximum bending moment that concrete can withstand is M cmax M cmax The calculation formula is:

[0152] M cmax =α1f c ξ b h0b(h0-0.5ξ b h0)=1.00×14.33×0.52×532.5×300.0×(532.5-0.5×0.52×532.5)=467.74kN*mM s >M cmax .

[0153] Reinforcement area:

[0154]

[0155] Let ξ = ξ b=0.52; Tensile reinforcement ratio of the entire cross section, whether double-row reinforcement is considered:

[0156] Minimum reinforcement ratio for tensile reinforcement: ρ min =0.0020;

[0157] Minimum reinforcement area for tensile reinforcement: A smin =ρA=0.0020×180000.0=360.00mm 2 ;

[0158] Take the maximum reinforcement ratio of tensile reinforcement: ρ max =0.0400;

[0159] Reinforcement ratio of compression steel bars:

[0160] Minimum reinforcement ratio for compression steel bars:

[0161] Minimum reinforcement area for compression steel bars: A' smin =ρ'A=0.0020×180000.0=360.00mm 2 ;

[0162] A s >A smin ; Tensile reinforcement ratio:

[0163] A' s >A' smin ; Reinforcement ratio of compression steel bars:

[0164] When the original beam 40 is damaged and a fractured section 50 of the reinforced beam appears, the relevant data of the steel-concrete composite reinforced beam formed by reinforcing it with multiple emergency reinforcement units 10 using the emergency sparse-density reinforcement method of this invention are as follows:

[0165] Section parameters of the steel-concrete composite reinforced beam: Section information: Rectangular section height h = 600.0 mm, rectangular section width b = 300.0 mm; steel flange thickness t f =10.0mm, flange width of steel section b f =200.0mm, web thickness of the steel section t w =10.0mm, web height h of the steel section w =300.0mm; distance a from the resultant point of the upper longitudinal reinforcement to the edge of the section. s = 42.5mm; distance a from the resultant point of the lower longitudinal reinforcement to the edge of the section. s =42.5mm;

[0166] Material information for the steel-concrete composite reinforced beam: Concrete type is C30, and the standard value of the concrete cube compressive strength in the steel-concrete composite reinforced beam is f. cu,k The design value of the axial compressive strength of the concrete in the steel-concrete composite reinforced beam is f. c The design value of the tensile strength of the concrete in the steel-concrete composite reinforced beam is f. t The load-bearing capacity of a steel-concrete composite reinforced beam under pressure is f. ck ;f y This represents the design value of the tensile strength of the reinforcing steel; f yc Indicates the yield strength of the steel reinforcement; f a This refers to the corrected characteristic value of the bearing pressure of the steel section.

[0167] f cu,k =30.00MPa; f c =14.33 MPa, f t =1.43MPa,f ck =20.06MPa,f tk =2.01MPa;

[0168] Longitudinal reinforcement: f y =360.00MPa; Section steel: f a =215.00MPa;

[0169] The calculation results of the steel-concrete composite reinforced beam formed by this invention are: α1=1.00, β1=0.80; α1 represents the steel reinforcement stress coefficient in the calculation of the positive section bearing capacity of the steel-concrete composite reinforced beam; β1 is the shear span ratio of the calculated section;

[0170] Relative limit compression zone height of steel-concrete composite reinforced beam:

[0171] ε b =0.0033-(f cuk -50)×10 -5 =0.0033 - (30.0 - 50) × 10 -5 =0.54

[0172] Design bending moment: M = M × 10 6 =900.00×10 6 =900000000.00N*mm;

[0173] Distance from the centroid of the flange of the steel section to the near edge of the section:

[0174] d a =0.5(hh) w -t f )=0.5×(600.00-300.00-10.00)=145.00mm;

[0175] Minimum area of ​​longitudinal tensile reinforcement: A s =A smin =540.00mm 2 ;

