CN215330734U - A damper and concrete shock attenuation infilled wall for infilled wall - Google Patents
A damper and concrete shock attenuation infilled wall for infilled wall Download PDFInfo
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Abstract
The utility model discloses a damping component for a filler wall and a concrete damping filler wall, wherein two embedded parts of the damping component are respectively arranged on the filler wall and a bearing structure, and are respectively provided with a first connecting piece and a second connecting piece which are alternately arranged at intervals; the flexible unit is arranged in the gap between the two connecting pieces; and a buffer space is reserved between each connecting piece and each two opposite embedded parts. Through using connecting piece and flexible unit to carry out the flexonics, isolated the influence of the wall body rigidity of infilled wall to bearing structure rigidity, the setting of flexible unit simultaneously for under the earthquake action, because displacement causes the flexible unit to produce the shear hysteresis deformation between the structural layer, based on the damping characteristic of flexible unit, consequently it can consume a large amount of seismic energy, help the structure to resist earthquake load, solved current concrete infilled wall to structural rigidity have the influence and take place the problem of destruction easily under the earthquake.
Description
Technical Field
The utility model belongs to the technical field of buildings, and particularly relates to a damping component for a filler wall and a concrete damping filler wall.
Background
The wall body in the building is generally divided into a bearing wall and a filling wall. The bearing wall plays a role in bearing vertical and lateral loads (wind, earthquake loads and the like), can be a masonry or a concrete member, and can be generally called a shear wall or an earthquake-resistant wall; the filler wall is generally applied to a frame structure, a shear wall structure and a frame-shear wall structure, is a non-bearing wall, does not participate in bearing vertical and lateral loads, only plays a filling role, is used for enclosing or dividing a space, and is convenient for using a building space.
The traditional infilled wall is generally built by masonry, and because the infilled wall does not need to bear load, most of the prior infilled walls are built by adopting sintered hollow bricks, autoclaved aerated blocks, lightweight aggregate concrete hollow blocks and the like as building blocks and then adopting mortar. However, the masonry infilled wall is complicated in work procedure and long in time consumption, various quality problems are easy to occur, the masonry infilled wall is easy to collapse in an earthquake, the labor cost is high, and the requirements of field civilized construction and green environmental protection are not met.
There are the following problems: (1) the earthquake resistance is poor, and the earthquake-resistant steel plate is easy to crack and even collapse in an earthquake, so that casualties and property loss are caused; (2) the construction time is long, meanwhile, the top bricks are required to be arranged for preventing cracking, and the construction time is long due to the fact that the top bricks are required to be arranged at intervals of 7-14 days; (3) a large amount of working surfaces are occupied during building, so that the parallel development of other procedures is influenced, and the full-penetration construction cannot be realized; (4) a large amount of manpower is consumed for building, and the cost is increased along with the increase of the manpower cost; (5) after the masonry is finished, plastering is needed to carry out fine decoration operation, the working procedures are complicated, and the management and control of the construction process are difficult; (6) common quality problems such as leakage, hollowing, cracking and the like are easy to occur; (7) the construction site needs to consider the sites of masonry stacking, yellow sand cement stacking and mortar preparation, and the construction plane arrangement is difficult; (8) the requirements of on-site civilized construction and green environmental protection are difficult to meet.
For solving a great deal of problems that traditional brickwork infilled wall exists, many buildings begin to adopt full cast-in-place concrete wall to replace the brickwork wall. The reinforcing bars of the infilled wall are constructed and reinforced, then a wood mold or an aluminum mold is used for supporting the mold, and finally the main structure is poured together. Its advantages are high construction speed, less steps, short construction period, high shaping quality of wall, and high safety and civilized construction. In addition, through cost measurement, although the cost of the concrete material is higher than that of the masonry, due to the reduction of labor cost generated by the concrete wall, the concrete wall can save construction cost compared with the masonry wall, and if the reduction of equipment lease expense and management expense caused by the reduction of the whole construction period of the construction is further considered, the economic benefit is more obvious.
