Anti-seismic masonry filler wall, construction method thereof and yield constraint supporting structure

Abstract

The invention relates to an anti-seismic structure of a building, and particularly discloses an anti-seismic masonry filler wall, a construction method thereof and a buckling restrained brace structure. The anti-seismic masonry filling wall comprises a masonry filling frame jointly defined by a left column body, a right column body, an upper-layer beam body and a lower-layer beam body, and two sets of viscous dampers arranged in the masonry filling frame in a splayed mode. A lower wall body is built in the inner side frame space of the two groups of viscous dampers through bricks; concrete slab strips and upper wall bodies built on the corresponding concrete slab strips through bricks are arranged in outer frame spaces of the two groups of viscous dampers respectively; the middle of each concrete slab strip is connected with the upper-layer beam body through a second concrete constructional column, and the two ends of each concrete slab strip are fixed to the beam side gusset plate assembly and the corresponding column side gusset plate assembly through internally-arranged main reinforcements. The technical difficulty of integral connection of the viscous damper between the beam side gusset plate assembly and the corresponding column side gusset plate assembly is effectively reduced, and the operation efficiency and the anti-seismic quality are improved.

Description

Technical Field

[0001] The invention relates to an earthquake-resistant structure of a building, in particular to an earthquake-resistant masonry filling wall, a construction method of the earthquake-resistant masonry filling wall and a yield restraint supporting structure. Background Art

[0002] In the construction of some large-story and large-span buildings (such as theaters, gymnasiums and other facilities), in order to meet the functional design technical requirements of the buildings and enhance their seismic performance, a buckling restrained support structure with an approximate "eight" shape arrangement is set between the middle of the beam of a set of bay structures and the corners of the columns on both sides below, and brick masonry filling walls are used in the three spaces separated by the buckling restrained support structure.

[0003] Specifically, the buckling restrained support structure includes a set of beam side node plate assemblies, two sets of column side node plate assemblies and two sets of viscous dampers. Among them, the beam side node plate assembly is anchored at the middle of the bottom side of the upper beam body, and the two corners of the bottom of the beam side node plate of the beam side node plate assembly respectively have damping connection positions of inclined surface structure. The two sets of column side node plate assemblies are correspondingly anchored at the column corners at both ends of the lower beam body, and the column side node plate of each set of column side node plate assemblies has a damping connection position of inclined surface structure. The two sets of viscous dampers are correspondingly connected between the two sets of column side node plate assemblies and the beam side node plate assemblies, and are arranged in an eight-shaped structure. In the inner frame space of the two sets of viscous dampers arranged in the eight-shaped structure, the lower wall is built with bricks. In the outer frame space of the two sets of viscous dampers arranged in the eight-shaped structure, the upper wall is built with bricks. In this way, an earthquake-resistant masonry infill wall is formed in the large bay structure of the building.

[0004] In the above-mentioned seismic masonry infill wall, the bottom of the lower wall is located on the top side of the lower beam body, and a caulking gap is formed between the top of the lower wall and the corresponding viscous damper and filled with a flexible caulking layer. The bottom of each upper wall needs to be located on the bearing structure at the upper side of the corresponding viscous damper, and the bearing structure is directly supported to avoid gravity acting on the corresponding viscous damper, so that a caulking gap is formed between the bearing structure and the corresponding viscous damper and filled with a flexible caulking layer. For example, the Chinese patent document discloses a technology named "A structure for isolating BRB from surrounding partition walls", publication number CN 219794270 U, publication date October 3, 2023; a technology named "Seismic resistant building wall", publication number CN 210105036 U, publication date February 21, 2020; and a technology named "A connection structure of a buckling restrained support and a filling wall", publication number CN218933450 U, publication date April 28, 2023.

[0005] In the technologies of CN 219794270 U and CN 210105036 U, the bearing structure of the upper wall is a channel steel structure, and its two ends are pre-buried between the upper beam and the corresponding column. In the technology of publication number CN218933450 U, the bearing structure of the upper wall is a concrete slab structure, and the internal main reinforcement at both ends is anchored between the upper beam and the corresponding column. It can be seen that the existing seismic masonry infill wall based on the buckling restraint support structure directly anchors the bearing structure of the upper wall between the upper beam and the corresponding column. It is necessary to form the supporting structure of the upper wall before the viscous damper is erected and at the same time as the upper beam and column are cast. When the two sets of viscous dampers are erected, there is already an upper wall bearing structure arranged in an approximate "eight" shape in the masonry infill frame. In addition, based on the narrow matching clearance between the bearing structure of the upper wall and the viscous damper (usually about 30 mm), the technical difficulty of the integrated connection between the viscous damper on the beam side node plate assembly and the corresponding column side node plate assembly is increased, the operating efficiency is reduced, and it is not conducive to reliably ensuring the technical quality of the integrated connection between the viscous damper on the beam side node plate assembly and the corresponding column side node plate assembly, thereby affecting the seismic performance. Summary of the invention

[0006] The technical purpose of the present invention is to provide a seismic masonry infill wall that can effectively support the upper wall and prevent the gravity of the upper wall from acting on the corresponding viscous damper, and can make the bearing structure of the upper wall easy to form after the beams and columns are formed, which is conducive to first erecting the viscous damper and then forming the upper wall bearing structure, as well as a construction method of the seismic masonry infill wall and a buckling restrained support structure.

[0007] The technical purpose of the present invention is achieved by the following technical solution: an earthquake-resistant masonry infill wall, comprising a left column and a right column arranged in left and right positions, and an upper beam and a lower beam arranged in upper and lower positions between the left column and the right column, wherein the upper beam, the lower beam, the left column, and the right column together form a masonry infill frame; In the masonry filling frame, a beam side node plate assembly is anchored at the middle of the bottom side of the upper beam body, a group of column side node plate assemblies is anchored at the corner between the lower beam body and the left column body, another group of column side node plate assemblies is anchored at the corner between the lower beam body and the right column body, and two groups of viscous dampers are connected between the beam side node plate assembly and the two groups of column side node plate assemblies in an eight-shaped arrangement structure; The lower wall is built with bricks in the inner frame space of the two groups of viscous dampers arranged in an eight-shaped pattern; In the outer frame space of the two groups of viscous dampers arranged in an eight-shaped pattern, a concrete slab is formed along the oblique direction of the corresponding viscous damper, and a caulking gap is left between the bottom side of the concrete slab and the corresponding viscous damper; The middle part of each concrete slab is connected to the upper beam body through a second concrete structural column, and both ends of each concrete slab are fixed to the beam side node plate assembly and the corresponding column side node plate assembly by internal main reinforcement; An upper wall is built with bricks in the outer frame space of each concrete slab.

[0008] Furthermore, rear anchor main reinforcements are fixed to the corresponding rib plates of the beam side node plate assembly and the column side node plate assembly respectively by double-sided welding; The two ends of the concrete slab are internally provided with main reinforcements, which overlap and match with the corresponding rear-anchor main reinforcements on the beam side node plate assembly and the column side node plate assembly, and the overlap length is ≥ 50d of the internal main reinforcements. The overlap is fixed by tying with multiple tie bars.

[0009] Furthermore, the second concrete structural column and the corresponding brick masonry end of the upper wall are interlocked in a concave and convex manner.

[0010] Furthermore, in the lower wall, a concrete structural column 1 is arranged with its top located in the middle of the beam side node plate assembly and its bottom located in the middle of the lower beam body; The concrete structural column 1 and the corresponding brick masonry end of the lower wall are interlocked in a concave and convex manner.

[0011] Furthermore, a rear anchor main reinforcement is fixed to the corresponding rib plate in the middle of the beam side node plate assembly by double-sided welding; The top of the inner main reinforcement of the concrete structural column 1 overlaps with the rear anchor main reinforcement at the middle of the beam side node plate assembly, and the overlap length is ≥ 50d of the inner main reinforcement, and the overlap is fixed by a plurality of tie bars; The bottom end of the inner main reinforcement of the concrete structural column 1 is planted in the lower beam body by gluing.

[0012] Furthermore, a caulking gap is respectively left between the lower wall and the two sets of viscous dampers; The caulking joints between the two sets of viscous dampers and the lower wall, and the caulking joints between the two concrete slabs, have a width of 30 to 40 mm respectively; The filling seam has a bulk density of 35 kg / m 3 Extruded polystyrene board.

