A masonry wall connecting buttress and seismic damper comprising the same

Abstract

The application discloses a masonry wall connecting buttress and an anti-seismic damper containing the buttress, and belongs to the technical field of building structure anti-seismic technology. The buttress is provided with a damper at the top end of a masonry wall. A welding anchor pre-embedded part is pre-embedded in the lower layer of the floor. The top end of the damper is fixedly connected with the bottom end of the welding anchor pre-embedded part. Rock wool is filled between the damper and the upper layer of the floor. The outer wall of the masonry wall is wrapped with a steel wire mesh, and cement is poured on the outer side of the steel wire mesh to form a steel wire mesh cement mortar surface layer, so as to constrain the internal masonry and enhance the integrity and shear strength of the wall. The application provides a clear, reliable and efficient mechanical force transmission path for the huge seismic force generated by the damper. The path starts from the lower end of the damper, passes through a central force transmission node plate, an adjustable friction hinge joint and a connecting rod, and is finally directly anchored in the lower layer of the foundation.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of building structure seismic technology, and particularly relates to a masonry wall connecting pier and a seismic damper containing the same. BACKGROUND

[0002] In order to enhance the seismic performance of the masonry wall structure, a damper is usually arranged between the wall and the upper structure to consume seismic energy. The traditional and conventional method is to use steel and concrete to form a solid base, and the damper is arranged between the top end of the concrete base and the upper floor slab, and the top end of the damper is connected to the embedded part embedded in the bottom of the upper floor slab. This structure is widely used in many engineering practices, which relies on the concrete base to provide a solid support, thereby ensuring that the damper can effectively play a role in energy dissipation.

[0003] However, this conventional scheme has significant drawbacks. In particular, in modern metropolises such as Shanghai, the cost of steel and concrete materials is high, and the construction process of formwork, scaffolding and maintenance is complex, resulting in high overall cost and poor economy. At the same time, for a large number of buildings in these areas, they already have high seismic fortification standards and structural redundancy. Therefore, the use of such a solid concrete base to support the damper is considered to be an overly conservative design, resulting in waste of materials and cost, and lack of economic rationality.

[0004] Therefore, in order to reduce the cost and reasonably utilize the structural redundancy, a scheme of using the masonry wall itself as the damper installation base is proposed in engineering. This scheme directly uses the non-load-bearing infill masonry wall in the building, or, if necessary, wraps a steel mesh around the masonry wall and pours cement on the outer wall to form a reinforced layer (i.e. steel mesh cement mortar surface layer), in order to enhance the overall strength of the wall while significantly saving the cost. However, this improved scheme still cannot fundamentally solve the key problem of the mechanical force transmission path: the large concentrated force generated at the lower end of the damper still acts directly or indirectly on the masonry. The tensile and shear strength of masonry materials are relatively low, and local crushing or shear failure is likely to occur under the action of earthquakes, making it difficult for the damper to fully play a role in energy dissipation, and even possibly causing early damage to the wall, posing a threat to the safety of the overall structure. The interface bonding performance between the reinforced layer and the masonry is also uncertain, and there is a risk of peeling and damage, and the seismic reliability and safety have not been substantially improved.

[0005] Therefore, the existing needs are not met, and we propose a masonry wall connecting pier and a seismic damper containing the same. SUMMARY

[0006] To this end, the present application provides a masonry wall connecting pier to solve the above problems in the prior art.

[0007] In order to achieve the above object, the present application provides the following technical solutions.

[0008] According to a first aspect of the present application, a masonry wall connecting pier is arranged between an upper floor and a lower floor, comprising a masonry wall, a top end of the masonry wall is provided with a damper, a welded anchor bar embedded part is embedded in the lower part of the upper floor, the top end of the damper is fixedly connected with the bottom end of the welded anchor bar embedded part; rock wool is filled between the damper and the upper floor; the outer wall of the masonry wall is wrapped with a steel wire mesh and a cement mortar surface layer is formed on the outer side of the steel wire mesh, so as to constrain the internal masonry and enhance the integrity and shear strength of the wall, so that the wall can bear greater load.