Although the cast-in-place concrete filled wall has the above advantages, it also brings about new problems:
(1) the reinforcing bars of the full cast-in-place concrete wall are structural reinforcing bars, the self anti-seismic capacity is not strong, and if the reinforcing bars are sheared and deformed together with the shear wall in an earthquake, the reinforcing bars are easy to damage;
(2) the rigidity and the strength of the full cast-in-place concrete wall are high, the integral rigidity of the structure is improved, the basic period is reduced, and the structure generally suffers from larger earthquake action according to the designed earthquake response spectrum. In design, limited to current structural design software (such as PKPM, civil engineering, etc.), the rigidity of a concrete wall as a filler wall is often not considered (or not considered sufficiently), which results in underestimating the design seismic load of other beams, slabs, walls and column members of a main structure in the design process, resulting in inaccurate structural design and further resulting in insufficient seismic performance of the structure. If the adverse effect caused by the rigidity of the wall body is fully considered, the internal force of other structural members in the structure is large, the required section and reinforcing bars are also large, the engineering cost is increased, and in the high-intensity earthquake fortification areas, the structural design is difficult, such as the problems of overlarge section, difficult node reinforcing bar arrangement, excessive reinforcing bar arrangement rate of the structural members and the like are caused.
In order to solve the problems of the fully cast-in-place concrete filled wall, patent ZL 201821146687.X and patent ZL 201821146688.4 propose that a structural crack pulling plate is adopted to separate the fully cast-in-place concrete filled wall from a stress member. The structural tear-seam board is generally processed by adopting PVC material. Through the arrangement of the structural seam-pulling plate, separation seams can be formed between the infilled wall and the bearing beams, the columns and the wall, so that the rigid connection degree between the infilled wall and the bearing members is reduced, the damage of the full cast-in-place concrete infilled wall in an earthquake is reduced, the rigidity of the full cast-in-place concrete infilled wall added to a main structure is reduced, and the introduced extra earthquake energy is reduced.
Although the use of structural crack panels can alleviate to some extent the problems associated with cast-in-place concrete filled walls, there are still problems with this solution:
(1) although the structural crack plates play a role in separation to a certain extent, the concrete filled wall and the load-bearing member are still closely attached to each other due to the fact that the structural crack plates are generally thin, and the concrete filled wall and the load-bearing member are basically stressed and deformed together through the transmission of extrusion force, particularly under the condition of large earthquakes. Therefore, the rigidity of the structure added by the full cast-in-place concrete filled wall is still large, and the adverse effect on the structure is not negligible;
(2) the steel bars penetrating through the structural seam pulling plate are positioned on the outer side of the water stop partition plate, are easy to be corroded and damaged by water, and simultaneously cause carbonization of concrete, so that the anti-permeability capability of the wall body can be reduced and the use function can be influenced for a long time;
(3) in a construction site environment, sundries such as fine sand, sand gravel and the like are easily accumulated in the cavity of the structural joint pulling plate, so that the pressed and deformed space of the structural joint pulling plate is further weakened, and the separation effect of the structural joint pulling plate is reduced;
(4) PVC materials are not easy to recover, and environmental pollution is easy to cause in the production process of the PVC materials, so that the PVC materials do not accord with the environmental protection concept;
(5) after reaching the design service life, a considerable part of building structures can be continuously used after being properly maintained and reinforced. Structural tear panels also require replacement due to aging of the PVC material, but replacement thereof can be extremely cumbersome, damaging to building finishing and structural members, and costly.
The full cast-in-place concrete filled wall is more easily damaged in earthquakes, and simultaneously introduces more earthquake energy into the structure, and the fundamental reason is that the full cast-in-place concrete filled wall is rigidly connected with the main structure. The structural tear-seam board is separated, but the structural tear-seam board is separated but not separated, the structural tear-seam board and the structural tear-seam board are almost cooperatively deformed and stressed, the rigidity of the structural tear-seam board added to the structural tear-seam board is still large, and the adverse effect cannot be ignored.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide a damping component for a filling wall and a concrete damping filling wall, and solves the problems that the existing cast-in-place concrete filling wall has influence on structural rigidity and is easy to damage under an earthquake.
In order to solve the problems, the technical scheme of the utility model is as follows:
the utility model discloses a damping assembly for a infilled wall, which is arranged in an accommodating space reserved between the infilled wall and a bearing structure and comprises a first embedded part, a second embedded part, at least one first connecting piece, at least one second connecting piece and at least one flexible unit, wherein the first embedded part is arranged on the infilled wall;
the first embedded part is arranged on the bearing structure; the second embedded part is arranged on the side wall body of the filler wall opposite to the first embedded part; the first connecting pieces are arranged on the first embedded parts, the second connecting pieces are arranged on the second embedded parts, the first connecting pieces and the second connecting pieces are alternately arranged, and gaps are reserved between the first connecting pieces and the second connecting pieces; the flexible unit is arranged in the gap and connected with the first connecting piece and the second connecting piece;
a first buffer space is reserved between the first connecting piece and the second embedded part; and a second buffer space is reserved between the second connecting piece and the first embedded part.
