A structure and method for realizing damage discretization of concrete components

Abstract

The present invention is a structure and method for realizing the discretization of concrete component damage, including a concrete component and a sliding limit support. The concrete component is designed according to "strong shear and weak bending", and the sliding limit support is arranged at the edge of the concrete component, which can realize the "sliding-limited closure" working mode. The method is: the concrete component is divided into different control sections by using hinged supports at both ends. Before the longitudinal reinforcement of the concrete component in the first control section yields, the concrete component itself provides resistance to the bending moment; after the longitudinal reinforcement of the concrete component in the first control section yields, due to the longitudinal elongation of the concrete component, the support of this section is limited and closed and begins to provide additional axial force and bending moment; then the other control sections yield in order and strengthen section by section until the concrete component in a certain control section reaches the shear bearing capacity limit state, and the plastic damage of the concrete component is discretized along the longitudinal direction. The present application can effectively improve the mechanical properties of concrete components.

Description

Technical Field

[0001] The invention belongs to the technical field of civil engineering, and in particular relates to a structure and method for realizing damage discretization of concrete components. Background Art

[0002] Traditional concrete components ensure the ductility of the main structure by controlling the failure mode of the cross section. The damage is concentrated in the small plastic hinge area of ​​the component. Most areas of the component are elastic or slightly cracked, and the energy dissipation capacity of the material cannot be fully released. Based on the trend of building industrialization, how to controllably realize the discretization of concrete component damage and how to efficiently use component materials are technical bottlenecks that urgently need to be solved in this field.

[0003] In recent years, many works have been devoted to the exploration and research of new concrete components, which can be roughly divided into two categories: one is to increase ductility by weakening bearing capacity or stiffness, and the other is to improve the mechanical properties of components by using high-performance materials. These improvement methods have greatly promoted the development of concrete structures, but the performance contradictions between bearing capacity and deformation, self-reset and energy dissipation, and system applicability height and toughness still exist.

[0004] Generally speaking, steel has a relatively gentle yield platform, and the damage of traditional concrete components is often concentrated in a small range of plastic hinge areas; fiber-reinforced composite materials usually show elasticity or post-yield strengthening, and the damage distribution of fiber-reinforced composite materials-concrete composite components is relatively wide. In order to further explore the material utilization rate of concrete components and improve mechanical properties, the present invention uses the longitudinal elongation of concrete components as a medium, and utilizes the longitudinal elongation of concrete components and the "slip-limit closure" of the support to achieve "damage discretization" of the entire component. Summary of the invention

[0005] In order to solve the above technical problems, the present invention proposes a structure and method for realizing the damage discretization of concrete components, which can effectively improve the mechanical properties of concrete components.

[0006] To achieve the above object, the technical solution adopted by the present invention is:

[0007] A structure capable of realizing the discretization of concrete component damage, characterized in that it comprises a concrete component and a sliding limit support, wherein longitudinal reinforcement is arranged longitudinally in the concrete component and transverse reinforcement is arranged transversely in the concrete component, the sliding limit support is longitudinally arranged along the opposite side edges of the concrete component and is hinged to the concrete component through a connecting assembly, the sliding limit supports hinged on both sides divide the concrete component into different control sections, and under the action of a transverse cyclic reciprocating load, the sliding limit supports arranged on the two side edges of the concrete component are compressed and tensilely closed alternately, and the shear forces in opposite directions on both sides of the concrete component are respectively transmitted to the sliding limit supports on both sides to form a force couple.

[0008] As the preferred technical scheme of the present invention: the sliding limit support includes a disc spring, a support tolerance adjustment pad, a support tolerance adjustment bolt, an outer frame of the device and a support body, a plurality of baffles are respectively arranged on the outer frame of the device and the support body to divide the interior of the outer frame of the device into a plurality of spaces, and spaces are reserved at the ends, in which disc springs are placed, the support tolerance adjustment pads are respectively arranged at both ends of the sliding limit support, and the displacement limit size is adjusted by adjusting the spacing between the support tolerance adjustment pads, the support tolerance adjustment bolts fix the support tolerance adjustment pads on the outer frame of the device, when the sliding limit support is subjected to tension / compression, the support body moves, the baffle pushes the disc spring to stretch or compress, and the overall length of the sliding limit support is stretched / compressed, and when the baffle contacts the support tolerance adjustment pad, the stretching / compression stops, and it is in a limit closed state, at which time the sliding limit support provides additional axial force, and together with the concrete member, provides resistance to bending moment.

[0009] In the above structure: the structure proposed by the present invention that can realize the discretization of concrete component damage includes a concrete component and a sliding limit support. The concrete component is provided with longitudinal reinforcements in the longitudinal direction and transverse reinforcements in the transverse direction. The sliding limit supports are longitudinally arranged along the opposite side edges of the concrete component and are hinged to the concrete component through a connecting assembly. The sliding limit supports hinged on both sides divide the concrete component into different control sections. Under the action of the transverse cyclic reciprocating load, the sliding limit supports arranged on the two side edges of the concrete component are compressed and tensilely closed alternately, and the shear forces in opposite directions on both sides of the concrete component are respectively transmitted to the sliding limit supports on both sides, thereby forming a force couple.

[0010] As a preferred technical solution of the present invention: the concrete member is a concrete shear wall panel, the concrete shear wall panel is provided with longitudinal wall panel reinforcements in the longitudinal direction and transverse wall panel reinforcements in the transverse direction, the connection assembly includes a U-shaped steel hoop and a wall panel ear plate, the wall panel ear plates are arranged at the left and right edges of the concrete shear wall panel and are relatively fixed in pairs, the U-shaped steel hoop passes through the wall panel ear plate to connect the wall panel longitudinal reinforcements and the wall panel transverse reinforcements in the concrete shear wall panel, and the U-shaped steel hoop wraps and constrains the concrete in the connection area of ​​the concrete shear wall panel, as follows:

[0011] Stage 1: When the lateral load is at the preset minimum value, the sliding limit support remains elastic, and the lateral bearing capacity and stiffness are only provided by the concrete shear wall slab;

[0012] Stage 2: When the lateral load continues to increase to the preset value 1, the longitudinal reinforcement of the wall panel yields, the control section at the bottom of the concrete shear wall panel gradually forms a plastic hinge, and the longitudinal elongation of the concrete shear wall panel increases faster;

[0013] Stage 3: When the lateral load continues to increase to the preset value 2, the sliding limit supports on the tension and compression sides successively undergo "slip-limit closure", the longitudinal extension of the sliding limit supports in the corresponding control sections stops, the lateral stiffness of the components increases, the concrete damage at the bottom and root control sections of the concrete shear wall panels slows down, and the shear forces in opposite directions on the left and right sides of the concrete shear wall panels are respectively transmitted to the sliding limit supports on both sides, forming a force couple, which together with the concrete shear wall panels resist the overturning moment;

[0014] Stage 4: When the lateral load continues to increase to the maximum value, the other control sections of the concrete shear wall slab yield in order and strengthen section by section until the concrete shear wall slab of a certain control section reaches the ultimate state of shear bearing capacity and is destroyed as a whole.