[0176] Distance from the resultant point of the tension flange and longitudinal tension reinforcement of the steel section to the near edge of the section:

[0177] Effective height of the cross section: h0 = 486.91 mm;

[0178] Take the relative height of the compression zone of the cross section as ξ=ξ b From the steel-concrete composite member, the maximum bending moment borne by the concrete is M. cmax The calculation formula is:

[0179] M cmax =α1f c ξ b h0h0(1-0.5ξ b )

[0180] = 1.00 × 14.33 × 300.00 × 0.54 × 486.91 × 486.91 (1 - 0.5 × 0.54)

[0181] =402213248.00N*mm

[0182] The bending moment borne by the web flange is M af M af The calculation process is as follows:

[0183] M af =f a A f (h0-d a )=215.00×2000.00×(486.91-145.00)=147022256.00N*mm;

[0184] The maximum bending moment borne by the web is M awmax The maximum bending moment M borne by the web awmax The calculation results are as follows:

[0185] M awmax =69996992.00 N*mm;

[0186] The maximum bending moment borne by the steel and concrete is M max M max The calculation process is as follows:

[0187] M max =M awmax +M af +M cmax=619232512.00 N*mm; M>M max Compression reinforcement is required; area of ​​compression reinforcement

[0188] Relative height of the cross-section under compression: ξ = 0.54;

[0189] Area A of tensile reinforcement s =5248.54mm 2 ;

[0190] The distance from the resultant point of the tension flange and longitudinal tension reinforcement of the steel section to the near edge of the section is recalculated as d. st The calculation process is as follows:

[0191] The effective height of the cross-section is recalculated as h0: h0 = 538.50 mm;

[0192] Taking the relative height of the compression zone of the cross section as ξ = ξb, the maximum bending moment borne by the concrete in the steel-concrete composite member can be obtained as M. cmax The calculation formula is as follows:

[0193] M cmax =α1f c ξ b h0h0(1-0.5ξ b )

[0194] =1.00×14.33×300.00×0.54×538.50×538.50(1-0.5×0.54)=491952288.00N*mm;

[0195] The bending moment borne by the web flange is M. af The calculation formula is:

[0196] M af =f a A f (h0-d a )=215.00×2000.00×(538.50-145.00)=169204080.00N*mm;

[0197] The maximum bending moment borne by the web is M awmax =105244416.00 N*mm;

[0198] The maximum bending moment M borne by the steel and concrete max The calculation process is as follows:

[0199] M max =M awmax +M af +M cmax=766400768.00 N*mm;

[0200] M>M max It needs to be equipped with compression reinforcement, and the area of ​​the compression reinforcement is A. sc :

[0201] The relative height of the compression zone of the cross section is ζ, ξ = 0.54; the area of ​​the tensile reinforcement is A. s A s =4991.59mm 2 A s >A smin .

[0202] The above comparison shows that when the original beam 40 suffers sudden damage and requires a rapid emergency response, the present invention achieves a quantitative local emergency matching reinforcement process that is feasible, stable and reliable. Moreover, the reinforced structure after emergency assembly reinforcement has superior and reliable performance, which is conducive to improving the building structure's ability to cope with sudden damage and repair. It also provides an effective configuration method for rapid response to sudden needs of buildings.