[0013] In view of the particularity of the buckling restrained support structure, the seismic masonry infill wall connects each concrete slab used to support the upper wall with the upper beam through the middle concrete structural column 2, and connects with the beam side node plate assembly and the corresponding column side node plate assembly through the internal main reinforcement at both ends, so as to clearly support the upper wall and prevent the gravity of the upper wall from acting on the corresponding viscous damper. This forming structure of the concrete slab can meet the requirements of reliable bearing and is basically independent of the forming process of the upper beam and the corresponding column during forming, that is, the concrete slab can be easily formed after the beam and the column are formed, so that it is convenient to first set up the viscous damper and then form the concrete slab, leaving sufficient working space for the setting up of the viscous damper, thereby reducing the technical difficulty of the integral connection between the beam side node plate assembly and the corresponding column side node plate assembly, improving the working efficiency and the technical quality of the integral connection, and improving the seismic performance.

[0014] In addition, the molding structure of the seismic masonry infill wall, through the cooperation of the corresponding concrete structural columns and brick masonry, makes the lower wall and the upper wall respectively form high-quality integrity to improve the seismic performance of the masonry infill. By filling the corresponding caulking joints with extruded polystyrene boards, the lower wall of the masonry infill, the concrete slab and the corresponding viscous damper form a flexible cooperation, thereby achieving a slow seismic isolation effect and improving the seismic performance under the premise of achieving filling.

[0015] A construction method for the above-mentioned earthquake-resistant masonry infill wall, the construction method comprising the following process steps: S1. Install the inner main reinforcement of the left column and the right column respectively; Using the inner main reinforcement of the left and right columns and the bottom structure as support, set up the casting formwork for the lower beam; Install the internal main reinforcement in the casting formwork of the lower beam body; S2. Install the lower beam anchoring components of the two sets of column side gusset plate components from top to bottom into the inner main reinforcement of the lower beam body close to the left column and the right column; S3. Tie the tie bars to the inner main bars of the lower beam; Each tie bar at each lower beam anchor assembly passes through the stirrup barrel groove of the lower beam anchor assembly, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in upper and lower positions; S4. Install the column anchoring assemblies of the two sets of column side gusset plate assemblies in the inner main reinforcement of the left column and the right column from the inside to the outside; The column anchoring assembly and the lower beam anchoring assembly of the same group of column side node plate assemblies form an L-shaped matching structure at the corresponding column foot; S5. Tie tie bars to the inner main bars of the left and right columns respectively; Each tie bar at each column anchor assembly passes through the stirrup barrel groove of the column anchor assembly, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in left and right positions; S6. Set up the casting formwork for the left column and the right column respectively; Using the casting formwork of the left column and the right column and the internal main reinforcement as support, erect the casting formwork of the upper beam; S7. Arrange the upper beam anchor assembly of the beam side node plate assembly in the casting template of the upper beam body; Installing internal main reinforcement in the casting formwork of the upper beam body, so that each internal main reinforcement of the upper beam body passes through the upper beam anchoring assembly respectively; S8. Tie the tie bars to the inner main bars of the upper beam; Each tie bar at the upper beam anchor assembly passes through the stirrup barrel groove of the upper beam anchor assembly, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in upper and lower positions; S9. pouring concrete into the casting formwork of the lower beam body and solidifying it to form the lower beam body; Pour concrete into the casting formwork of the left column and solidify to form the left column; Pour concrete into the casting formwork of the right column and solidify to form the right column; Pour concrete into the casting formwork of the upper beam body, and solidify to form the upper beam body; S10. Remove the casting formwork at the lower beam, left column, right column and upper beam respectively; S11. The column side node plate of each group of column side node plate assemblies is fixed to the corresponding L-shaped matching structure formed by the column anchor assembly and the lower beam anchor assembly by full penetration welding; The beam side gusset plate of the beam side gusset plate assembly is fixed to the bottom of the upper beam anchor assembly by full penetration welding; S12. The two sets of viscous dampers are fixed by full penetration welding between the beam side gusset plates of the beam side gusset plate assembly and the corresponding column side gusset plates of the two sets of column side gusset plate assemblies, and the two sets of viscous dampers are arranged in an eight-shaped pattern in the space between the upper beam body and the lower beam body; S13. Drill a hole in the middle of the top side of the lower beam; The inner main reinforcement of the concrete structural column is installed in the drilled hole by gluing; Weld the rear anchor main reinforcement at the bottom of the beam side node plate of the beam side node plate assembly, so that the rear anchor main reinforcement at the bottom of the beam side node plate and the embedded internal main reinforcement form a lap joint that meets the design requirements, and tie and fix them; S14. Use bricks to build a wall in the space enclosed by the lower beam and the two sets of viscous dampers; The built wall is disconnected at the inner main reinforcement of the concrete structural column 1, and the walls on the left and right sides of the inner main reinforcement of the concrete structural column 1 form a concave-convex staggered arrangement at the inner main reinforcement of the concrete structural column 1; A caulking gap that meets the design requirements is retained between the top side of the built wall and the corresponding viscous damper; S15. A casting template is set up on both sides of the front and rear sides of the main reinforcement of a concrete structural column, and the front and rear casting templates cooperate with the left and right walls to form a casting cavity for a concrete structural column; Concrete is poured into the casting cavity, and the front and rear casting templates are removed after solidification to form a concrete structural column; S16. A casting template of a concrete slab is set up on the upper side of each set of viscous dampers, and a caulking gap that meets the design requirements is retained between the casting template of each concrete slab and the corresponding viscous damper; S17. At the left and right ends of the beam side gusset plate of the beam side gusset plate assembly, respectively weld the rear anchor main reinforcement in the corresponding concrete slab casting formwork; At the top of the column side node plates of the two sets of column side node plate assemblies, rear anchor main reinforcements are respectively welded in the corresponding concrete slab casting formwork; S18. Install the main reinforcement of the concrete slab in the two sets of concrete slab casting formworks respectively; The internal main reinforcement of each set of concrete slabs and the rear anchor main reinforcement at both ends of the casting formwork form a lap joint that meets the design requirements and are tied and fixed; S19. Drilling holes on the bottom side of the upper beam corresponding to the middle of each set of concrete slabs; The inner main reinforcement of the corresponding concrete structural column 2 is installed in each group of drilled holes by gluing; Each inner main reinforcement of the same concrete structural column 2 is tied and fixed to the middle of the inner main reinforcement of the corresponding concrete slab; S20. Concrete is poured into the two sets of concrete slab casting templates respectively, and solidified to form a concrete slab; S21. Use bricks to build a wall in the space enclosed by the upper beam, the left column and the corresponding concrete slab; Use bricks to build a wall in the space enclosed by the upper beam, the right column and the corresponding concrete slab; The wall built in each space is disconnected at the inner main reinforcement of the corresponding concrete structural column 2, and the walls on the left and right sides of the inner main reinforcement of the current concrete structural column 2 form a concave-convex staggered arrangement at the inner main reinforcement of the concrete structural column 2; S22. In the current concrete structural column two with the main reinforcement on both sides of the front and rear sides of the erection casting template, the front and rear casting template with the left and right walls constitute the current concrete structural column two casting cavity; Concrete is poured into the casting cavity, and the front and rear casting templates are removed after solidification to form a second concrete structural column; S23. Fill the caulking gaps between the lower wall and the two sets of viscous dampers with extruded polystyrene boards that meet the design requirements; The caulking gap between each set of concrete slabs and the corresponding viscous dampers is filled with extruded polystyrene boards that meet the design requirements.

[0016] The above construction method is aimed at the above-mentioned seismic masonry infill wall based on the buckling restrained support structure to form the technical effect of first erecting the viscous damper and then forming the concrete slab, leaving sufficient working space for the erection of the viscous damper, effectively reducing the technical difficulty of the integrated connection between the viscous damper on the beam side node plate assembly and the corresponding column side node plate assembly, improving the working efficiency and the technical quality of the integrated connection, which is conducive to improving the seismic performance.