[0015] As the preferred technical solution of the present invention: it also includes a pin shaft, an axial hole is arranged on the U-shaped steel hoop, support ear plates adapted to the U-shaped steel hoop are respectively arranged at both ends of the sliding limit support, two layers of ear plates are arranged at one end of the support ear plate, and one layer of ear plate is arranged at the other end, holes are arranged on the ear plates at both ends, and the support ear plates at different ends of two adjacent sliding limit supports are respectively hinged to the wall panel ear plates through pin shafts to realize the fixation of the sliding limit support.

[0016] As the preferred technical scheme of the present invention: the sliding limit support includes a disc spring, a support tolerance adjustment pad, a support tolerance adjustment bolt, an outer frame of the device and a support body, a plurality of baffles are respectively arranged on the outer frame of the device and the support body to divide the interior of the outer frame of the device into a plurality of spaces, and a space is reserved at the end, in which the disc spring is placed, the support tolerance adjustment pads are respectively arranged at both ends of the sliding limit support, and the displacement size is limited by adjusting the pad spacing, and the support tolerance adjustment bolts fix the support tolerance pads to the outer frame of the device, when the sliding limit support is subjected to tension / compression, the support body moves, and the baffle pushes the disc spring to stretch or compress, and the overall length of the sliding limit support is stretched / compressed, and when the baffle contacts the tolerance adjustment pad, the stretching / compression stops, and it is in a limit closed state, at which the sliding limit support provides additional axial force, and together with the concrete shear wall panel, provides resistance to bending moment.

[0017] As a preferred technical solution of the present invention: a gap is reserved between the sliding limit support and the concrete shear wall panel, and the gap is filled with a flexible refractory material.

[0018] In the above structure: the concrete component is a concrete shear wall panel, in which longitudinal reinforcements are arranged longitudinally and transverse reinforcements are arranged transversely, wherein the connection components include U-shaped steel hoops and wall panel ear plates.

[0019] Among them, the transverse reinforcement materials and the longitudinal reinforcement materials of the wall panel are all steel bars. By designing according to the principle of "strong shear and weak bending", the concrete shear wall panel first undergoes bending yielding under the action of the transverse load. The wall panel ear plate is located on the outside of the U-shaped steel hoop and vertically fixed thereon; the U-shaped steel hoop is connected to the transverse reinforcement materials and the longitudinal reinforcement materials on the concrete shear wall panel, such as the steel bar is welded to the web of the U-shaped steel hoop.

[0020] The sliding limit supports are arranged longitudinally along the edge of the concrete shear wall panel, and the specific number is consistent with the number of the embedded wall panel ears; the adjacent sliding limit supports and the concrete shear wall panels are hinged through the embedded wall panel ears and pins; the hinged sliding limit supports at both ends divide the concrete shear wall panels into different control sections. The sliding limit supports can realize the "sliding-limited closing" working mode. In the sliding stage, the sliding limit supports provide almost no additional axial force. At this time, the damage discretization structure performance is close to that of ordinary concrete shear wall panels; in the limited closing stage, the sliding limit supports provide additional axial force and bending moment. Under the action of the transverse cyclic reciprocating load, the sliding limit supports on the left and right sides of the concrete shear wall panels are alternately closed in compression and tension, and the shear forces in opposite directions on both sides of the concrete shear wall panels are transmitted to the sliding limit supports on both sides respectively, which can form a force couple.

[0021] Specifically:

[0022] Stage 1: When the lateral load is at the preset minimum value, the sliding limit support remains elastic, and the lateral bearing capacity and stiffness are only provided by the concrete shear wall slab;

[0023] Stage 2: When the lateral load continues to increase to the preset value 1, the longitudinal reinforcement of the wall panel yields, the control section at the bottom of the concrete shear wall panel gradually forms a plastic hinge, and the longitudinal elongation of the concrete shear wall panel increases faster;

[0024] Stage 3: When the lateral load continues to increase to the preset value 2, the sliding limit supports on the tension and compression sides successively undergo "slip-limit closure", the longitudinal extension of the sliding limit supports in the corresponding control sections stops, the lateral stiffness of the components increases, the concrete damage at the bottom and root control sections of the concrete shear wall panels slows down, and the shear forces in opposite directions on the left and right sides of the concrete shear wall panels are respectively transmitted to the sliding limit supports on both sides, forming a force couple, which together with the concrete shear wall panels resist the overturning moment;

[0025] Stage 4: When the lateral load continues to increase to the maximum value, the other control sections of the concrete shear wall slab yield in order and strengthen section by section until the concrete shear wall slab of a certain control section reaches the ultimate state of shear bearing capacity and is destroyed as a whole.

[0026] The connecting component includes a U-shaped steel hoop, a wall panel ear plate and a pin shaft. The connecting component can realize the hinge connection between the sliding limit support and the concrete shear wall panel, wherein the wall panel ear plates are arranged on the left and right edges of the concrete shear wall panel and are fixed relatively to each other. The U-shaped steel hoop passes through the wall panel ear plate to connect the wall panel longitudinal reinforcement and wall panel transverse reinforcement in the concrete shear wall panel. The U-shaped steel hoop wraps and constrains the concrete in the connection area of ​​the concrete shear wall panel. There are various connection methods between the U-shaped steel hoop and the wall panel longitudinal reinforcement and wall panel transverse reinforcement in the concrete shear wall panel, such as welding the steel bar to the steel hoop web, etc.; an axis hole is reserved at the center of the wall panel ear plate for installing the pin shaft.