The shock absorption assembly for the filler wall further comprises a plurality of prefabricated cover plates, wherein the prefabricated cover plates are respectively covered in the accommodating space, connected with the filler wall and the bearing structure and flush with the front wall body or the back wall body of the filler wall.
According to the shock absorption assembly for the infilled wall, the prefabricated cover plate is made of concrete or metal materials.
According to the damping assembly for the infill wall, the flexible unit is made of viscoelastic materials or viscous materials or shape memory alloys or mild steel.
According to the damping assembly for the filled wall, the viscoelastic material is acrylic resin or butadiene or silica gel or rubber or asphalt.
According to the damping assembly for the infilled wall, the first embedded part and the second embedded part are both embedded steel plates and are welded and fixed with the infilled wall and reinforcing steel bars in the bearing structure respectively.
According to the damping assembly for the infilled wall, the first connecting piece and the second connecting piece are both connecting steel plates, and the connecting steel plates are respectively in bolted connection or welded connection with the first embedded part or the second embedded part.
According to the shock absorption assembly for the infilled wall, the number of the first connecting pieces is one, the number of the second connecting pieces is two, and the number of the flexible units is two; the first connecting piece is inserted between the two second connecting pieces to form two gaps, and the two flexible units are respectively arranged in the two gaps and connected with the first connecting pieces and the second connecting pieces on two sides.
The concrete damping infilled wall is arranged in a space defined by an upper beam plate, a lower beam plate and shear walls on two sides, and comprises any one of the damping assemblies for the infilled wall and a concrete wall body;
the concrete wall body is arranged on the lower beam slab, a first accommodating space is reserved between the concrete wall body and the upper beam slab, and a second accommodating space and a third accommodating space are reserved between the concrete wall body and the shear walls on the two sides;
the shock absorption assembly is respectively arranged in the first accommodating space, the second accommodating space and the third accommodating space;
the first embedded parts are respectively arranged on the upper beam plate and the shear walls on the two sides; the second embedded parts are respectively arranged on the side wall body of the concrete wall body opposite to the corresponding first embedded parts.
According to the concrete damping filler wall, the concrete wall is a cast-in-place concrete wall.
Due to the adoption of the technical scheme, compared with the prior art, the utility model has the following advantages and positive effects:
one embodiment of the present invention contemplates a damper assembly disposed between a infill wall and a load-bearing structure, the damper assembly including a first embedment, a second embedment, at least one first connector, at least one second connector, and at least one flexible unit. The two embedded parts are respectively arranged on the filler wall and the bearing structure, and are respectively provided with a first connecting piece and a second connecting piece which are alternately arranged at intervals; the flexible unit is arranged in the gap between the two connecting pieces; meanwhile, buffer spaces are reserved between the two connecting pieces and the two opposite embedded parts respectively. Through using connecting piece and flexible unit to carry out the flexonics, isolated the influence of the wall body rigidity of infilled wall to load-carrying members's structural rigidity, the setting of flexible unit simultaneously for under the earthquake action, because displacement causes the flexible unit to produce the shear hysteresis and warp between the structural layer, based on the damping characteristic of flexible unit, consequently it can consume a large amount of seismic energy, help the structure to resist earthquake load, solved current concrete infilled wall and had the influence and take place the problem of destruction easily under the earthquake to structural rigidity.
Drawings
FIG. 1 is a schematic view of a shock assembly for a infill wall of the present invention;
FIG. 2 is a cross-sectional view of a shock assembly for a infill wall of the present invention.
Description of reference numerals: 1: an upper beam panel; 2: a lower beam panel; 3: a shear wall; 4: filling a wall; 5: prefabricating a cover plate; 6: a first pre-buried steel plate; 7: a first pre-buried steel plate; 8: a first connecting member; 9: a second connecting member; 10: a flexible unit.
Detailed Description
The present invention provides a damping assembly for a infill wall and a concrete damping infill wall, which will be described in further detail with reference to the accompanying drawings and specific embodiments. Advantages and features of the present invention will become apparent from the following description and from the claims.