[0009] Further, both sides of the masonry wall are also provided with a distributed link frame, which serves as a core force transmission and energy dissipation mechanism, and provides a clear and reliable path for the force flow from the damper by mechanical means, bypassing the weak point of the masonry wall and directly guiding the force into the foundation safely.

[0010] Further, the distributed link frame comprises a pair of central force transmission node plates respectively attached to both sides of the wall, and the two node plates are fixedly connected by a fixed anchor and a bolt passing through the wall; wing plates with vertical sliding grooves are arranged on both sides of the central force transmission node plate.

[0011] Further, an adjusting pin shaft is slidingly arranged in the sliding groove, and the adjusting pin shaft is provided with adjustable sliding friction force on both sides by elastic nuts.

[0012] Further, the adjusting pin shaft is rotationally connected with the connecting rod through the connecting plate and the connecting block.

[0013] Further, the bottom end of the connecting rod is fixedly connected with the frame beam of the lower floor through a foundation hinge and a plug rod.

[0014] Further, a compression beam is arranged between the top end of the masonry wall and the bottom of the damper, the compression beam is connected with the connecting hole at the top of the central force transmission node plate through a fixed pin and locked by a nut.

[0015] Further, upper pull ear plates are arranged on both sides of the bottom of the damper, and the upper pull ear plates are hingedly connected with lower pull ear plates fixedly arranged on the outer side of the bottom of the node plate through heavy pin shafts, so as to ensure that the damper force can be balanced and stably transmitted to the central force transmission node plate, effectively avoiding eccentric force and significantly improving the reliability and force transmission efficiency of the connection.

[0016] Further, the width of the sliding groove is designed to decrease from bottom to top, forming a wedge-shaped structure.

[0017] The present application has the following advantages:

[0018] 1. The masonry wall connecting pier, by setting a distributed link mechanism, provides a clear, reliable and efficient mechanical force transmission path for the huge seismic force generated by the damper, which starts from the lower end of the damper, passes through the central force transmission node plate, the adjustable friction hinge point, the link, and is finally directly anchored in the lower foundation; This design completely avoids the material defects of insufficient tensile and shear capacity of masonry walls, fundamentally eliminates the risk of crushing or shear failure at the top of the wall, greatly enhances the safety and energy dissipation reliability of the connecting joint, and ensures that the damper can fully exert its predetermined effectiveness in an earthquake.

[0019] 2. The masonry wall connecting pier introduces a self-adaptive energy dissipation mechanism based on wedge-shaped sliding grooves and friction regulation, as well as multiple energy dissipation lines for the coordinated work of the damper and the mechanical mechanism; In the case of small earthquakes, the system provides the necessary initial stiffness; In the case of medium earthquakes, energy is dissipated by the preset friction interface slip; In the case of large earthquakes, the wedge groove width change realizes nonlinear increase of friction resistance and damper body energy dissipation, significantly improves energy dissipation capacity and structural seismic toughness, and can realize hard locking in the limit state, strictly limits the interlayer displacement, and provides the final safety guarantee, thus forming a comprehensive seismic system that intelligently responds to different earthquake magnitudes and works in multiple levels. BRIEF DESCRIPTION OF DRAWINGS

[0020] Figure 1 The masonry wall main view of the masonry wall connecting pier proposed by the present application;

[0021] Figure 2 The side view of Figure 1 ;

[0022] Figure 3 The steel wire mesh cement mortar surface main view;

[0023] Figure 4 The central force transmission node plate main view;

[0024] Figure 5 The exploded view of Figure 4 ;

[0025] Figure 6 The side view of Figure 5 ;

[0026] Figure 7 The main view of the compression beam;

[0027] Figure 8 The side view of Figure 7 ;

[0028] Figure 9 The main view of the link;

[0029] Figure 10 The front view of the sliding groove.