[0027] A gap is reserved between the sliding limit support and the concrete shear wall panel, and the gap is filled with flexible refractory materials, such as gypsum board.

[0028] As a preferred technical solution of the present invention: the concrete component is a cantilever beam, the cantilever beam arm is hinged to the sliding limit support through a connecting assembly, the cantilever beam is provided with longitudinal reinforcement of the cantilever beam longitudinally and transverse reinforcement of the cantilever beam transversely, the connecting assembly comprises a box-shaped steel hoop, a cantilever beam ear plate and a fixed axis, the cantilever beam ear plate is uniformly pre-embedded in the side of the cantilever beam longitudinally, the box-shaped steel hoop is located between the cantilever beam and the cantilever beam ear plate, wrapping and constraining the entire connection area between the two, the sliding limit support is arranged on the upper side of the cantilever beam and is hinged to the cantilever beam ear plate through a fixed axis, the sliding limit support divides the cantilever beam into different control sections, the upper side of the cantilever beam is subjected to tension, the sliding limit support is subjected to tension limit closure, and resists bending moment together with the cantilever beam.

[0029] Specifically, the cantilever beam generates longitudinal elongation under the transverse load, and the sliding limit support generates longitudinal stretching. When the sliding limit support of the corresponding control section reaches the tension limit closure, it provides additional axial force and bending moment, the lateral stiffness of the control section is improved, and the axial constraint provided by the sliding limit support effectively limits the further development of the plastic hinge in the section.

[0030] Different control sections on the cantilever beam yield in sequence and are strengthened section by section until the cantilever beam in a certain control section reaches the shear / bending bearing capacity limit state, thus realizing the damage discretization of the cantilever beam as a whole.

[0031] As a preferred technical solution of the present invention: the box-shaped steel hoop is respectively connected to the longitudinal reinforcement of the cantilever beam and the transverse reinforcement of the cantilever beam, and a mounting hole for mounting a fixed shaft is provided at the center of the cantilever beam ear plate.

[0032] As a preferred technical solution of the present invention: there is a gap between the sliding limit support and the cantilever beam, and the gap is filled with a flexible refractory material.

[0033] In the above structure: the concrete component is a cantilever beam, the cantilever beam is hinged with the sliding limit support through a connecting assembly, the cantilever beam longitudinal reinforcement is arranged longitudinally in the cantilever beam, and the cantilever beam transverse reinforcement is arranged transversely, and the connecting assembly includes a box-shaped steel hoop and a cantilever beam ear plate, wherein the cantilever beam ear plate is uniformly pre-embedded in the side of the cantilever beam longitudinally, and the box-shaped steel hoop wraps and constrains the connection area.

[0034] Among them, the sliding limit support is arranged on the upper side of the cantilever beam. The upper side is tensile, and the sliding limit support is closed under tension, and resists the bending moment together with the cantilever beam. The sliding limit support improves the bending resistance of the cantilever beam and realizes the damage discretization of the cantilever beam. Unlike the concrete shear wall panel, the cantilever beam only needs to be arranged with a sliding limit support on the upper side.

[0035] Among them, the sliding limit support is the same as the sliding limit support used in the concrete shear wall panel. It should be noted that any support or connection that can reasonably realize the "sliding-limit closure" working mode can be adopted; in the sliding stage, the sliding limit support hardly provides additional axial force, and the damage discretization structure performance is close to that of ordinary concrete components; in the limit closure stage, the sliding limit support provides additional axial force and bending moment after limit closure.

[0036] The cantilever beam ear plate is hinged to the support ear plate; the support ear plate divides the cantilever beam into different control sections; there is a gap between the support and the cantilever beam, which can be filled with flexible refractory materials such as gypsum board.

[0037] The cantilever beam ear plate is located on the outside of the box-shaped steel hoop. The box-shaped steel hoop is connected to the cantilever beam longitudinal reinforcement and cantilever beam transverse reinforcement in the cantilever beam. If the steel bar is welded to the web of the embedded ear plate, it is slightly different from the U-shaped steel hoop of the concrete shear wall panel. The box-shaped steel hoop wraps and constrains the entire cantilever beam connection area. The cantilever beam ear plate has a reserved installation hole in the center for installing the fixed axis.

[0038] The core of multiple concentrated damages in cantilever beams is the sliding limit support. The cantilever beam produces longitudinal elongation under lateral load, and the sliding limit support undergoes longitudinal stretching. When the sliding limit support of the corresponding control section reaches the tensile limit closure, it provides additional axial force and bending moment. The lateral stiffness of the control section is improved, and the axial constraint provided by the sliding limit support effectively limits the further development of the plastic hinge in the control section. Finally, different sections of the cantilever beam yield in sequence and are strengthened section by section until the cantilever beam in a certain control section reaches the shear / bending bearing capacity limit state, thus realizing the discretization of the damage of the cantilever beam as a whole.

[0039] A method for realizing damage discretization of concrete components, characterized in that it comprises the following steps:

[0040] Step 1: Arrange the sliding limit support longitudinally along the edge of the concrete member, and hinge it with the concrete member through the connection assembly. The sliding limit support hinged at both ends divides the concrete member into different control sections. The longitudinal and transverse reinforcements are used to arrange the concrete member in accordance with the "strong shear and weak bending" design. Therefore, the concrete member will first yield under the lateral load;

[0041] Step 2: Use the longitudinal extension of the concrete member to realize the "sliding-limit closing" working mode of the sliding limit support. Adjust the sliding distance to make the sliding limit support reach the limit closing state in time. At this time, it is necessary to prevent the sliding limit support from not closing or closing in advance after the concrete member is bent and yielded;

[0042] Step 3: The support limit closure on the tensile and compressive sides of the concrete member provides three strengthening opportunities for other control sections;

[0043] Step 4: The other control sections yield in an orderly manner and strengthen step by step, and the plastic damage is discrete along the longitudinal direction.

[0044] As a preferred technical solution of the present invention: in step 3,

[0045] First strengthening opportunity: The concrete member bends under the lateral load, and the longitudinal and transverse reinforcements on the concrete member harden. This is the first strengthening opportunity.