Claims

1. An emergency reinforcement core block for beam fracture, characterized in that: The hollow steel box (8) includes a box body, which has multiple hollow holes (80) for concrete pouring. The top of the hollow steel box (8) has an arc-shaped notch (8-1), and a recessed arc-shaped piece (8-2) is integrally connected to the arc-shaped notch (8-1). The outer wall of the arc-shaped piece (8-2) is an assembly wall (82). The top surface of the hollow steel box (8) is machined with two slots (8-3), which are respectively located on both sides of the arc-shaped strip notch (8-1). The two side walls of the hollow steel box (8) are respectively machined with a front zigzag notch (8-4) and a rear zigzag notch (8-5) that are connected to the slots (8-3). The hollow steel box (8) is equipped with multiple folding plates (9) that correspond one-to-one with the slots (8-3). The multiple folding plates (9) are inclinedly located at the front zigzag notch (8-1). Between 8-4) and the rear zigzag notch (8-5), a multi-position insertion channel (91) is formed between one side wall of the multi-position folded plate (9), the insertion port (8-3), the front zigzag notch (8-4), the rear zigzag notch (8-5), and the inner wall of the arc-shaped piece (8-2); the multi-position folded plate (9) is formed by alternating connection of multiple first vertical plates (9-1) and multiple first horizontal plates (9-2), and the shape of the inner wall of the arc-shaped piece (8-2) is set to match the shape of the multi-position folded plate (9); The bottom of the hollow steel box (8) is machined with a sliding part (18), and the two ends of the hollow steel box (8) are respectively machined with a first insertion part (19). An extension support (4) is provided on the assembly wall (82), and the bottom of the extension support (4) is fixedly connected or hinged to the assembly wall (82). When the emergency reinforcement core block is replaced with a square steel plate, the square steel plate is set vertically, and the two ends of the square steel plate are the disassembly ends. The top surface of the emergency reinforcement core block is processed with at least one straight strip notch (7) along its height direction. Multiple post-reinforcement bars are set in one straight strip notch (7). Each post-reinforcement bar includes a main reinforcement body (3-1), a connecting clip (3-2), and multiple counterweight sleeves (3-3). The main reinforcement body (3-1) is fixedly fitted with the connecting clip (3-2). The main reinforcement body (3-1) passes through the straight strip notch (7) through the connecting clip (3-2). Multiple counterweight sleeves (3-3) are fitted at each end of the main reinforcement body (3-1).

2. An emergency reinforcement unit for beam fracture, comprising the emergency reinforcement core block as described in claim 1, characterized in that: It includes a U-shaped support (1), an emergency reinforcement core block (2) and multiple post-reinforcement bars. The U-shaped support (1) is set inside the fracture part (50) of the beam. An emergency reinforcement core block (2) is set inside the U-shaped support (1). Multiple post-reinforcement bars are detachably connected inside the emergency reinforcement core block (2). The end of each post-reinforcement bar is a connection end. The connection end of each post-reinforcement bar is connected to each steel bar break (50-1) of the fracture part (50) of the beam that is close to it. The C-shaped support member (1) includes a bottom steel plate (1-1) and two vertical steel plates (1-2). The bottom steel plate (1-1) and the two vertical steel plates (1-2) are both long strips. The bottom steel plate (1-1) is integrally connected to a vertical steel plate (1-2) at both ends. Each post-reinforcement bar includes a main reinforcement body (3-1), a connecting clip (3-2), and multiple counterweight sleeves (3-3). The main reinforcement body (3-1) is fixedly fitted with the connecting clip (3-2). The main reinforcement body (3-1) passes through the connecting clip (3-2) into multiple insertion channels (91) and / or straight notches (7). Multiple counterweight sleeves (3-3) are fitted at each end of the main reinforcement body (3-1).

3. The emergency reinforcement unit according to claim 2, characterized in that: When the emergency reinforcement core block (2) is a square steel plate, the length direction of the emergency reinforcement core block (2) is in the same direction as the length direction of the bottom steel plate (1-1). The emergency reinforcement core block (2) has at least one straight strip notch (7) along its height direction. Multiple post-reinforcement bars are set in one straight strip notch (7).