Example one
Referring to fig. 1, in one embodiment, a shock absorbing assembly for a infill wall 4, mounted in a receiving space left between the infill wall 4 and a load bearing structure, includes a first embedment 6, a second embedment 7, at least one first connection member 8, at least one second connection member 9, and at least one flexible unit 10.
Wherein, the first embedded part 6 is arranged on the bearing structure. The second embedded parts 7 are arranged on the side wall body of the filler wall 4 opposite to the first embedded parts 6. The first connecting pieces 8 are installed on the first embedded parts 6, the second connecting pieces 9 are installed on the second embedded parts 7, the first connecting pieces 8 and the second connecting pieces 9 are arranged alternately, and gaps are reserved between the first connecting pieces 8 and the second connecting pieces 9.
The flexible unit 10 is arranged in the gap and connected with the first connecting piece 8 and the second connecting piece 9, and is used for generating hysteretic energy when shearing deformation occurs.
Further, a first buffer space is reserved between the first connecting piece 8 and the second embedded part 7. And a second buffer space is reserved between the second connecting piece 9 and the first embedded part 6. The distance between the first buffer space and the second buffer space is determined according to the structural anti-seismic design result, so that the first connecting piece 8 and the second embedded part 7 do not collide under a heavy earthquake, and the second connecting piece 9 and the first embedded part 6 do not collide.
The present embodiment contemplates a seismic assembly disposed between a infill wall 4 and a load-bearing structure, the seismic assembly including a first embedment 6, a second embedment 7, at least one first connector 8, at least one second connector 9, and at least one flexible unit 10. The two embedded parts are respectively arranged on the infilled wall 4 and the bearing structure, the first connecting piece 8 and the second connecting piece 9 are respectively arranged on the two embedded parts, and the first connecting piece 8 and the second connecting piece 9 are alternately arranged at intervals; the flexible unit 10 is arranged in the gap between the two connecting pieces; meanwhile, buffer spaces are reserved between the two connecting pieces and the two opposite embedded parts respectively. Through using connecting piece and flexible unit 10 to carry out the flexonics, isolated the influence of the wall body rigidity of infilled wall 4 to bearing structure's structural rigidity, the setting of flexible unit 10 simultaneously, make under the earthquake action, because the displacement causes flexible unit 10 to produce the shear hysteresis to warp between the structural layer, based on the damping characteristic of flexible unit 10, therefore it can consume a large amount of seismic energy, help the structure to resist seismic load, avoided current concrete infilled wall 4 to take place to destroy under the earthquake easily, and introduce the condition of extra seismic energy for the structure, solved current concrete infilled wall 4 to structural rigidity have the influence and take place the destruction problem under the earthquake easily.
The specific structure of the shock-absorbing assembly of the present embodiment is further described below:
in this embodiment, damper can still include a plurality of prefabricated apron 5, and prefabricated apron 5 covers respectively locates the accommodation space and links to each other with infilled wall 4 and load-carrying members, and with infilled wall 4's front wall body or back wall body parallel and level for fill the space between infilled wall 4 and the load-carrying members and form complete wall body, in order to facilitate construction such as later stage fitment, heat preservation, coating.
The prefabricated cover plate 5 may be made of concrete or metal, and different materials may be selected according to specific situations on site, which is not specifically limited herein.
In this embodiment, the flexible unit 10 is made of a viscoelastic material, a viscous material, a shape memory alloy, a mild steel, etc., and only needs to be connected to the first connecting member 8 and the second connecting member 9, and generates shear hysteresis deformation when the two move in a dislocation manner (i.e., during an earthquake), so as to consume energy, which is not limited in detail herein.
Further, the viscoelastic material may specifically use, but is not limited to, acrylic resin, butadiene, silica gel, rubber, asphalt, and the like. The viscoelastic material may be provided as one, two or more layers.
In this embodiment, the first embedded part 6 and the second embedded part 7 are both embedded steel plates, and are welded and fixed with the filler wall 4 and the steel bars in the load-bearing structure, respectively, so as to ensure the strength of connection.
The first connecting piece 8 and the second connecting piece 9 are both connecting steel plates which are respectively connected with the first embedded part 6 or the second embedded part 7 through bolts or welding.
As an embodiment, the number of the first connecting members 8 is one, the number of the second connecting members 9 is two, and the number of the flexible units 10 is two. The first connecting piece 8 is inserted between the two second connecting pieces 9 to form two gaps, and the two flexible units 10 are respectively arranged in the two gaps and connected with the first connecting piece 8 and the second connecting pieces 9 on two sides.