[0017] In addition, the above construction method effectively solves the position interference between the beam side node plate assembly and the column side node plate assembly and the corresponding beam body and column internal main reinforcement structure when anchored in the corresponding beam body and column body, is easy to construct, and has good anchoring stability. The formed seismic masonry infill wall, on the one hand, improves the integrity of the lower wall or upper wall through the concrete structural column of a specific structure to improve the seismic performance of the corresponding masonry infill; on the other hand, by filling the corresponding caulking joints with extruded polystyrene boards, the lower wall of the masonry infill, the concrete slab and the corresponding viscous damper form a reliable flexible fit to improve the seismic performance.

[0018] A yield-restrained support structure of the above-mentioned seismic-resistant masonry infill wall comprises a set of beam-side node plate assemblies, two sets of column-side node plate assemblies and two sets of viscous dampers; The beam side node plate assembly comprises an upper beam anchor assembly and a beam side node plate which are assembled and matched separately; The upper beam anchoring assembly is anchored at the middle part of the bottom side of the upper beam body; The beam side node plate is assembled and fixed on the upper beam anchor assembly and exposed on the bottom side of the upper beam body and extends downward, and the bottom two corners of the beam side node plate are respectively provided with damping connection positions; The column side node plate components are two independent groups, which are placed at the column corners at both ends of the lower beam body below the upper beam body; Each set of column side gusset plate assemblies comprises a lower beam anchor assembly, a column anchor assembly and a column side gusset plate which are assembled and matched separately; The lower beam anchoring assembly is anchored at the top side of one end in the left and right directions of the lower beam body; The column anchoring assembly is anchored at the bottom of the corresponding column close to the lower beam body, and the column anchoring assembly and the lower beam anchoring assembly form an L-shaped matching relationship at the column corner at the end of the lower beam body; The column side node plate is assembled and fixed at the L-shaped matching position between the column anchor assembly and the lower beam anchor assembly, and is exposed at the column foot between the lower beam body and the corresponding column, and the column side node plate has a damping connection position; The upper beam anchoring assembly has a beam side flange plate, at the top side of the beam side flange plate, two rows and multiple columns of beam side embedded T-shaped plates are arranged in a matrix based on the length direction, and adjacent beam side embedded T-shaped plates are arranged at intervals, and the T-shaped end of each beam side embedded T-shaped plate is formed along the width direction of the beam side flange plate, and a beam side stirrup groove with a U-shaped structure is provided between two adjacent beam side embedded T-shaped plates, and these beam side embedded T-shaped plates are installed in the internal main reinforcement structure of the upper beam body, and each internal main reinforcement of the upper beam body passes through the front, middle and rear spaces of these beam side embedded T-shaped plates along the length direction of the beam side flange plate, and each tie bar of the upper beam body passes through the corresponding beam side stirrup groove between adjacent beam side embedded T-shaped plates; The lower beam anchoring assembly comprises a column side transverse flange plate, at the bottom side of the column side transverse flange plate, two rows and multiple columns of column side vertical embedded T-shaped plates are arranged in a matrix with the length direction as the reference, and the adjacent column side vertical embedded T-shaped plates are arranged at intervals, and the T-shaped end of each column side vertical embedded T-shaped plate is formed along the width direction of the column side transverse flange plate, and there is a column side vertical stirrup groove with a U-shaped structure between two adjacent column side vertical embedded T-shaped plates, these column side vertical embedded T-shaped plates are installed in the inner main reinforcement structure of the lower beam body, and each inner main reinforcement of the lower beam body passes through the front, middle and rear spaces of these column side vertical embedded T-shaped plates along the length direction of the column side transverse flange plate, and each tie bar of the lower beam body passes through the corresponding column side vertical stirrup groove between the adjacent column side vertical embedded T-shaped plates; The column anchoring assembly comprises a column side vertical flange plate, and on the outer side of the column side vertical flange plate, two rows and multiple columns of column side transverse pre-embedded T-shaped plates are arranged in a matrix with the height direction as the reference, and adjacent column side transverse pre-embedded T-shaped plates are arranged with spacing, and the T-shaped end of each column side transverse pre-embedded T-shaped plate is formed along the width direction of the column side vertical flange plate, and a column side transverse stirrup groove with a U-shaped structure is provided between two adjacent column side transverse pre-embedded T-shaped plates, and these column side transverse pre-embedded T-shaped plates are installed in the inner main reinforcement structure of the corresponding column, and each inner main reinforcement of the corresponding column passes through the front, middle and rear spaces of these column side transverse pre-embedded T-shaped plates along the height direction of the column side vertical flange plate, and each tie bar of the corresponding column passes through the corresponding column side transverse stirrup groove between adjacent column side transverse pre-embedded T-shaped plates.

[0019] Furthermore, the beam side node plate comprises a beam side node web plate, a beam side node transverse rib plate, two beam side node vertical rib plates, two reinforcing rib plates and four beam side node connecting rib plates; The bottom two corners of the web of the beam side node are provided with damping connection positions formed with inclined surface structures respectively; The transverse rib plate of the beam side node is formed in a T-shaped structure at the bottom edge of the web plate of the beam side node; Two vertical ribs at the beam side nodes are formed in a T-shaped structure at both ends of the web plate in the length direction of the beam side node; Two reinforcing rib plates are formed in a T-shaped structure at the front and rear sides of the beam side node web, respectively, and the bottom end forms a T-shaped match with the beam side node transverse rib plate, and the top end forms a T-shaped match with the beam side flange plate; each reinforcing rib plate is arranged vertically at the center of the length direction of the beam side node web; The four beam side node connection ribs are divided into two groups; The two beam side node connection ribs of each group are respectively formed in a T-shaped structure at the front and rear sides of the beam side node web corresponding to the damping connection position, forming a cross-shaped matching structure with the beam side node web.

[0020] Furthermore, the column side node plate comprises a column side node web plate, a column side node transverse rib plate, a column side node vertical rib plate and two column side node connecting rib plates; A damping connection position formed with an inclined structure is provided at the top outer corner of the column side node web; The column side node transverse rib plate is formed in a T-shaped structure at the top edge of the column side node web in the height direction, and is matched with the column side transverse flange plate spacing; The column side node vertical rib plate is formed in a T-shaped structure at the end of the column side node web in the length direction, and is matched with the column side vertical flange plate spacing; Two column side node connection ribs are respectively formed in a T-shaped structure at the front and rear sides of the damping connection position of the column side node web, and form a cross-shaped matching structure with the column side node web.

[0021] The above technical measures aim at the particularity of the anchoring structure of the above buckling restrained support structure in the beam and column of the building, and the embedded parts of the beam side node plate assembly and the column side node plate assembly are formed with T-shaped embedded plates of a specific structure. The flange plate with the T-shaped embedded plate forms a stable anchor in the corresponding reinforced concrete structure of the building, and the force is relatively clear, and it can carry a large BRB tonnage. Moreover, since an open U-shaped stirrup groove is formed between the adjacent T-shaped embedded plates on the corresponding flange plate, the position interference between the embedded parts and the internal main reinforcement structure of the building beam or column is effectively improved, so that the tie bars of the internal main reinforcement can be relatively easily installed and tied in the corresponding U-shaped stirrup groove. Whether the embedded parts are installed first or the tie bars of the corresponding internal main reinforcement are tied first, the construction can be carried out with high flexibility. Therefore, the above technical measures are also conducive to reducing the difficulty of construction technology and improving construction efficiency.

[0022] The beneficial technical effects of the present invention are: the above-mentioned technical measures are aimed at the particularity of the above-mentioned seismic masonry infill wall based on the buckling restrained support structure, and the overall technical characteristics are easy to construct; the above-mentioned technical measures form the technical effect of first erecting the viscous damper and then forming the concrete slab, leaving sufficient working space for the erection of the viscous damper, effectively reducing the technical difficulty of the integrated connection of the viscous damper between the beam side node plate assembly and the corresponding column side node plate assembly, improving the working efficiency and the technical quality of the integrated connection, which is conducive to improving the seismic performance. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 A structural schematic diagram of the earthquake-resistant masonry filling wall of the present invention.

[0024] Figure 2 for Figure 1 Schematic diagram of the coordination structure between the internal main reinforcement of the middle concrete slab and the rear anchor main reinforcement of the column side node plate.

[0025] Figure 3 It is an exploded view of the buckling restrained support structure of the present invention.

[0026] Figure 4 for Figure 3 Right view of the lower beam anchor assembly on the left side of the figure.

[0027] Figure 5 for Figure 3 A top view of the column anchor assembly on the left side of the figure.