4. The emergency reinforcement unit according to claim 3, characterized in that: An extension column (4) is provided on the emergency reinforcement core block (2), and multiple post-reinforced steel bars are provided at both ends of the extension column (4); The second post-reinforcement bar includes the main reinforcement (3-1) and multiple counterweight sleeves (3-3). The extended support (4) is a long column-shaped inner core structure, including a cylinder (4-1) and two hemispherical end blocks (4-2). A hemispherical end block (4-2) is integrally connected to each end of the cylinder (4-1). Multiple post-reinforcement bars are integrally connected to the hemispherical outer wall of each hemispherical end block (4-2). The length direction of the cylinder (4-1) is in the same direction as the crack length direction of the fracture part (50) of the beam. The length of the cylinder (4-1) is set to match the crack length of the fracture part (50) of the beam. The length of the cylinder (4-1) is greater than the width of the vertical steel plate (1-2). The long column-shaped inner core structure formed by the cylinder (4-1) and the two hemispherical end blocks (4-2) is combined with the U-shaped support (1) to form a narrow-width support with two-end extended reinforcement structure.

5. The emergency reinforcement unit according to claim 2, 3 or 4, characterized in that: The emergency reinforcement core block (2) is slidably fitted with the bottom steel plate (1-1).

6. An emergency reinforcement method for beam fracture, using the emergency reinforcement unit as described in claim 4 or 5, characterized in that: The emergency reinforcement method involves assembling and reinforcing emergency reinforcement units (10) according to the width and length of the broken part (50) of the beam and the degree of damage to each steel bar; the emergency reinforcement method includes the following steps: Pre-treatment cleaning: Clean the concrete fragments at the fracture site (50) of the beam, clean the concrete fragments caused by the fracture and the concrete fragments caused by chiseling irregular concrete, until the exposed length of each steel bar break (50-1) in the fracture site (50) of the beam is at least 15cm, so that the fracture site (50) of the beam forms a regular wound. Counting and Classification: Count the number of steel bar breaks (50-1), classify the types of steel bar breaks (50-1), analyze the cause of the original beam fracture, and classify the types of steel bar breaks (50-1) by dividing multiple steel bar breaks (50-1) into clustered steel bar groups, straight steel bar groups and irregular single steel bars according to the degree of steel bar bending and the degree of aggregation. Among them, clustered steel bar groups are steel bar groups formed by at least three steel bar breaks (50-1) with a bending length accounting for two-thirds of the exposed length that are close to each other. Clustered steel bar groups are connected to emergency reinforcement core blocks (2) with extension columns (4). Straight steel bar groups are steel bar groups formed by at least three steel bar breaks (50-1) with a straight length accounting for two-thirds of the total length. Irregular single steel bars are steel bar breaks or single straight bars with different sway angles from other adjacent steel bar breaks (50-1). After determining the location and number of the clustered steel bars, straight steel bars, and irregularly shaped single steel bars, cut the steel bar ends (50-1) in the clustered steel bars where the angle between the bending angle and its own initial direction is greater than 100 degrees, ensuring that at least 10 cm of the cut length is exposed. Measurement: Measure the final length and width of the fractured part (50) of the beam after cleaning, sorting and cutting. Matching connection: The process of matching the structural form and number of emergency reinforcement units (10) according to the length and width of the fracture part (50) of the beam and the number of the group of rebars, the straight rebars and the irregular single rebars: The number of emergency reinforcement units (10) is determined based on the length of the fractured part (50) of the beam, ensuring that the length of the fractured part (50) of the beam is less than the total width of the multiple emergency reinforcement units (10) by 5 to 10 centimeters. For the clustered steel bars, an emergency reinforcement core block (2) with an extension support (4) is matched accordingly to ensure that the total number of clustered steel bars, straight steel bars and irregular single steel bars matches the number of post-reinforcement bars one and post-reinforcement bars two. For steel bar ends (50-1) with larger diameters, 1 to 3 post-reinforcement bars one or post-reinforcement bars two are matched to wrap around them, and each steel bar end (50-1) is fixedly connected to its adjacent post-reinforcement bars one or post-reinforcement bars two. Formwork erection and pouring: Pour the concrete into multiple emergency reinforcement units (10) after installation to realize the pouring process after the steel bars are connected.

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