[0030] In the figure: 1, upper floor; 2, lower floor; 3, frame beam; 4, masonry wall; 5, damper; 6, welded anchor pre-embedded part; 7, rock wool filling; 8, steel mesh cement mortar surface layer; 91, beam; 92, prestressed anchor rod; 93, central force transfer node plate; 931, connecting hole; 932, nut; 933, wing plate; 934, sliding groove; 935, adjusting pin; 936, nut; 937, spring washer; 938, connecting plate; 939, connecting block; 9310, connecting rod; 9311, base hinge; 9312, insertion rod; 94, fixed anchor; 10, heavy pin; 101, lower pull ear plate; 103, upper pull ear plate; 11, fixed pin; DETAILED DESCRIPTION

[0031] The present application will be described in greater detail by way of specific embodiments, and as such, those skilled in the art could easily understand other advantages and effects of the present application from the contents disclosed in the present specification. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.

[0032] Embodiment one:

[0033] Reference Figure 1 - Figure 2 A masonry wall connecting pier, comprising a masonry wall 4 arranged between an upper floor 1 and a lower floor 2, the upper floor 1 and the lower floor 2 are both provided with frame beams 3, the top end of the masonry wall 4 is provided with a damper 5, the lower side of the upper floor 1 is provided with a welded anchor pre-embedded part 6; the top end of the damper 5 is fixedly connected with the bottom end of the welded anchor pre-embedded part 6, and rock wool filling 7 is arranged between the upper side of the damper 5 and the upper floor 1 to provide expansion space for the rock wool filling 7.

[0034] Working principle: when an earthquake occurs, relative displacement occurs between the upper floor 1 and the lower floor 2, which drives the damper 5 to stretch or compress, thereby consuming seismic energy; the rock wool filling 7 is used to allow the damper 5 to move freely when it expands or contracts slightly, avoiding the generation of additional constraint stress.

[0035] Embodiment two:

[0036] The above-mentioned scheme is basically the same as embodiment one, and the problem existing in the above-mentioned scheme is that the lower end of the damper 5 directly acts on the top surface of the masonry wall 4; the tensile and shear strength of the masonry material is low, and under the action of the earthquake, the huge concentrated force generated by the damper 5 is extremely easy to cause local crushing or shear failure at the top of the masonry wall 4, thereby causing the damper 5 to fail and endangering the safety of the wall; in order to solve the above-mentioned problem, further, reference is made toFigure 3 A masonry wall connecting buttress, in order to improve the strength of the masonry wall 4, the outer wall of the masonry wall 4 is wrapped with steel wire mesh, and then cement is poured to form a steel wire mesh cement mortar surface layer 8;

[0037] Working principle: the steel wire mesh cement mortar surface layer 8 forms a certain constraint to the internal masonry wall 4, improves the integrity and shear strength of the wall, and can withstand greater load.

[0038] Example three:

[0039] The above scheme is basically the same as example one, and the problem is that this scheme enhances the integrity of the wall, but does not fundamentally change the force transmission path; the huge concentrated force generated by the damper 5 still needs to be borne by the masonry wall 4 itself, there is a risk of peeling off the reinforcing layer from the masonry or damaging the connecting interface, and the seismic reliability and safety are still insufficient; to solve the above problems, further is: Figure 4 - Figure 10 A masonry wall connecting buttress, both sides of the masonry wall 4 are provided with a distributed link mechanism, which is a core force transmission and energy dissipation mechanism, which provides a clear and reliable path for the damper force flow by mechanical means, bypasses the weak point of the masonry wall, and directly guides the force into the foundation; the distributed link mechanism includes central force transmission node plates 93 arranged on both sides of the masonry wall 4, one of the two central force transmission node plates 93 is fixedly installed with a fixed anchor 94, and the fixed anchor 94 passes through the masonry wall 4 and is fixedly connected with the other central force transmission node plate 93 through bolts;