[0028] Figure 6 for Figure 3 Right view of the gusset plate on the left side of the column.

[0029] Figure 7 for Figure 3 Right side view of the upper beam anchor assembly in.

[0030] Figure 8 for Figure 3 Right view of the beam side gusset plate in .

[0031] Fig. 9 It is a structural schematic diagram of the beam side node plate assembly and the column side node plate assembly of the buckling restrained support structure of the present invention being correspondingly assembled in the internal main reinforcement structure of the upper beam body, the left column body, the right column body and the lower beam body.

[0032] Fig.10 for Fig. 9 A detailed enlarged view of the column (the area where the column side gusset plate assembly is located).

[0033] Fig.11 for Fig. 9 A detailed enlarged view of the beam (the area where the gusset plate components are located).

[0034] Meaning of the codes in the figure: 1—left column; 2—right column; 3—upper beam; 4—lower beam; 5—column side node plate assembly; 501—lower beam anchor assembly; 5011—column side transverse flange plate; 5012—column side vertical embedded T-shaped plate; 5013—column side vertical stirrup barrel groove; 502—column anchor assembly; 5021—column side vertical flange plate; 5022—column side transverse embedded T-shaped plate; 5023—column side transverse stirrup barrel groove; 503—column side node plate; 5031—column side node web plate; 5032—column side node transverse rib plate; 5033—column side node vertical rib plate; 5034—column side node connecting rib Plate; 504—rear anchor main reinforcement; 6—beam side node plate assembly; 601—upper beam anchor assembly; 6011—beam side flange plate; 6012—beam side embedded T-shaped plate; 6013—beam side stirrup groove; 602—beam side node plate; 6021—beam side node web plate; 6022—beam side node transverse rib plate; 6023—beam side node vertical rib plate; 6024—strengthening rib plate; 6025—beam side node connecting rib plate; 7—viscous damper; 8—lower wall; 9—concrete structural column one; 10—concrete slab; 1001—internal main reinforcement; 11—upper wall; 12—concrete structural column two; 13—filling layer. DETAILED DESCRIPTION

[0035] The present invention relates to an earthquake-resistant structure of a building, specifically an earthquake-resistant masonry infill wall, a construction method of the earthquake-resistant masonry infill wall and a yield-restrained support structure. Figure 1 , Figure 2 , Figure 3 , Figure 4 , Figure 5 , Figure 6 , Figure 7 , Figure 8 , Fig. 9 , Fig.10 and Fig.11 The technical solution of the present invention is explained clearly and in detail.

[0036] It should be noted that the drawings of the present invention are schematic, and unnecessary details have been simplified to clarify the technical purpose of the present invention, so as to avoid blurring the technical solution of the present invention that contributes to the prior art. In addition, the expressions "approximately" and "substantially" in the following text regarding quantity or matching relationship mean that reasonable assembly errors and processing errors in the industry are allowed to exist, and do not literally express absolute quantities or matching relationships.

[0037] See also Figure 1 and Figure 2As shown, the seismic masonry infill wall of the present invention comprises a left column 1 and a right column 2 arranged at a left-right spacing, and an upper beam 3 and a lower beam 4 arranged at a vertical spacing between the left column 1 and the right column 2, and the left column 1, the right column 2, the upper beam 3 and the lower beam 4 are respectively reinforced concrete structures. The upper beam 3 and the lower beam 4, the left column 1, and the right column 2 together enclose the bay of the building, that is, the masonry infill frame.

[0038] In order to ensure the seismic performance of the above-mentioned building, in the above-mentioned masonry filling frame, at the middle part of the bottom side of the upper beam body 3, a beam side node plate assembly 6 of the following structure is anchored; at the corner between the lower beam body 4 and the left column body 1, a group of column side node plate assemblies 5 of the following structure is anchored; at the corner between the lower beam body 4 and the right column body 2, another group of column side node plate assemblies 5 of the following structure is anchored; two groups of viscous dampers 7 are connected between the beam side node plate assembly 6 and the two groups of column side node plate assemblies 5 in an eight-shaped arrangement structure. Based on this, the two groups of viscous dampers 7 divide the above-mentioned masonry filling frame into three relatively independent frame spaces, one space is located between the angles of the two groups of viscous dampers 7 - that is, the inner frame space; one space is located on the outside of the left-side viscous damper 7, that is, the space enclosed by the left-side viscous damper 7 and the left column 1 and the upper beam 3 - the outer frame space; the other space is located on the outside of the right-side viscous damper 7, that is, the space enclosed by the right-side viscous damper 7 and the right column 1 and the upper beam 3 - the outer frame space.

[0039] In the inner frame space of the two groups of viscous dampers 7 arranged in the figure eight, a lower wall 8 is built by bricks. Specifically, in the lower wall 8, a concrete structural column 9 is arranged, the top of which is located in the middle of the beam side node plate assembly 6 and the bottom is located in the middle of the lower beam body 4.

[0040] On the corresponding rib plate in the middle of the beam side node plate assembly 6, namely the beam side node transverse rib plate 6022 described below, rear anchor main bars are fixed by double-sided welding. The top of the inner main bar of the concrete structural column 9 overlaps with the rear anchor main bar in the middle of the beam side node plate assembly 6, and the overlap length is at least 50d of the inner main bar. The overlap is fixed by a plurality of tie bars. The bottom of the inner main bar of the concrete structural column 9 is planted in the lower beam body 4 by drilling and gluing. This method is relatively flexible in determining the forming position while meeting the force requirements, and has high construction efficiency and low cost. The concrete structural column 9 forms a concave-convex interlocking fit with the corresponding brick masonry ends on the left and right sides of the lower wall 8 to improve the integrity of the lower wall 8 in the entire space.

[0041] The lower wall 8 of the above structure has a caulking gap between its top and the two sets of viscous dampers 7. The width of the caulking gap is about 30 mm (it can also be 40 mm or 35 mm, etc., specifically selected within the range of 30 to 40 mm according to design requirements. If the range is too large, it is not conducive to ensuring the stability of the filling, and if it is too small, it will not have a good soft shock-absorbing and isolation effect). The caulking gap is filled with a bulk density of 35 kg / m 3 The extruded polystyrene board forms a filling layer 13 between the lower wall 8 and the corresponding viscous damper 7.

[0042] In each outer frame space of the two groups of viscous dampers 7 arranged in the figure eight, a concrete slab 10 is formed along the oblique direction of the corresponding viscous damper 7, and a caulking gap with a width of about 30 mm (it can also be 40 mm or 35 mm, etc., specifically selected within the range of 30 to 40 mm according to design requirements, if the range is too large, it is not conducive to ensuring the stability of the filling, and if it is too small, it will not have a good soft shock-absorbing and isolation effect); a concrete slab 10 with a bulk density of 35 kg / m is filled in the caulking gap. 3 The extruded polystyrene board forms a filling layer 13 between the concrete slab 10 and the corresponding viscous damper 7.

[0043] The middle part of each concrete slab 10 is connected to the upper beam 3 through a concrete structural column 12 .

[0044] The two ends of each concrete slab 10 are fixed to the beam side node plate assembly 6 and the corresponding column side node plate assembly 5 by the internal main reinforcement 1001. Specifically, the corresponding rib plates of the beam side node plate assembly 6 and the column side node plate assembly 5 (i.e., the beam side node vertical rib plate 6023 of the beam side node plate assembly 6 described below; the column side node plate transverse rib plate 5032 of the column side node plate assembly 5 described below) are respectively fixed with rear anchor main reinforcement by double-sided welding. Figure 2 The rear anchor main reinforcement 504 on the column side node plate assembly 5 is shown; the main reinforcement 1001 is provided at both ends of the concrete slab 10, and is overlapped with the corresponding rear anchor main reinforcement on the beam side node plate assembly 6 and the column side node plate assembly 5 (such as Figure 2 The inner main reinforcement 1001 of the concrete slab 10 shown forms an overlap with the rear anchor main reinforcement 504 on the column side node plate assembly 5), and the overlap length is at least 50d of the inner main reinforcement 1001 of the concrete slab 10, and the overlap is fixed by a plurality of tie bars.