[0046] Second strengthening opportunity: The support on the tension side slides and closes, providing additional resistance to bending moment for the concrete member, and the lateral stiffness of the control section is improved. This is the second strengthening opportunity;

[0047] The third opportunity for strengthening: the support on the compression side slides and closes, and the lateral stiffness of the control section is increased again. This is the third opportunity for strengthening.

[0048] Compared with the prior art, the present invention has the following beneficial effects:

[0049] In the present invention, concrete and steel are widely used building materials. It is very economical and efficient to use their plastic damage to dissipate energy. It is also the main energy dissipation method for concrete components to resist earthquakes. The concrete components with discretized damage make full use of the cross-sectional materials of the components. The components with post-yield strengthening behavior have a smaller demand for the deformation capacity of the cross-sectional curvature, and the deformation of the system can easily meet the use requirements.

[0050] Secondly, the manufacturing and installation of supports and concrete components can be completed using prefabricated technology to adapt to the process of building industrialization. It can be seen that damage discretized concrete structures are expected to significantly reduce component weight, material usage, construction costs and carbon emissions over the entire life cycle, and are expected to become a new form of efficient concrete components.

[0051] Secondly, the damaged discretized concrete structure with rigid ends can be regarded as an ordinary concrete member before the support "limit closure" occurs, and the difference in stiffness before yield of the two types of concrete members is small. Therefore, the structural small earthquake design can be improved based on the traditional design method.

[0052] Finally, in addition to supports with the "slip-limited closure" working mode, other supports with multi-stage behavior can also be selected; in addition to steel bars, other reinforcement materials with certain or significant post-yield strengthening behavior can also be selected. BRIEF DESCRIPTION OF THE DRAWINGS

[0053] Figure 1 It is a flow chart of the method for realizing the damage discretization of concrete components in the present invention.

[0054] Figure 2 It is a three-dimensional isometric schematic diagram and a support cross-sectional diagram of the damage discretized shear wall in the present invention.

[0055] Figure 3 It is a cross-sectional view of the damage discretized shear wall in the present invention.

[0056] Figure 4 It is a simplified diagram of the damage discretization shear wall structure and the damage discretization implementation process in the present invention.

[0057] Figure 5 It is a three-dimensional isometric schematic diagram of the damage discretized cantilever beam in the present invention.

[0058] Figure 6 It is a cross-sectional view of the cantilever beam in the present invention.

[0059] List of reference numerals:

[0060] 1. Concrete shear wall panel; 2. Sliding limit support; 3. Pin; 4. Concrete cantilever beam; 101. Longitudinal reinforcement of wall panel; 102. Transverse reinforcement of wall panel; 103. U-shaped steel hoop; 104. Wall panel ear plate; 201. Support ear plate; 202. Disc spring; 203. Support tolerance adjustment pad; 204. Support tolerance adjustment bolt; 205. Device outer frame; 206. Support body; 207. Baffle; 401. Cantilever beam longitudinal reinforcement; 402. Cantilever beam transverse reinforcement; 403. Box-shaped steel hoop; 404. Cantilever beam ear plate. DETAILED DESCRIPTION

[0061] The present invention is further described in detail below in conjunction with the accompanying drawings and specific embodiments:

[0062] like Figure 1-6As shown, the present invention proposes a structure that can realize the discretization of concrete component damage, including a concrete component and a sliding limit support 2, wherein the concrete component is provided with longitudinal reinforcements in the longitudinal direction and transverse reinforcements in the transverse direction, the sliding limit support 2 is longitudinally arranged along the opposite side edges of the concrete component and is hinged to the concrete component through a connecting component, the sliding limit supports 2 hinged on both sides divide the concrete component into different control sections, and under the action of the transverse cyclic reciprocating load, the sliding limit supports 2 arranged on the two side edges of the concrete component are alternately closed in compression and tension, and the shear forces in opposite directions on both sides of the concrete component are respectively transmitted to the sliding limit supports 2 on both sides to form a force couple.

[0063] The sliding limit support 2 includes a disc spring 202, a support tolerance adjustment pad 203, a support tolerance adjustment bolt 204, an outer frame 205 and a support body 206. A plurality of baffles 207 are respectively arranged on the outer frame 205 and the support body 206 to divide the inner part of the outer frame 205 into a plurality of spaces. Space is reserved at the end to place the disc spring 202. The support tolerance adjustment pads 203 are respectively arranged at both ends of the sliding limit support 2. The displacement is limited by adjusting the distance between the pads. The support tolerance adjustment bolt 204 fixes the support tolerance pad on the outer frame 205 of the device. When the sliding limit support 2 is subjected to tension / compression, the support body 206 moves, and the baffle 207 pushes the disc spring 202 to stretch or compress, and the overall length of the sliding limit support 2 is stretched / compressed. When the baffle 207 contacts the tolerance adjustment pad, the stretching / compression stops, and it is in the limit closed state. At this time, the sliding limit support 2 provides additional axial force, and together with the concrete member, provides resistance to bending moment.

[0064] The structure for realizing the discretization of concrete component damage proposed in the present invention comprises a concrete component and a sliding limit support 2. The concrete component is provided with longitudinal reinforcements in the longitudinal direction and transverse reinforcements in the transverse direction. The sliding limit support 2 is longitudinally arranged along the opposite side edges of the concrete component and is hinged to the concrete component through a connecting assembly. The sliding limit supports 2 hinged on both sides divide the concrete component into different control sections. Under the action of the transverse cyclic reciprocating load, the sliding limit supports 2 arranged on the two side edges of the concrete component are alternately closed in compression and tension, and the shear forces in opposite directions on both sides of the concrete component are respectively transmitted to the sliding limit supports 2 on both sides, thereby forming a force couple. Example