[0040] Both sides of the central force transmission node plate 93 are fixedly connected with wing plates 933, vertical sliding grooves 934 are formed in the wing plates 933, the sliding grooves 934, the adjusting pin shafts 935, the elastic nuts (composed of spring washers 937 and nuts 936), the connecting plates 938 and the connecting blocks 939 jointly constitute an adjustable friction energy dissipation hinge point; the adjusting pin shafts 935 are slidingly arranged in the sliding grooves 934, and the two sides thereof provide a predetermined friction force through the elastic nuts; the connecting plates 938 are fixed with the adjusting pin shafts 935 and are rotatably connected with the connecting blocks 939 through the connecting blocks 939;

[0041] The bottom of the connecting rod 9310 is rotatably connected with a foundation hinge seat 9311, and the foundation hinge seat 9311 is fixedly connected with the frame beam 3 of the lower floor 2 through the insertion rod 9312 at the bottom, so as to firmly anchor the connecting rod mechanism to the foundation;

[0042] In use: by adjusting the tightness of the nut 936, the spring washer 937 can be compressed, thereby providing a predetermined friction threshold for the sliding of the adjusting pin shaft 935 in the sliding groove 934;

[0043] Working principle: when an earthquake occurs, the damper 5 transmits force to the central force transmission node plate 93; when the force is greater than the preset friction force, the adjusting pin shaft 935 will overcome the friction and slide in the sliding groove 934; this sliding process effectively consumes seismic energy through friction (first heavy energy consumption); at the same time, the connecting rod 9310 mechanism starts to move, converting the horizontal force into axial force along the rod and transmitting it to the foundation hinge 9311, and finally safely guiding into the foundation of the lower floor slab 2; the innovation of this mechanism lies in creating a clear and reliable mechanical force transmission path, cleverly utilizing friction energy dissipation and mechanism force transmission to completely guide the force generated by the damper to the foundation, completely avoiding the fatal defect of poor tensile and shear resistance of masonry walls, greatly improving the safety and energy dissipation efficiency of the node.

[0044] Example four:

[0045] Basically the same as example three, further more: referring to Figure 4 - Figure 10 A masonry wall connecting pier also includes an integrated top connection and pressure distribution system, which includes a compression beam 91 arranged between the top end of the masonry wall 4 and the bottom of the damper 5, the compression beam 91 is inserted into the connecting hole 931 on both sides of the top of the central force transmission node plate 93 through the fixed pin 11 fixed on both sides of the bottom, and is fastened with the nut 932, so that the compression beam and the distributed connecting rod frame are connected as a whole;

[0046] At the same time, the bottom connection mode of the damper 5 is optimized: the upper pull ear plate 103 is fixedly connected to both sides of the damper 5, the lower pull ear plate 101 is fixedly connected to the bottom outside of the central force transmission node plate 93, and the upper pull ear plate 103 and the lower pull ear plate 101 are hinged through the heavy pin shaft 10; this double-sided ear plate hinged connection mode ensures that the damper force can be balanced and stably transmitted to the central force transmission node plate 93, avoids eccentric force, and improves the reliability of the connection;

[0047] In use: the integrated system disperses the damper 5 load through the compression beam 91 part to the wall top, and mainly transmits the main force to the distributed connecting rod frame through the double-sided ear plate hinge, and finally flows into the foundation;

[0048] Working principle: under the action of earthquake, the force generated by the damper 5 acts on the central force transmission node plate 93 through the heavy pin shaft 10 and the lower pull ear plate 101, exciting the work of the distributed connecting rod frame at the back; the connection of the compression beam 91 and the node enhances the overall stability and helps to distribute part of the load.

[0049] Example five:

[0050] Basically the same as example four, further more: referring to Figure 4 - Figure 10A kind of masonry wall connecting pier, the width of the chute 934 is designed to increase from top to bottom, forming a wedge structure;

[0051] Working principle: This system integrates three functions of friction energy dissipation, metal damper energy dissipation and mechanical self-limiting;

[0052] Small earthquake condition: The adjusting pin 935 is located in the wider area at the lower end of the chute 934, and the friction between it and the chute wall is enough to lock it; the entire distributed link frame, compression beam 91 and damper 5 form a rigid support system together, providing sufficient lateral stiffness for the structure;