[0045] The forming structure of the concrete slab 10 is supported by the beam side node plate assembly 6, the column side node plate assembly 5 and the concrete structural column 2 12, and is basically independent of the corresponding column and the upper beam 3, so that the concrete slab 10 does not need to be considered when the corresponding column and the upper beam 3 are formed, and it is left to be formed independently later. In this way, the viscous damper 7 can be flexibly installed first, and then the concrete slab 10 can be independently formed, so as to ensure the feasibility and high quality of the installation of the viscous damper 7.

[0046] An upper wall 11 is built with bricks in the outer frame space of each concrete slab 10. Concrete structural columns 12, which play a connecting role between the corresponding concrete slab 10 and the upper beam 3, are interlocked with the corresponding brick masonry ends on the left and right sides of the upper wall 11 to improve the integrity of the upper wall 11 in the entire space.

[0047] See also Figure 3 , Figure 4 , Figure 5 , Figure 6 , Figure 7 , Figure 8 , Fig. 9 , Fig.10 and Fig.11 As shown, the buckling restrained bracing structure used in the above-mentioned seismic masonry infill wall includes a group of beam side node plate assemblies 6, two groups of column side node plate assemblies 5 and two groups of viscous dampers 7.

[0048] The beam side node plate assembly 6 comprises an upper beam anchor assembly 601 and a beam side node plate 602 which are assembled and matched in a separate manner.

[0049] Specifically, the upper beam anchoring assembly 601 has a beam side flange plate 6011 of a rectangular steel plate structure. At the top side of the beam side flange plate 6011, a plurality of beam side embedded T-shaped plates 6012 are arranged in a matrix in two rows and multiple columns based on the length direction, and these beam side embedded T-shaped plates 6012 are distributed as carriers; each beam side embedded T-shaped plate 6012 is a T-shaped steel plate structure; adjacent beam side embedded T-shaped plates 6012 are arranged at intervals, and the T-shaped end of each beam side embedded T-shaped plate 6012 is formed along the width direction of the beam side flange plate 6011, and there is a beam side stirrup groove 6013 of a U-shaped structure between two adjacent beam side embedded T-shaped plates 6012. These beam side embedded T-shaped plates 6012 are installed in the internal main reinforcement structure of the upper beam body 3, and each internal main reinforcement of the upper beam body 3 passes through the front, middle and rear spaces of these beam side embedded T-shaped plates 6012 along the length direction of the beam side flange plate 6011, and each tie bar of the upper beam body 3 passes through the corresponding beam side stirrup groove 6013 between adjacent beam side embedded T-shaped plates 6012. In this way, the upper beam anchoring assembly 601 is anchored at the middle of the bottom side of the upper beam body 3.

[0050] The beam side node plate 602 is assembled and fixed on the upper beam anchoring assembly 601 by full penetration welding, and is exposed on the bottom side of the upper beam body 3 and extends downward. The beam side node plate 602 has damping connection positions at the bottom two corners respectively. It can be seen that the beam side flange plate 6011 of the upper beam anchoring assembly 601 is a transition structure for anchoring the beam side node plate 602 on the upper beam body 3. The beam side node plate 602 has a beam side node web plate 6021, a beam side node transverse rib plate 6022, two beam side node vertical rib plates 6023, two reinforcing rib plates 6024 and four beam side node connection rib plates 6025. The beam side node web plate 6021 has damping connection positions formed with inclined surface structures at the bottom two corners respectively. The beam side node transverse rib plate 6022 is formed at the bottom edge of the beam side node web plate 6021 in a T-shaped structure. Two beam side node vertical ribs 6023 are formed in a T-shaped structure at both ends of the beam side node web 6021 in the length direction. Two reinforcing ribs 6024 are formed in a T-shaped structure at the front and rear sides of the beam side node web 6021, and the bottom ends form a T-shaped fit with the beam side node transverse ribs 6022, and the top ends form a T-shaped fit with the beam side flange plate 6011; each reinforcing rib 6024 is arranged vertically at the center of the beam side node web 6021 in the length direction. The four beam side node connection ribs 6025 are divided into two groups; the two beam side node connection ribs 6025 in each group are formed in a T-shaped structure at the front and rear sides of the beam side node web 6021 corresponding to the damping connection position, and form a cross-shaped matching structure with the beam side node web 6021.

[0051] The column side node plate assemblies 5 are divided into two independent groups, and the structures of the two groups of column side node plate assemblies 5 are basically the same with left-right symmetrical structures. The two groups of column side node plate assemblies 5 are arranged at the column corners at both ends of the lower beam body 4 below the upper beam body 3.

[0052] The structure of one group of column side node plate assemblies 5 is described in detail below, and the other group will not be described in detail.

[0053] The column side gusset plate assembly 5 comprises a lower beam anchor assembly 501 , a column anchor assembly 502 and a column side gusset plate 503 which are assembled and matched separately.

[0054] Specifically, the lower beam anchoring assembly 501 has a column-side transverse flange plate 5011 of a rectangular steel plate structure. At the bottom side of the column-side transverse flange plate 5011, a plurality of column-side vertical embedded T-shaped plates 5012 are arranged in a matrix in two rows and multiple columns with the length direction as the reference. Each column-side vertical embedded T-shaped plate 5012 is a T-shaped steel plate structure. Adjacent column-side vertical embedded T-shaped plates 5012 are arranged with spacing therebetween, and the T-shaped end of each column-side vertical embedded T-shaped plate 5012 is formed along the width direction of the column-side transverse flange plate 5011. A column-side vertical stirrup groove 5013 with a U-shaped structure is provided between two adjacent column-side vertical embedded T-shaped plates 5012. These column-side vertical pre-embedded T-shaped plates 5012 are installed in the inner main reinforcement structure of the lower beam body 4, and each inner main reinforcement of the lower beam body 4 passes through the front, middle and rear spaces of these column-side vertical pre-embedded T-shaped plates 5012 along the length direction of the column-side transverse flange plate 5011, and each tie bar of the lower beam body 4 passes through the corresponding column-side vertical stirrup grooves 5013 between adjacent column-side vertical pre-embedded T-shaped plates 5012. In this way, the lower beam anchoring assembly 501 is anchored at the top side of one end of the lower beam body 4 in the left-right direction.

[0055] The column anchoring assembly 502 has a column side vertical flange plate 5021 of a rectangular steel plate structure. On the outer side of the column side vertical flange plate 5021, a plurality of column side transverse embedded T-shaped plates 5022 are arranged in a matrix with two rows and multiple columns based on the height direction. Each column side transverse embedded T-shaped plate 5022 is a T-shaped steel plate structure. Adjacent column side transverse embedded T-shaped plates 5022 are arranged with spacing between them. The T-shaped end of each column side transverse embedded T-shaped plate 5022 is formed along the width direction of the column side vertical flange plate 5021. There is a column side transverse stirrup groove 5023 with a U-shaped structure between two adjacent column side transverse embedded T-shaped plates 5022. These column-side transverse pre-embedded T-shaped plates 5022 are installed in the internal main reinforcement structure of the corresponding column, and the internal main reinforcement of the corresponding column passes through the front, middle and rear spaces of these column-side transverse pre-embedded T-shaped plates 5022 along the height direction of the column-side vertical flange plate 5021, and the tie bars of the corresponding column pass through the corresponding column-side transverse stirrup grooves 5023 between adjacent column-side transverse pre-embedded T-shaped plates 5022. In this way, the column anchoring assembly 502 is anchored at the bottom of the corresponding column near the lower beam body 4, and the column anchoring assembly 502 and the lower beam anchoring assembly 501 form an L-shaped matching relationship at the column corner at the end of the lower beam body 4.

[0056] The column side node plate 503 is assembled and fixed at the L-shaped fitting between the column anchor assembly 502 and the lower beam anchor assembly 501 by full penetration welding, and is exposed at the column foot between the lower beam body 3 and the corresponding column, and extends inwardly and upwardly at the column foot. The inwardly and upwardly extending vertex of the column side node plate 503 has a damping connection position.

[0057] The column side node plate 503 comprises a column side node web plate 5031, a column side node transverse rib plate 5032, a column side node vertical rib plate 5033 and two column side node connection rib plates 5034. At the top outer corner of the column side node web plate 5031, there is a damping connection position formed with an inclined surface structure. The column side node transverse rib plate 5032 is formed at the top edge of the column side node web plate 5031 in the height direction with a T-shaped structure, and is spaced in coordination with the column side transverse flange plate 5011. The column side node vertical rib plate 5033 is formed at the end of the column side node web plate 5031 in the length direction with a T-shaped structure, and is spaced in coordination with the column side vertical flange plate 5021. The two column side node connection rib plates 5034 are respectively formed at the front and rear sides of the damping connection position of the column side node web plate 5031 with a T-shaped structure, and form a cross-shaped matching structure with the column side node web plate 5031.