[0065] like Figure 2-4As shown, the concrete component is a concrete shear wall panel 1, in which a longitudinal wall panel reinforcement 101 is longitudinally arranged, and a transverse wall panel reinforcement 102 is transversely arranged. The connection assembly includes a U-shaped steel hoop 103 and a wall panel ear plate 104, and the wall panel ear plates 104 are arranged at the left and right edges of the concrete shear wall panel 1 and fixed relatively to each other. The U-shaped steel hoop 103 passes through the wall panel ear plates 104 to connect the longitudinal wall panel reinforcement 101 and the transverse wall panel reinforcement 102 in the concrete shear wall panel 1, and the U-shaped steel hoop 103 wraps and constrains the concrete in the connection area of ​​the concrete shear wall panel 1, as follows:

[0066] Stage 1: When the lateral load is at the preset minimum value, the sliding limit support 2 remains elastic, and the lateral bearing capacity and stiffness are only provided by the concrete shear wall slab 1;

[0067] Stage 2: When the lateral load continues to increase to the preset value 1, the longitudinal reinforcement 101 of the wall panel yields, and the control section at the bottom of the concrete shear wall panel 1 gradually forms a plastic hinge, and the longitudinal elongation of the concrete shear wall panel 1 increases faster;

[0068] Stage 3: When the lateral load continues to increase to the preset value 2, the sliding limit supports 2 on the tension and compression sides successively undergo "slippage-limit closure", the longitudinal extension of the sliding limit supports 2 in the corresponding control section stops, the lateral stiffness of the component is improved, the concrete damage in the bottom and root control sections of the concrete shear wall panel 1 slows down, and the shear forces in opposite directions on the left and right sides of the concrete shear wall panel 1 are respectively transmitted to the sliding limit supports 2 on both sides, forming a force couple, which together with the concrete shear wall panel 1 resist the overturning moment;

[0069] Stage 4: When the lateral load continues to increase to the maximum value, the other control sections of the concrete shear wall panel 1 yield in order and are strengthened section by section until the concrete shear wall panel 1 of a certain control section reaches the shear bearing capacity limit state and is destroyed as a whole.

[0070] It also includes a pin shaft 3, an axial hole is arranged on the U-shaped steel hoop 103, and support ear plates 201 adapted to the U-shaped steel hoop 103 are respectively arranged at both ends of the sliding limit support 2, two layers of ear plates are arranged at one end of the support ear plate 201, and one layer of ear plate is arranged at the other end, and holes are arranged on the ear plates at both ends, and the support ear plates 201 at different ends of two adjacent sliding limit supports 2 are respectively hinged to the wall panel ear plates 104 through the pin shaft 3 to realize the fixation of the sliding limit support 2.

[0071] The sliding limit support 2 includes a disc spring 202, a support tolerance adjustment pad 203, a support tolerance adjustment bolt 204, an outer frame 205 and a support body 206. A plurality of baffles 207 are respectively arranged on the outer frame 205 and the support body 206 to divide the inner part of the outer frame 205 into a plurality of spaces. Space is reserved at the end to place the disc spring 202. The support tolerance adjustment pads 203 are respectively arranged at both ends of the sliding limit support 2. The displacement limit size is adjusted by the pad spacing. The support tolerance adjustment bolt 204 fixes the support tolerance pad on the outer frame 205 of the device. When the sliding limit support 2 is subjected to tension / compression, the support body 206 moves, and the baffle 207 pushes the disc spring 202 to stretch or compress, and the overall length of the sliding limit support 2 is stretched / compressed. When the baffle 207 contacts the tolerance adjustment pad, the stretching / compression stops, and it is in the limit closed state. At this time, the sliding limit support 2 provides additional axial force, and together with the concrete shear wall panel 1, provides resistance to bending moment.

[0072] A gap is reserved between the sliding limit support 2 and the concrete shear wall panel 1, and the gap is filled with flexible refractory material.

[0073] The concrete component is a concrete shear wall panel 1 , in which longitudinal reinforcement 101 is arranged longitudinally and transverse reinforcement 102 is arranged transversely, wherein the connection assembly includes a U-shaped steel hoop 103 and a wall panel ear plate 104 .

[0074] Among them, the wall panel transverse reinforcement 102 and the wall panel longitudinal reinforcement 101 are both steel bars. By designing according to the principle of "strong shear and weak bending", the concrete shear wall panel 1 first undergoes bending yielding under the action of the transverse load. The wall panel ear plate 104 is located on the outside of the U-shaped steel hoop and vertically fixed thereon; the U-shaped steel hoop is connected to the wall panel transverse reinforcement 102 and the wall panel longitudinal reinforcement 101 on the concrete shear wall panel 1, such as the steel bars are welded to the web of the U-shaped steel hoop.

[0075] The sliding limit supports 2 are arranged longitudinally along the edge of the concrete shear wall panel 1, and the specific number is consistent with the number of the embedded wall panel ears 104; the adjacent sliding limit supports 2 and the concrete shear wall panel 1 are hinged by the embedded wall panel ears 104 and the pin 3; the sliding limit supports 2 hinged at both ends divide the concrete shear wall panel 1 into different control sections. The sliding limit supports 2 can realize the "sliding-limited closing" working mode. In the sliding stage, the sliding limit supports 2 provide almost no additional axial force. At this time, the damage discretization structure performance is close to that of the ordinary concrete shear wall panel 1; in the limited closing stage, the sliding limit supports 2 provide additional axial force and bending moment. Under the action of the transverse cyclic reciprocating load, the sliding limit supports 2 on the left and right sides of the concrete shear wall panel 1 are alternately closed in compression and tension, and the shear forces in opposite directions on both sides of the concrete shear wall panel 1 are respectively transmitted to the sliding limit supports 2 on both sides, which can form a force couple.

[0076] Specifically:

[0077] Stage 1: When the lateral load is at the preset minimum value, the sliding limit support 2 remains elastic, and the lateral bearing capacity and stiffness are only provided by the concrete shear wall slab 1;

[0078] Stage 2: When the lateral load continues to increase to the preset value 1, the longitudinal reinforcement 101 of the wall panel yields, and the control section at the bottom of the concrete shear wall panel 1 gradually forms a plastic hinge, and the longitudinal elongation of the concrete shear wall panel 1 increases faster;

[0079] Stage 3: When the lateral load continues to increase to the preset value 2, the sliding limit supports 2 on the tension and compression sides successively undergo "slippage-limit closure", the longitudinal extension of the sliding limit supports 2 in the corresponding control section stops, the lateral stiffness of the component is improved, the concrete damage in the bottom and root control sections of the concrete shear wall panel 1 slows down, and the shear forces in opposite directions on the left and right sides of the concrete shear wall panel 1 are respectively transmitted to the sliding limit supports 2 on both sides, forming a force couple, which together with the concrete shear wall panel 1 resist the overturning moment;

[0080] Stage 4: When the lateral load continues to increase to the maximum value, the other control sections of the concrete shear wall panel 1 yield in order and are strengthened section by section until the concrete shear wall panel 1 of a certain control section reaches the shear bearing capacity limit state and is destroyed as a whole.