[0053] Medium earthquake condition: When the seismic force exceeds the preset friction threshold, the adjusting pin 935 begins to slide upwards from the wide end of the lower part of the chute, and this sliding process effectively dissipates seismic energy through continuous friction (first energy dissipation);

[0054] Large earthquake condition: As the inter-story displacement of the structure increases, the adjusting pin 935 slides upwards into the wedge-shaped narrow end area of the chute 934, where the gap between the chute wall and the adjusting pin 935 gradually decreases, generating increasing extrusion pressure and causing the sliding resistance to automatically increase nonlinearly, significantly enhancing the energy dissipation efficiency; At the same time, the damper 5 is stretched or compressed significantly, and its core energy dissipation element enters the yield or high-speed shear state, starting the main energy dissipation (second energy dissipation);

[0055] Limit protection condition: When the adjusting pin 935 slides to the top end of the chute 934, it is completely mechanically locked, achieving hard locking; this third function (mechanical limiting) strictly limits the maximum displacement of the structure within the design allowable safety range, providing ultimate failure protection and absolutely preventing structure collapse due to excessive displacement;

[0056] The compression beam 91 is connected to the central force transmission node plate 93 through the fixing pin 11, not only providing installation and positioning, but also enhancing the stability of the overall mechanism.

Claims

1. A masonry wall tie-back provided between an upper floor (1) and a lower floor (2), characterised in that, The masonry wall (4) is provided with a damper (5) at the top end, and a welded anchor embedded part (6) is embedded in the lower floor (1), and the top end of the damper (5) is fixedly connected with the bottom end of the welded anchor embedded part (6); the upper part of the damper (5) is filled with rock wool filling (7) between the upper floor (1); the outer wall of the masonry wall (4) is wrapped with a steel mesh, and a cement mortar surface layer (8) is formed on the outer side of the steel mesh, so as to constrain the internal masonry and enhance the integrity and shear strength of the wall, so that it can bear greater load. The masonry wall (4) is also provided with a distributed link frame, which is a core force transmission and energy dissipation mechanism, and provides a clear and reliable path for the force flow from the damper, bypassing the weak point of the masonry wall and directly guiding the force into the foundation safely. The distributed link frame includes a pair of central force transmission node plates (93) respectively attached to the two sides of the wall, and the two node plates are fixedly connected by a through-wall fixing anchor (94) and a bolt; the central force transmission node plate (93) is provided with a wing plate (933) with a vertical sliding slot (934) on both sides; The sliding slot (934) is provided with an adjusting pin shaft (935) slidingly arranged therein, and the adjusting pin shaft (935) is provided with adjustable sliding friction force by elastic nuts on both sides; The adjusting pin shaft (935) is rotationally connected with the connecting rod (9310) through the connecting plate (938) and the connecting block (939); The bottom end of the connecting rod (9310) is fixed with the frame beam (3) of the lower floor (2) through the foundation hinge (9311) and the insertion rod (9312).

2. A masonry wall tie according to claim 1, wherein, A compression beam (91) is arranged between the top end of the masonry wall (4) and the bottom of the damper (5), and the compression beam (91) is connected with the connecting hole (931) at the top of the central force transmission node plate (93) through the fixed pin (11) and locked by the nut (932).

3. A masonry wall tie according to claim 2, wherein, The bottom of the damper (5) is provided with an upper pull ear plate (103), and the lower pull ear plate (101) fixedly arranged on the outer side of the node plate bottom is hingedly connected with the heavy pin shaft (10) on both sides, so as to ensure that the damper (5) can balance and stably transmit the force to the central force transmission node plate (93), effectively avoid eccentric force, and significantly improve the reliability and force transmission efficiency of the connection.

4. A masonry wall tie according to claim 3, wherein, The width of the sliding slot (934) is designed to decrease from bottom to top, forming a wedge-shaped structure.

5. A seismic damper for masonry wall connection piers comprising, The masonry wall connecting pier comprises the masonry wall connecting pier according to claim 4.

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