[0058] See also Figure 1 and Fig. 9 As shown, the construction of the seismic masonry infill wall based on the buckling restrained bracing structure follows the following construction method: S1. Install the inner main reinforcement of the left column 1 and the right column 2 respectively; Using the inner main reinforcement and bottom structure of the left column 1 and the right column 2 as support, set up the casting formwork for the lower beam 4; Setting up the internal main reinforcement in the casting formwork of the lower beam body 4; S2. The two sets of column side node plate assemblies 5 of the lower beam anchor assembly 501 are installed from top to bottom in the lower beam 4 near the left column 1 and the right column 2 with the main reinforcement; S3. Tie the tie bars on the inner main reinforcement of the lower beam 4; Each tie bar at each lower beam anchor assembly 501 passes through the stirrup barrel groove of the lower beam anchor assembly 501, that is, the column-side vertical stirrup barrel groove 5013, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in the upper and lower positions to ensure the balance of force after the concrete solidifies; S4. The two sets of column side node plate assemblies 5 of the column anchor assembly 502 are installed from the inside to the outside in the left column 1 and the right column 2 with the main reinforcement; The column anchoring assembly 502 and the lower beam anchoring assembly 501 of the same group of column side node plate assemblies 5 form an L-shaped matching structure at the corresponding column foot; S5. Tie tie bars to the inner main bars of the left column 1 and the right column 2 respectively; Each tie bar at each column anchor assembly 502 passes through the stirrup barrel groove of the column anchor assembly 502, that is, the column side transverse stirrup barrel groove 5023, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in the left and right positions to ensure the balance of force after the concrete solidifies; S6. The casting formwork of the left column 1 and the right column 2 are respectively set up; Using the casting formwork of the left column 1 and the right column 2 and the internal main reinforcement as support, set up the casting formwork of the upper beam 3; S7. The upper beam anchor assembly 601 of the beam side node plate assembly 6 is arranged in the casting template of the upper beam body 3; Installing inner main reinforcement in the casting template of the upper beam body 3, so that each inner main reinforcement of the upper beam body 3 passes through the upper beam anchoring assembly 601 respectively; S8. Tie the tie bars on the main reinforcement inside the upper beam 3; Each tie bar at the upper beam anchor assembly 601 passes through the stirrup barrel groove of the upper beam anchor assembly 601, that is, the stirrup barrel groove 6013 on both sides, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in the upper and lower positions to ensure the balance of force after the concrete solidifies; S9 pouring concrete in the casting template of the lower beam 4, after solidification to form the lower beam 4; Pour concrete into the casting template of the left column 1, and form the left column 1 after solidification; Pour concrete into the casting template of the right column 2, and form the right column 2 after solidification; Pour concrete into the casting template of the upper beam body 3, and form the upper beam body 3 after solidification; S10. Respectively remove the lower beam 4, the left column 1, the right column 2 and the upper beam 3 casting formwork; S11. The column side node plate 503 of each column side node plate assembly 5 is fixed to the corresponding column anchor assembly 502 and the lower beam anchor assembly 501 formed by the L-shaped matching structure by full penetration welding; The beam side node plate 602 of the beam side node plate assembly 6 is fixed to the bottom of the upper beam anchor assembly 601 by full penetration welding; S12. The two sets of viscous dampers 7 are welded and fixed to the beam side node plate 602 of the beam side node plate assembly 6 and the two sets of column side node plate assemblies 5 between the corresponding column side node plates 503, and the two sets of viscous dampers 7 are arranged in an eight-shaped pattern in the space between the upper beam body 3 and the lower beam body 4; S13. Drill a hole in the middle of the top side of the lower beam 4; The inner main reinforcement of the concrete structural column 9 is planted in the drilled hole by gluing; Weld the rear anchor main reinforcement at the bottom of the beam side node plate 602 of the beam side node plate assembly 6, so that the rear anchor main reinforcement at the bottom of the beam side node plate 602 and the embedded internal main reinforcement form a lap joint that meets the design requirements, and tie and fix them; S14 using bricks in the lower beam 4 and two sets of viscous dampers 7 enclosed space wall; The built wall is disconnected at the inner main reinforcement of the concrete structural column 9, and the walls on the left and right sides of the inner main reinforcement of the concrete structural column 9 form a concave-convex staggered arrangement at the inner main reinforcement of the concrete structural column 9; A caulking gap that meets the design requirements is retained between the top side of the built wall and the corresponding viscous damper 7; S15 in the concrete structural column with a 9 of the main reinforcement on both sides of the front and rear erection casting template, the front and rear casting template with the left and right walls constitute a concrete structural column casting cavity 9; Pour concrete into the casting cavity, remove the front and rear casting templates after solidification, and form a concrete structural column 9; S16. On the upper side of each set of viscous dampers 7, a concrete slab with a casting template 10 is set, and the casting templates of each concrete slab with 10 and the corresponding viscous damper 7 are retained to meet the design requirements of the caulking joint; S17. At the left and right ends of the beam side node plate 602 of the beam side node plate assembly 6, respectively, the main reinforcement after the welding at the corresponding concrete slab with 10 casting template; At the top of the column side node plates 503 of the two groups of column side node plate assemblies 5, rear anchor main reinforcements are respectively welded in the casting templates of the corresponding concrete slab belts 10; S18. In two sets of concrete slabs 10 are respectively set up in the casting formwork with the main reinforcement of the concrete slab 10; The inner main reinforcement of each group of concrete slabs 10 and the rear anchor main reinforcement at both ends of the casting formwork form a lap joint that meets the design requirements and are tied and fixed; S19 corresponding to each set of concrete slab with 10 at the middle of the upper beam body 3 bottom drilling; In each group of holes drilled, the corresponding inner main reinforcement of the concrete structural column 2 12 is planted by gluing; Each inner main reinforcement of the same concrete structural column 12 is tied and fixed to the middle of the inner main reinforcement of the corresponding concrete slab 10; S20. In two sets of concrete slabs 10 are poured into the casting template, respectively, to form a concrete slab 10 after solidification; S21 using bricks in the upper beam 3 and the left column 1 and the corresponding concrete slab with 10 enclosed space wall; Use bricks to build a wall in the space enclosed by the upper beam 3, the right column 2 and the corresponding concrete slab 10; The wall built in each space is disconnected at the inner main reinforcement of the corresponding concrete structural column 12, and the walls on the left and right sides of the inner main reinforcement of the current concrete structural column 12 form a concave-convex staggered arrangement at the inner main reinforcement of the concrete structural column 12; S22. In the current concrete structural column 12 of the second with the main reinforcement on both sides of the front and rear erection casting template, the front and rear casting template with the left and right walls constitute the current concrete structural column 12 of the second casting cavity; Concrete is poured into the casting cavity, and the front and rear casting templates are removed after solidification to form a concrete structural column 12; S23. In the caulking gap between the lower wall 8 and the two sets of viscous dampers 7, respectively, filled with extruded polystyrene boards that meet the design requirements to form a caulking layer 13; In the filling gap between each group of concrete slabs 10 and the corresponding viscous damper 7, an extruded polystyrene board meeting the design requirements is filled to form a filling layer 13.

[0059] The above specific technical solutions are only used to illustrate the present invention rather than to limit it.

[0060] Although the present invention has been described in detail with reference to the above-mentioned specific technical solutions, those skilled in the art should understand that they can still modify the above-mentioned specific technical solutions, or make equivalent substitutions for some of the technical features therein; and these modifications or substitutions do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the present invention.