When the combined structure is installed, the first embedded part 6 and the second embedded part 7 are embedded when the infilled wall 4 and the bearing structure are poured, the first connecting piece 8, the second connecting piece 9 and the flexible unit 10 are processed into a combined body in advance, the combined body is connected with the first embedded part 6 and the second embedded part 7 in a bolt or welding mode after the concrete strength of the infilled wall 4 and the bearing structure reaches the strength, and the combined body is detached. Under the action of earthquake, the displacement of the lower layer is transmitted to the first connecting piece 8 and the second connecting piece 9, and the first connecting piece and the second connecting piece drive the flexible unit 10 to generate shearing deformation, so that hysteresis energy consumption is generated, and the damping effect is achieved.
The thinking of "flexonics" has been introduced to this embodiment, and sufficient space is reserved between infilled wall 4 and load-carrying members to the formwork stage of pouring, then uses steel sheet and viscoelastic material to carry out flexonics with both, has completely cut off 4 rigidity of infilled wall to structural rigidity's influence, uses the viscoelastic material that has damping power consumption characteristic as "flexonics" material again simultaneously, further ensures structural safety through its cushioning effect. Has the following advantages:
firstly, the problems caused by rigid connection between the filling wall 4 and a stressed member are solved (namely, the full cast-in-place concrete filling wall 4 is easy to damage in an earthquake, and extra earthquake energy is input due to the additional rigidity of the structure caused by the full cast-in-place concrete filling wall 4);
secondly, due to the damping effect of the viscoelastic material, the section and the reinforcing bars of the structural member can be properly reduced in the structural design, so that the construction cost is reduced;
thirdly, as the viscoelastic material has no initial rigidity, the viscoelastic material can play a role in shock absorption under the action of small shock or large shock, so that the structural safety under the action of the earthquake is protected;
fourthly, the viscoelastic material has the characteristic of water impermeability, so that the hidden danger of leakage can be avoided;
fifthly, the installation is easy, the process is simple, the quality control is easy, and the field safe and civilized construction is facilitated;
sixthly, the replacement is convenient, and the enough service life can be ensured;
seventh, the viscoelastic material can be recycled, does not cause environmental pollution in the production process, green.
Example two
A concrete damping infilled wall 4 is arranged in a space defined by an upper beam plate 1, a lower beam plate 2 and shear walls 3 on two sides, and comprises the damping assembly for the infilled wall 4 in the first embodiment and a concrete wall body.
The concrete wall body is arranged on the lower beam slab 2, a first accommodating space is reserved between the concrete wall body and the upper beam slab 1, and a second accommodating space and a third accommodating space are reserved between the concrete wall body and the shear walls 3 on the two sides respectively. The three damping assemblies are respectively arranged in the first accommodating space, the second accommodating space and the third accommodating space.
Wherein, the first embedded parts 6 of the three damping components are respectively arranged on the upper beam plate 1 and the shear walls 3 at two sides; the second embedded parts 7 are respectively arranged on the side wall bodies of the concrete wall bodies opposite to the corresponding first embedded parts 6.
Furthermore, the concrete wall is a cast-in-place concrete wall.
In actual construction, the following problems should be noted:
firstly, determining the distance between a cast-in-place concrete wall body and a bearing structure according to the result of structural seismic design, and ensuring that the cast-in-place concrete wall body and the bearing structure do not collide with each other in the earthquake action, so that the influence of the rigidity of the filler wall 4 on the structure can be thoroughly avoided;
secondly, pre-buried steel plates are arranged in advance at a formwork supporting stage of a bearing structure (namely the upper beam plate 1, the lower beam plate 2, the first shear wall 3 and the second shear wall 3), and positioning reinforcing steel bars are welded in the reinforcing steel bars to fix the pre-buried steel plates, so that the pre-buried steel plates are ensured not to shift in the concrete pouring and vibrating process, and are also tightly abutted and spliced with a template, and slurry leakage is ensured not to occur;
thirdly, the combination body of the first connecting piece 8, the second connecting piece 9 and the flexible unit 10 can be processed into a whole in advance, and in the processing process, the bonding strength between the flexible unit 10 and the first connecting piece 8 and the second connecting piece 9 needs to be ensured to be enough, so that the viscoelastic material and the connecting steel plate are prevented from being torn and separated under the action of an earthquake;
in the installation process of the assembly of the first connecting piece 8, the second connecting piece 9 and the flexible unit 10, if welding connection is adopted, the temperature of a connecting steel plate needs to be monitored in real time, the phenomenon that the performance of a viscoelastic material is affected due to overhigh temperature is avoided, and the temperature generally should not exceed 75 ℃;
fifthly, in the process of installing the prefabricated cover plate 5, the installation is guaranteed to be compact, and the net hanging plastering treatment can be adopted at the seam splicing part if necessary, so that the cracking problem at the seam splicing part in the later period is avoided.