[0081] The connecting component includes a U-shaped steel hoop 103, a wall panel ear plate 104 and a pin 3. The connecting component can realize the hinge connection between the sliding limit support 2 and the concrete shear wall panel 1, wherein the wall panel ear plates 104 are arranged on the left and right edges of the concrete shear wall panel 1 and are fixed relatively to each other. The U-shaped steel hoop 103 passes through the wall panel ear plates 104 to connect the wall panel longitudinal reinforcement 101 and the wall panel transverse reinforcement 102 in the concrete shear wall panel 1. The U-shaped steel hoop 103 wraps and constrains the concrete in the connection area of ​​the concrete shear wall panel 1. There are multiple connection methods between the U-shaped steel hoop 103 and the wall panel longitudinal reinforcement 101 and the wall panel transverse reinforcement 102 in the concrete shear wall panel 1, such as welding the steel bar to the web of the steel hoop, etc. An axial hole is reserved at the center of the wall panel ear plate 104 for installing the pin 3.

[0082] A gap is reserved between the sliding limit support 2 and the concrete shear wall panel 1, and a flexible fire-resistant material, such as a gypsum board, is filled in the gap. Example

[0083] like Figure 5-6 As shown, the concrete member is a cantilever beam, and the cantilever beam arm is hinged to the sliding limit support 2 through a connecting assembly. The cantilever beam is provided with a cantilever beam longitudinal reinforcement 401 longitudinally and a cantilever beam transverse reinforcement 402 transversely. The connecting assembly includes a box-shaped steel hoop 403, a cantilever beam ear plate 404 and a fixed axis. The cantilever beam ear plate 404 is uniformly pre-embedded in the side of the cantilever beam longitudinally. The box-shaped steel hoop 403 is located between the cantilever beam and the cantilever beam ear plate 404, and the entire connection area between the two is wrapped and constrained. The sliding limit support 2 is arranged on the upper side of the cantilever beam and is hinged to the cantilever beam ear plate 404 through a fixed axis. The sliding limit support 2 divides the cantilever beam into different control sections. The upper side of the cantilever beam is subjected to tension, and the sliding limit support 2 is closed under tension and limits, and resists the bending moment together with the cantilever beam.

[0084] Specifically, the cantilever beam generates longitudinal elongation under the transverse load, and the sliding limit support 2 generates longitudinal stretching. When the sliding limit support 2 of the corresponding control section reaches the tension limit closure, it provides additional axial force and bending moment, and the lateral stiffness of the control section is improved. The axial constraint provided by the sliding limit support 2 effectively limits the further development of the plastic hinge in the section.

[0085] Different control sections on the cantilever beam yield in sequence and are strengthened section by section until the cantilever beam in a certain control section reaches the shear / bending bearing capacity limit state, thus realizing the damage discretization of the cantilever beam as a whole.

[0086] The box-shaped steel hoop 403 is connected to the cantilever beam longitudinal reinforcement 401 and the cantilever beam transverse reinforcement 402 respectively, and a mounting hole for mounting a fixed shaft is provided at the center of the cantilever beam ear plate 404.

[0087] There is a gap between the sliding limit support 2 and the cantilever beam, and the gap is filled with flexible refractory material.

[0088] The concrete member is a cantilever beam, and the cantilever beam arm is hinged to the sliding limit support 2 through a connecting assembly. A cantilever beam longitudinal reinforcement 401 is longitudinally arranged in the cantilever beam, and a cantilever beam transverse reinforcement 402 is transversely arranged in the cantilever beam. The connecting assembly includes a box-shaped steel hoop 403 and a cantilever beam ear plate 404, wherein the cantilever beam ear plate 404 is longitudinally and uniformly pre-embedded in the side of the cantilever beam, and the box-shaped steel hoop 403 wraps and constrains the connection area.

[0089] Among them, the sliding limit support 2 is arranged on the upper side of the cantilever beam, and the upper side is tensile. The sliding limit support 2 is closed under tension and resists the bending moment together with the cantilever beam. The sliding limit support 2 improves the bending resistance of the cantilever beam and realizes the damage discretization of the cantilever beam. Different from the concrete shear wall panel 1, the cantilever beam only needs to be arranged with the sliding limit support 2 on the upper side.

[0090] Among them, the sliding limit support 2 is the same as the sliding limit support 2 used in the concrete shear wall panel 1. It should be noted that any support or connection that can reasonably realize the "sliding-limit closure" working mode can be adopted; in the sliding stage, the sliding limit support 2 provides almost no additional axial force, and the damage discretization structure performance is close to that of ordinary concrete components; in the limit closure stage, the sliding limit support 2 provides additional axial force and bending moment after the limit closure.

[0091] The cantilever beam ear plate 404 is hinged to the support ear plate 201; the support ear plate 201 divides the cantilever beam into different control sections; there is a gap between the support and the cantilever beam, which can be filled with flexible fire-resistant materials such as gypsum board.

[0092] The cantilever beam ear plate 404 is located on the outside of the box-shaped steel hoop 403. The box-shaped steel hoop 403 is connected to the cantilever beam longitudinal reinforcement 401 and the cantilever beam transverse reinforcement 402 in the cantilever beam. For example, the steel bars are welded to the web of the embedded ear plate. It is slightly different from the U-shaped steel hoop 103 of the concrete shear wall panel 1. The box-shaped steel hoop 403 wraps and constrains the entire cantilever beam connection area. The cantilever beam ear plate 404 has a mounting hole reserved in the center for installing a fixed axis.