Claims

1. An earthquake-resistant masonry infill wall, comprising a left column (1) and a right column (2) arranged in a left-right position, and an upper beam (3) and a lower beam (4) arranged in an upper-lower position between the left column (1) and the right column (2), wherein the upper beam (3) and the lower beam (4), the left column (1) and the right column (2) together form a masonry infill frame; In the masonry filling frame, a beam side node plate assembly (6) is anchored at the middle of the bottom side of the upper beam body (3), a group of column side node plate assemblies (5) is anchored at the corner between the lower beam body (4) and the left column body (1), another group of column side node plate assemblies (5) is anchored at the corner between the lower beam body (4) and the right column body (2), and two groups of viscous dampers (7) are connected between the beam side node plate assembly (6) and the two groups of column side node plate assemblies (5) in an eight-shaped arrangement structure; A lower wall (8) is built with bricks in the inner frame space of the two groups of viscous dampers (7) arranged in an eight-shaped pattern; Features: In the outer frame space of the two groups of viscous dampers (7) arranged in an eight-shaped pattern, a concrete slab belt (10) is formed along the oblique direction of the corresponding viscous damper (7), and a filling gap is left between the bottom side of the concrete slab belt (10) and the corresponding viscous damper (7); The middle portion of each concrete slab strip (10) is connected to the upper beam body (3) via a second concrete structural column (12), and both ends of each concrete slab strip (10) are fixed to the beam side node plate assembly (6) and the corresponding column side node plate assembly (5) via internal main reinforcement (1001); An upper wall (11) is built with bricks in the outer frame space of each concrete slab belt (10).

2. The earthquake-resistant masonry infill wall according to claim 1, characterized in that: The corresponding rib plates of the beam side node plate assembly (6) and the column side node plate assembly (5) are respectively fixed with rear anchor main ribs by double-sided welding; The two ends of the concrete slab strip (10) are provided with internal main reinforcements (1001), which overlap and match with corresponding rear anchor main reinforcements on the beam side node plate assembly (6) and the column side node plate assembly (5), and the overlap and match length is ≥ 50d of the internal main reinforcements (1001), and the overlap and match locations are tied and fixed by a plurality of tie bars.

3. The earthquake-resistant masonry infill wall according to claim 1, characterized in that: The second concrete structural column (12) and the corresponding brick masonry end of the upper wall (11) are interlocked in a concave and convex manner.

4. The earthquake-resistant masonry infill wall according to claim 1, characterized in that: Arranged in the lower wall (8) is a concrete structural column (9) with its top located in the middle of the beam side node plate assembly (6) and its bottom located in the middle of the lower beam body (4); The concrete structural column 1 (9) and the corresponding brick masonry end of the lower wall (8) are interlocked in a concave and convex manner.

5. The earthquake-resistant masonry infill wall according to claim 4, characterized in that: A rear anchor main reinforcement is fixed to the corresponding reinforcement plate in the middle of the beam side node plate assembly (6) by double-sided welding; The top end of the inner main reinforcement of the concrete structural column 1 (9) overlaps with the rear anchor main reinforcement at the middle of the beam side node plate assembly (6), and the overlap length is ≥ 50d of the inner main reinforcement, and the overlap is fixed by tying with a plurality of tie bars; The bottom end of the inner main reinforcement of the concrete structural column 1 (9) is planted in the lower beam body (4) by gluing.

6. The earthquake-resistant masonry infill wall according to claim 1, characterized in that: Filling gaps are respectively left between the lower wall (8) and the two sets of viscous dampers (7); The caulking joints between the two sets of viscous dampers (7) and the lower wall (8), and the caulking joints between the two concrete slabs (10), have a width of 30 to 40 mm respectively; The filling seam has a bulk density of 35 kg / m 3 Extruded polystyrene board.

7. A construction method for the seismic-resistant masonry infill wall according to any one of claims 1 to 6, characterized in that: The construction method comprises the following process steps: S1. Install the inner main reinforcement of the left column and the right column respectively; Using the inner main reinforcement of the left and right columns and the bottom structure as support, set up the casting formwork for the lower beam; Install the internal main reinforcement in the casting formwork of the lower beam body; S2. Install the lower beam anchoring components of the two sets of column side gusset plate components from top to bottom into the inner main reinforcement of the lower beam body close to the left column and the right column; S3. Tie the tie bars to the inner main bars of the lower beam; Each tie bar at each lower beam anchor assembly passes through the stirrup barrel groove of the lower beam anchor assembly, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in upper and lower positions; S4. Install the column anchoring assemblies of the two sets of column side gusset plate assemblies in the inner main reinforcement of the left column and the right column from the inside to the outside; The column anchoring assembly and the lower beam anchoring assembly of the same group of column side node plate assemblies form an L-shaped matching structure at the corresponding column foot; S5. Tie tie bars to the inner main bars of the left and right columns respectively; Each tie bar at each column anchor assembly passes through the stirrup barrel groove of the column anchor assembly, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in left and right positions; S6. Set up the casting formwork for the left column and the right column respectively; Using the casting formwork of the left column and the right column and the internal main reinforcement as support, erect the casting formwork of the upper beam; S7. Arrange the upper beam anchor assembly of the beam side node plate assembly in the casting template of the upper beam body; Installing internal main reinforcement in the casting formwork of the upper beam body, so that each internal main reinforcement of the upper beam body passes through the upper beam anchoring assembly respectively; S8. Tie the tie bars to the inner main bars of the upper beam; Each tie bar at the upper beam anchor assembly passes through the stirrup barrel groove of the upper beam anchor assembly, and the tie bars arranged in adjacent stirrup barrel grooves are staggered in upper and lower positions; S9. pouring concrete into the casting formwork of the lower beam body and solidifying it to form the lower beam body; Pour concrete into the casting formwork of the left column and solidify to form the left column; Pour concrete into the casting formwork of the right column and solidify to form the right column; Pour concrete into the casting formwork of the upper beam body, and solidify to form the upper beam body; S10. Remove the casting formwork at the lower beam, left column, right column and upper beam respectively; S11. The column side node plate of each group of column side node plate assemblies is fixed to the corresponding L-shaped matching structure formed by the column anchor assembly and the lower beam anchor assembly by full penetration welding; The beam side gusset plate of the beam side gusset plate assembly is fixed to the bottom of the upper beam anchor assembly by full penetration welding; S12. The two sets of viscous dampers are fixed by full penetration welding between the beam side gusset plates of the beam side gusset plate assembly and the corresponding column side gusset plates of the two sets of column side gusset plate assemblies, and the two sets of viscous dampers are arranged in an eight-shaped pattern in the space between the upper beam body and the lower beam body; S13. Drill a hole in the middle of the top side of the lower beam; The inner main reinforcement of the concrete structural column is installed in the drilled hole by gluing; Weld the rear anchor main reinforcement at the bottom of the beam side node plate of the beam side node plate assembly, so that the rear anchor main reinforcement at the bottom of the beam side node plate and the embedded internal main reinforcement form a lap joint that meets the design requirements, and tie and fix them; S14. Use bricks to build a wall in the space enclosed by the lower beam and the two sets of viscous dampers; The built wall is disconnected at the inner main reinforcement of the concrete structural column 1, and the walls on the left and right sides of the inner main reinforcement of the concrete structural column 1 form a concave-convex staggered arrangement at the inner main reinforcement of the concrete structural column 1; A caulking gap that meets the design requirements is retained between the top side of the built wall and the corresponding viscous damper; S15. A casting template is set up on both sides of the front and rear sides of the main reinforcement of a concrete structural column, and the front and rear casting templates cooperate with the left and right walls to form a casting cavity for a concrete structural column; Concrete is poured into the casting cavity, and the front and rear casting templates are removed after solidification to form a concrete structural column; S16. A casting template of a concrete slab is set up on the upper side of each set of viscous dampers, and a caulking gap that meets the design requirements is retained between the casting template of each concrete slab and the corresponding viscous damper; S17. At the left and right ends of the beam side gusset plate of the beam side gusset plate assembly, respectively weld the rear anchor main reinforcement in the corresponding concrete slab casting formwork; At the top of the column side node plates of the two sets of column side node plate assemblies, rear anchor main reinforcements are welded in the corresponding concrete slab casting formwork respectively; S18. Install the main reinforcement of the concrete slab in the two sets of concrete slab casting formworks respectively; The internal main reinforcement of each set of concrete slabs and the rear anchor main reinforcement at both ends of the casting formwork form a lap joint that meets the design requirements and are tied and fixed; S19. Drilling holes on the bottom side of the upper beam corresponding to the middle of each set of concrete slabs; The inner main reinforcement of the corresponding concrete structural column 2 is installed in each group of drilled holes by gluing; Each inner main reinforcement of the same concrete structural column 2 is tied and fixed to the middle of the inner main reinforcement of the corresponding concrete slab; S20. Concrete is poured into the two sets of concrete slab casting templates respectively, and solidified to form a concrete slab; S21. Use bricks to build a wall in the space enclosed by the upper beam, the left column and the corresponding concrete slab; Use bricks to build walls in the space enclosed by the upper beam, the right column and the corresponding concrete slab; The wall built in each space is disconnected at the inner main reinforcement of the corresponding concrete structural column 2, and the walls on the left and right sides of the inner main reinforcement of the current concrete structural column 2 form a concave-convex staggered arrangement at the inner main reinforcement of the concrete structural column 2; S22. The casting template is set up at the front and rear sides of the main reinforcement of the current concrete structural column II, and the front and rear casting templates cooperate with the left and right walls to form the casting cavity of the current concrete structural column II; Concrete is poured into the casting cavity, and the front and rear casting templates are removed after solidification to form a second concrete structural column; S23. Fill the caulking gaps between the lower wall and the two sets of viscous dampers with extruded polystyrene boards that meet the design requirements; The caulking gap between each set of concrete slabs and the corresponding viscous dampers is filled with extruded polystyrene boards that meet the design requirements.