The embodiments of the present invention have been described in detail with reference to the accompanying drawings, but the present invention is not limited to the above embodiments. Even if various changes are made to the present invention, it is still within the scope of the present invention if they fall within the scope of the claims of the present invention and their equivalents.
Claims (10)
1. A shock absorption assembly for a filler wall is arranged in an accommodating space reserved between the filler wall and a bearing structure, and is characterized by comprising a first embedded part, a second embedded part, at least one first connecting piece, at least one second connecting piece and at least one flexible unit;
the first embedded part is arranged on the bearing structure; the second embedded part is arranged on the side wall body of the filler wall opposite to the first embedded part; the first connecting pieces are arranged on the first embedded parts, the second connecting pieces are arranged on the second embedded parts, the first connecting pieces and the second connecting pieces are alternately arranged, and gaps are reserved between the first connecting pieces and the second connecting pieces; the flexible unit is arranged in the gap and connected with the first connecting piece and the second connecting piece;
a first buffer space is reserved between the first connecting piece and the second embedded part; and a second buffer space is reserved between the second connecting piece and the first embedded part.
2. The shock-absorbing assembly for a infill wall according to claim 1, further comprising a plurality of prefabricated cover plates, wherein the prefabricated cover plates are respectively covered in the accommodating space, connected with the infill wall and the load-bearing structure, and flush with the front wall body or the back wall body of the infill wall.
3. A shock-absorbing assembly for a infill wall as claimed in claim 2, wherein said pre-fabricated cover sheet is of concrete or metal material.
4. A shock absorbing assembly for a infill wall as claimed in claim 1, wherein said flexible unit is a viscoelastic material or a viscous material or a shape memory alloy or mild steel.
5. A shock absorbing assembly for a infill wall as claimed in claim 4, wherein said viscoelastic material is acrylic or butadiene or silicone or rubber or bitumen.
6. The shock-absorbing assembly for a filler wall according to claim 1, wherein the first embedded part and the second embedded part are embedded steel plates, and are welded and fixed with steel bars in the filler wall and the load-bearing structure respectively.
7. The shock assembly for a infill wall of claim 1, wherein said first connector and said second connector are each a connector plate, said connector plate being bolted or welded to said first embedment or said second embedment, respectively.
8. The shock assembly for a infill wall of claim 1, wherein said first connectors are one in number, said second connectors are two in number, and said flexible units are two in number; the first connecting piece is inserted between the two second connecting pieces to form two gaps, and the two flexible units are respectively arranged in the two gaps and connected with the first connecting pieces and the second connecting pieces on two sides.
9. A concrete shock-absorbing infilled wall which is arranged in a space defined by an upper beam plate, a lower beam plate and shear walls on two sides, and is characterized by comprising the shock-absorbing assembly for the infilled wall as claimed in any one of claims 1 to 8 and a concrete wall body;
the concrete wall body is arranged on the lower beam slab, a first accommodating space is reserved between the concrete wall body and the upper beam slab, and a second accommodating space and a third accommodating space are reserved between the concrete wall body and the shear walls on the two sides;
the shock absorption assembly is respectively arranged in the first accommodating space, the second accommodating space and the third accommodating space;
the first embedded parts are respectively arranged on the upper beam plate and the shear walls on the two sides; the second embedded parts are respectively arranged on the side wall body of the concrete wall body opposite to the corresponding first embedded parts.
10. The concrete filled shock absorbing wall as recited in claim 9, wherein said concrete wall is a cast-in-place concrete wall.
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| CN202120577047.XU CN215330734U (en) | 2021-03-22 | 2021-03-22 | A damper and concrete shock attenuation infilled wall for infilled wall |
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| CN202120577047.XU CN215330734U (en) | 2021-03-22 | 2021-03-22 | A damper and concrete shock attenuation infilled wall for infilled wall |
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