[0093] The core of the multiple concentrated damages of the cantilever beam is the sliding limit support 2. The cantilever beam produces longitudinal elongation under lateral load, and the sliding limit support 2 undergoes longitudinal stretching. When the sliding limit support 2 of the corresponding control section reaches the tensile limit closure, it provides additional axial force and bending moment. The lateral stiffness of the control section is improved, and the axial constraint provided by the sliding limit support 2 effectively limits the further development of the plastic hinge in the control section. Finally, different sections of the cantilever beam yield in sequence and are strengthened section by section until the cantilever beam in a certain control section reaches the shear / bending bearing capacity limit state, thereby realizing the discretization of the damage of the cantilever beam as a whole.

[0094] like Figure 1 As shown, a method for realizing concrete component damage discretization proposed by the present invention comprises the following steps:

[0095] Step 1: Arrange the sliding limit support 2 longitudinally along the edge of the concrete member, and hinge it with the concrete member through the connection assembly. The concrete member is divided into different control sections by the sliding limit support 2 hinged at both ends. The concrete member is arranged and designed according to "strong shear and weak bending" through the longitudinal reinforcement and the transverse reinforcement. Therefore, the concrete member will first yield under the lateral load;

[0096] Step 2: Using the longitudinal extension of the concrete member to realize the "sliding-limiting closing" working mode of the sliding limit support 2, the sliding limit support 2 is adjusted to reach the limit closing state in time by adjusting the sliding distance. At this time, it should be prevented that the sliding limit support 2 is not closed or closed in advance after the concrete member is bent and yielded;

[0097] Step 3: The support limit closure on the tensile and compressive sides of the concrete member provides three strengthening opportunities for other control sections;

[0098] Step 4: The other control sections yield in an orderly manner and strengthen step by step, and the plastic damage is discrete along the longitudinal direction.

[0099] In step 3, the first strengthening opportunity: the concrete member bends under the lateral load, and the longitudinal and transverse reinforcements on the concrete member harden. This is the first strengthening opportunity;

[0100] Second strengthening opportunity: The support on the tension side slides and closes, providing additional resistance to bending moment for the concrete member, and the lateral stiffness of the control section is improved. This is the second strengthening opportunity;

[0101] The third opportunity for strengthening: the support on the compression side slides and closes, and the lateral stiffness of the control section is increased again. This is the third opportunity for strengthening.

[0102] In the present invention, concrete and steel are widely used building materials. It is very economical and efficient to use their plastic damage to dissipate energy. It is also the main energy dissipation method for concrete components to resist earthquakes. The concrete components with discretized damage make full use of the cross-sectional materials of the components. The components with post-yield strengthening behavior have a smaller demand for the deformation capacity of the cross-sectional curvature, and the deformation of the system can easily meet the use requirements.

[0103] Secondly, the manufacturing and installation of supports and concrete components can be completed using prefabricated technology to adapt to the process of building industrialization. It can be seen that damage discretized concrete structures are expected to significantly reduce component weight, material usage, construction costs and carbon emissions over the entire life cycle, and are expected to become a new form of efficient concrete components.

[0104] Secondly, the damaged discretized concrete structure with rigid ends can be regarded as an ordinary concrete member before the support "limit closure" occurs, and the difference in stiffness before yield of the two types of concrete members is small. Therefore, the structural small earthquake design can be improved based on the traditional design method.

[0105] Finally, in addition to supports with the "slip-limited closure" working mode, other supports with multi-stage behavior can also be selected; in addition to steel bars, other reinforcement materials with certain or significant post-yield strengthening behavior can also be selected.

[0106] The above description is only a preferred embodiment of the present invention and does not constitute any other form of limitation to the present invention. Any modification or equivalent change made based on the technical essence of the present invention still falls within the scope of protection required by the present invention.

Claims

1. A structure capable of realizing damage discretization of concrete components, characterized in that: The concrete member comprises a concrete member and a sliding limit support (2), wherein longitudinal reinforcement is arranged longitudinally in the concrete member and transverse reinforcement is arranged transversely in the concrete member, wherein the sliding limit support (2) is longitudinally arranged along the opposite edges of the concrete member and is hinged to the concrete member through a connecting assembly, wherein the sliding limit support (2) hinged on both sides divides the concrete member into different control sections, and when the concrete member is subjected to a transverse cyclic reciprocating load, the sliding limit support (2) arranged on the edges of both sides of the concrete member is closed alternately under compression and tension, and the shear forces in opposite directions on both sides of the concrete member are respectively transmitted to the sliding limit supports (2) on both sides, thereby forming a force couple; The sliding limit support (2) comprises a disc spring (202), a support tolerance adjustment pad (203), a support tolerance adjustment bolt (204), an outer frame (205) and a support body (206). A plurality of baffles (207) are respectively arranged on the outer frame (205) and the support body (206) to divide the interior of the outer frame (205) into a plurality of spaces. Spaces are reserved at the ends, and the disc springs (202) are placed in the spaces. The support tolerance adjustment pads (203) are respectively arranged at the two ends of the sliding limit support (2). The support tolerance adjustment pads (203) are used to adjust the limit by adjusting the spacing between the support tolerance adjustment pads (203). The support tolerance adjustment bolt (204) fixes the support tolerance adjustment pad (203) on the device outer frame (205); when the sliding limit support (2) is subjected to tension / compression, the support body (206) moves, and the baffle (207) pushes the disc spring (202) to stretch or compress, and the overall length of the sliding limit support (2) is stretched / compressed; when the baffle (207) contacts the support tolerance adjustment pad (203), the stretching / compression stops, and it is in the limit closed state. At this time, the sliding limit support (2) provides additional axial force, and together with the concrete component, provides resistance to bending moment.