8. A yield restrained support structure of an earthquake-resistant masonry infill wall according to any one of claims 1 to 6, comprising a set of beam-side node plate assemblies (6), two sets of column-side node plate assemblies (5) and two sets of viscous dampers (7); The beam side gusset plate assembly (6) comprises an upper beam anchor assembly (601) and a beam side gusset plate (602) which are assembled and matched in separate parts; The upper beam anchoring assembly (601) is anchored at the middle portion of the bottom side of the upper beam body (3); The beam side node plate (602) is assembled and fixed on the upper beam anchoring assembly (601) and exposed on the bottom side of the upper beam body (3) and extends downward, and the two bottom corners of the beam side node plate (602) are respectively provided with damping connection positions; The column side node plate components (5) are two independent groups, which are disposed at the column corners at both ends of the lower beam body (4) below the upper beam body (3); Each set of column side gusset plate assemblies (5) comprises a lower beam anchor assembly (501), a column anchor assembly (502) and a column side gusset plate (503) which are assembled and matched in a separate manner; The lower beam anchoring assembly (501) is anchored at the top side of one end in the left-right direction of the lower beam body (4); The column anchoring assembly (502) is anchored at the bottom of the corresponding column close to the lower beam (4), and the column anchoring assembly (502) and the lower beam anchoring assembly (501) form an L-shaped matching relationship at the column corner at the end of the lower beam (4); The column side node plate (503) is assembled and fixed at the L-shaped fitting position between the column anchoring assembly (502) and the lower beam anchoring assembly (501), and is exposed at the column foot between the lower beam body (3) and the corresponding column, and the column side node plate (503) has a damping connection position; Features: The upper beam anchoring assembly (601) comprises a beam side flange plate (6011), and at the top side of the beam side flange plate (6011), two rows and multiple columns of beam side embedded T-shaped plates (6012) are arranged in a matrix with the length direction as the reference, and adjacent beam side embedded T-shaped plates (6012) are arranged at intervals, and the T-shaped end of each beam side embedded T-shaped plate (6012) is formed along the width direction of the beam side flange plate (6011), and two adjacent beam side embedded T-shaped plates (6012) are arranged at intervals. The beam side stirrup grooves (6013) have a U-shaped structure between them, the beam side embedded T-shaped plates (6012) are installed in the internal main reinforcement structure of the upper beam body (3), the internal main reinforcement of the upper beam body (3) passes through the front, middle and rear spaces of the beam side embedded T-shaped plates (6012) along the length direction of the beam side flange plate (6011), and the tie bars of the upper beam body (3) pass through the corresponding beam side stirrup grooves (6013) between adjacent beam side embedded T-shaped plates (6012); The lower beam anchoring assembly (501) comprises a column side transverse flange plate (5011), and at the bottom side of the column side transverse flange plate (5011), two rows and multiple columns of column side vertical pre-embedded T-shaped plates (5012) are arranged in a matrix with the length direction as the reference, and adjacent column side vertical pre-embedded T-shaped plates (5012) are arranged at intervals, and the T-shaped end of each column side vertical pre-embedded T-shaped plate (5012) is formed along the width direction of the column side transverse flange plate (5011), and two adjacent column side vertical pre-embedded T-shaped plates (5012) are arranged at intervals. ) have a U-shaped column side vertical stirrup groove (5013) between the two columns, these column side vertical embedded T-shaped plates (5012) are installed in the internal main reinforcement structure of the lower beam body (4), each internal main reinforcement of the lower beam body (4) passes through the front, middle and rear spaces of these column side vertical embedded T-shaped plates (5012) along the length direction of the column side transverse flange plate (5011), and each tie bar of the lower beam body (4) passes through the corresponding column side vertical stirrup groove (5013) between adjacent column side vertical embedded T-shaped plates (5012); The column anchoring assembly (502) comprises a column side vertical flange plate (5021), and on the outer side of the column side vertical flange plate (5021), two rows and multiple columns of column side transverse pre-embedded T-shaped plates (5022) are arranged in a matrix with the height direction as the reference, and adjacent column side transverse pre-embedded T-shaped plates (5022) are arranged at intervals, and the T-shaped end of each column side transverse pre-embedded T-shaped plate (5022) is formed along the width direction of the column side vertical flange plate (5021), and two adjacent column side transverse pre-embedded T-shaped plates are arranged at intervals. The column side transverse stirrup grooves (5023) are provided with U-shaped structures between the column side transverse pre-embedded T-shaped plates (5022), and these column side transverse pre-embedded T-shaped plates (5022) are installed in the inner main reinforcement structure of the corresponding column. The inner main reinforcements of the corresponding column pass through the front, middle and rear spaces of these column side transverse pre-embedded T-shaped plates (5022) along the height direction of the column side vertical flange plate (5021), and the tie bars of the corresponding column pass through the corresponding column side transverse stirrup grooves (5023) between adjacent column side transverse pre-embedded T-shaped plates (5022).

9. The yield restrained support structure of the seismic resistant masonry infill wall according to claim 8, characterized in that: The beam side node plate (602) comprises a beam side node web plate (6021), a beam side node transverse rib plate (6022), two beam side node vertical rib plates (6023), two reinforcing rib plates (6024) and four beam side node connecting rib plates (6025); The bottom two corners of the beam side node web (6021) are provided with damping connection positions formed with inclined surface structures respectively; The beam side node transverse rib plate (6022) is formed in a T-shaped structure at the bottom edge of the beam side node web plate (6021); Two beam side node vertical ribs (6023) are formed in a T-shaped structure at both ends of the beam side node web (6021) in the length direction; Two reinforcing rib plates (6024) are respectively formed in a T-shaped structure at the front and rear sides of the beam side node web plate (6021), and the bottom end forms a T-shaped fit with the beam side node transverse rib plate (6022), and the top end forms a T-shaped fit with the beam side flange plate (6011); each reinforcing rib plate (6024) is arranged vertically at the center of the beam side node web plate (6021) in the length direction; The four beam side node connection ribs (6025) are divided into two groups; The two beam side node connection ribs (6025) of each group are respectively formed in a T-shaped structure at the front and rear sides of the beam side node web (6021) corresponding to the damping connection position, and form a cross-shaped matching structure with the beam side node web (6021).

10. The yield restraint support structure of the seismic resistant masonry infill wall according to claim 8, characterized in that: The column side node plate (503) comprises a column side node web plate (5031), a column side node transverse rib plate (5032), a column side node vertical rib plate (5033) and two column side node connecting rib plates (5034); The top outer corner of the column side node web (5031) is provided with a damping connection position formed with an inclined surface structure; The column side node transverse rib plate (5032) is formed in a T-shaped structure at the top edge of the column side node web plate (5031) in the height direction, and is spaced in accordance with the column side transverse flange plate (5011); The column side node vertical rib plate (5033) is formed in a T-shaped structure at the end of the column side node web plate (5031) in the length direction, and is spaced in coordination with the column side vertical flange plate (5021); Two column side node connection ribs (5034) are respectively formed in a T-shaped structure at the front and rear sides of the damping connection position of the column side node web (5031), and form a cross-shaped matching structure with the column side node web (5031).

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