2. A structure capable of realizing damage discretization of concrete components according to claim 1, characterized in that: The concrete component is a concrete shear wall panel (1), wherein the concrete shear wall panel (1) is provided with longitudinal wall panel reinforcement (101) in the longitudinal direction and transverse wall panel reinforcement (102) in the transverse direction. The connection assembly comprises a U-shaped steel hoop (103) and a wall panel ear plate (104), wherein the wall panel ear plates (104) are arranged at the left and right edges of the concrete shear wall panel (1) and are fixed relative to each other in pairs. The U-shaped steel hoop (103) passes through the wall panel ear plates (104) to connect the longitudinal wall panel reinforcement (101) and the transverse wall panel reinforcement (102) in the concrete shear wall panel (1), and the U-shaped steel hoop (103) wraps and constrains the concrete in the connection area of ​​the concrete shear wall panel (1), as follows: Stage 1: When the lateral load is at the preset minimum value, the sliding limit support (2) remains elastic, and the lateral bearing capacity and stiffness are only provided by the concrete shear wall slab (1); Stage 2: When the transverse load continues to increase to a preset value of 1, the longitudinal reinforcement (101) of the wall panel yields, a plastic hinge is gradually formed in the control section at the bottom of the concrete shear wall panel (1), and the longitudinal elongation of the concrete shear wall panel (1) increases faster; Stage 3: When the lateral load continues to increase to the preset value 2, the sliding limit supports (2) on the tension and compression sides successively undergo "slippage-limit closure", the longitudinal extension of the sliding limit supports (2) in the corresponding control sections stops, the lateral stiffness of the component increases, the concrete damage in the bottom and root control sections of the concrete shear wall panel (1) slows down, and the shear forces in opposite directions on the left and right sides of the concrete shear wall panel (1) are respectively transmitted to the sliding limit supports (2) on both sides, forming a force couple, which together with the concrete shear wall panel (1) resist the overturning moment; Stage 4: When the lateral load continues to increase to the maximum value, the other control sections of the concrete shear wall panel (1) yield in order and strengthen section by section until the concrete shear wall panel (1) of a certain control section reaches the ultimate shear bearing capacity state and is destroyed as a whole.

3. The structure capable of realizing damage discretization of concrete components according to claim 2, characterized in that: The connection assembly also includes a pin shaft (3), an axial hole is provided on the U-shaped steel hoop (103), support ear plates (201) adapted to the U-shaped steel hoop (103) are respectively provided at both ends of the sliding limit support (2), two layers of ear plates are provided at one end of the support ear plate (201), and one layer of ear plate is provided at the other end, and holes are provided on the ear plates at both ends, and the support ear plates (201) at different ends of two adjacent sliding limit supports (2) are respectively hinged to the wall panel ear plates (104) through the pin shaft (3) to achieve the fixation of the sliding limit support (2).

4. The structure capable of realizing damage discretization of concrete components according to claim 2, characterized in that: A gap is reserved between the sliding limit support (2) and the concrete shear wall panel (1), and the gap is filled with a flexible refractory material.

5. The structure capable of realizing damage discretization of concrete components according to claim 1, characterized in that: The concrete member is a cantilever beam, which is hinged to the sliding limit support (2) through a connection assembly. The cantilever beam is provided with a cantilever beam longitudinal reinforcement (401) in the longitudinal direction and a cantilever beam transverse reinforcement (402) in the transverse direction. The connection assembly comprises a box-shaped steel hoop (403), a cantilever beam ear plate (404) and a fixed axis. The cantilever beam ear plate (404) is uniformly pre-buried in the side of the cantilever beam in the longitudinal direction. The box-shaped steel hoop (403) is located between the cantilever beam and the cantilever beam ear plate (404), and wraps and constrains the entire connection area between the two. The sliding limit support (2) is arranged on the upper side of the cantilever beam and is hinged to the cantilever beam ear plate (404) through a fixed axis. The sliding limit support (2) divides the cantilever beam into different control sections. The upper side of the cantilever beam is subjected to tension, and the sliding limit support (2) is closed under tension and limits, and resists bending moment together with the cantilever beam. Specifically, the cantilever beam generates longitudinal elongation under the transverse load, and the sliding limit support (2) generates longitudinal stretching. When the sliding limit support (2) of the corresponding control section reaches the tension limit closure, it provides additional axial force and bending moment, and the lateral stiffness of the control section is improved. The axial constraint provided by the sliding limit support (2) effectively limits the further development of the plastic hinge in the section. Different control sections on the cantilever beam yield in sequence and are strengthened section by section until the cantilever beam in a certain control section reaches the shear / bending bearing capacity limit state, thus realizing the damage discretization of the cantilever beam as a whole.

6. The structure capable of realizing damage discretization of concrete components according to claim 5, characterized in that: The box-shaped steel hoop (403) is respectively connected to the cantilever beam longitudinal reinforcement (401) and the cantilever beam transverse reinforcement (402), and a mounting hole for mounting a fixed shaft is provided at the center of the cantilever beam ear plate (404).

7. The structure capable of realizing damage discretization of concrete components according to claim 5, characterized in that: There is a gap between the sliding limit support (2) and the cantilever beam, and the gap is filled with a flexible refractory material.

8. A method for realizing damage discretization of a concrete component according to any one of claims 1 to 7, characterized in that: The steps include: Step 1: a sliding limit support (2) is longitudinally arranged along the edge of the concrete member, and is hinged to the concrete member through a connecting assembly. The concrete member is divided into different control sections by the sliding limit support (2) hinged at both ends. The concrete member is arranged and designed according to "strong shear and weak bending" through longitudinal reinforcement and transverse reinforcement. Therefore, the concrete member will first yield under the lateral load; Step 2: The "sliding-limiting closing" working mode of the sliding limit support (2) is realized by using the longitudinal extension of the concrete member. The sliding limit support (2) is adjusted to reach the limiting closing state in due time by adjusting the sliding distance. At this time, it is necessary to prevent the sliding limit support (2) from not closing or closing in advance after the concrete member is bent and yielded; Step 3: The support limit closure on the tensile and compressive sides of the concrete member provides three strengthening opportunities for other control sections; Step 4: The other control sections yield in an orderly manner and strengthen step by step, and the plastic damage is discrete along the longitudinal direction.

9. A method for realizing damage discretization of concrete components according to claim 8, characterized in that: In step 3, First strengthening opportunity: The concrete member bends under the lateral load, and the longitudinal and transverse reinforcements on the concrete member harden. This is the first strengthening opportunity. Second strengthening opportunity: The support on the tension side slides and closes, providing additional resistance to bending moment for the concrete member, and the lateral stiffness of the control section is improved. This is the second strengthening opportunity; The third opportunity for strengthening: the support on the compression side slides and closes, and the lateral stiffness of the control section is increased again. This is the third opportunity for strengthening.

Images