CN202483027U - Coupled shear wall with end plate bolts and steel coupling beams - Google Patents

Abstract

The utility model provides a shear wall with end-plate bolts and steel coupling beams, which is a pre-embedded steel frame in the concrete shear wall, and the steel coupling beam and the steel column of the pre-embedded steel frame are connected by end plate bolts; The end of the coupling beam close to the edge of the shear wall locally weakens the section, forming a "dog-bone" structure. The utility model focuses on solving the connection problem between the steel connecting beam and the shear wall and improves the anti-seismic energy consumption performance of the steel connecting beam. The steel frame is pre-buried in the shear wall, and the steel connecting beam and the steel frame column adopt end plates The bolt connection method is used, and the section at the end of the steel connecting beam is weakened locally to form a "dog-bone" structure. This can not only completely solve the connection problem of steel coupling beams-concrete shear walls, realize simple construction, analysis and design, but also enhance the energy dissipation and shock absorption capacity of steel coupling beams through the "dog-bone" structure, and improve the connection Seismic performance of shear wall systems.

Description

A shear wall with end-plate bolts and steel coupling beams

technical field

The utility model relates to the anti-seismic technology of high-rise building structures, in particular to a steel connecting beam combined-leg shear wall used for high-rise buildings. the

Background technique

my country has a large population, and building land resources are increasingly scarce. High-rise and super high-rise structures will increasingly become the mainstream of urban architecture in my country. The combined shear wall structure is a lateral force resistant structural system that couples two or more single-leg shear walls to resist horizontal loads, especially earthquakes, through connecting beams. It is widely used in high-rise and super high-rise buildings in my country. . When a moderate-intensity earthquake or a large earthquake occurs, the seismic energy is mainly dissipated by forming a plastic hinge at the end of the coupling beam and the bottom of the shear wall, and the coupling beam should first enter the plasticity and consume structural vibration as the main energy-dissipating component. Energy to protect the safety of the main structure, so as to achieve the fortification goal of "not falling down in a big earthquake". However, during the 2008 Wenchuan Earthquake in my country, the coupling beams of reinforced concrete combined shear wall structures generally suffered shear failure, and shear failure is a brittle failure mode with relatively low ductility and energy dissipation capacity. If it is poor, the premature shear failure of the coupling beam will lead to a significant degradation of the strength and stiffness of the combined shear wall structure, which will further deepen the damage of the structure and even cause collapse. Therefore, how to improve the energy dissipation capacity of combined shear wall structures in high-intensity earthquake areas and realize the ductility design of combined shear wall structures is still a key technical problem that needs to be solved urgently in the seismic design of combined shear wall structures. the

Residential buildings, office buildings and other civil buildings in cities in our country are more and more commonly used high-rise and super high-rise structures. In order to meet the requirements of earthquake resistance and wind resistance, structural systems such as shear wall core tubes are often used. Due to the needs of building functions, there are generally openings in the shear wall. When the number and area of the openings reach a certain level, a combined shear wall is formed, which is equivalent to connecting multiple shear walls through the upper and lower openings. The beams are connected together to resist lateral forces. A large number of researches at home and abroad have shown that the combined shear wall is more economical than the single-leg shear wall, and the force is more reasonable, so it is one of the main structural forms of high-rise residential buildings and other civil buildings in my country. the

At present, there are three main types of coupling beams for combined shear wall structures: reinforced concrete coupling beams, steel coupling beams, and steel-concrete composite coupling beams. Previous researches and earthquake damage surveys of the Wenchuan earthquake in my country have shown that the deformation capacity of reinforced concrete coupling beams is poor, and the rotational deformation capacity of the section is limited. In order to meet the requirements of high ductility and high energy dissipation capacity of coupling beams, Professor Paulay T. of New Zealand proposed cross concealed column reinforced coupling beams. However, due to its complicated construction, it has not been popularized and applied in our country. Based on this, scholars at home and abroad generally believe that using steel coupling beams or steel-concrete composite coupling beams instead of reinforced concrete coupling beams is an ideal choice for combined shear wall structures in high-intensity earthquake areas. However, both research and engineering practice have proved that the traditional connection method of steel coupling beams or steel-concrete composite coupling beams and shear walls involves the connection of steel beams and reinforced concrete walls, so the structure is complex, the construction requirements are high, and it is difficult. Large, theoretical analysis and design are difficult, often become the weak link in the force transmission path of earthquake action, the failure mode is diverse, it is difficult to predict accurately, and it is also very difficult to repair and strengthen after the earthquake. the

In addition, the beams and columns of traditional steel structure houses are connected by welding at the construction site. However, in the Northridge earthquake in California, USA, in 1994, the welded parts of beam-column joints of a large number of steel structure houses were brittle. The damage seriously damaged the seismic performance of steel structure houses and caused great losses. The reason why the welding beam-column joints have problems is mainly due to the unavoidable defects in the welding operation of the on-site construction after the beam and column components are in place. the

Utility model content

The reinforced concrete coupling beams used for traditional combined shear walls cannot meet the ductility requirements of the structure, while the traditional connection methods of new steel coupling beams or steel-concrete composite coupling beams and concrete shear walls have complex structures and construction technical requirements. High and difficult, and difficult to analyze and design, the purpose of this utility model is to provide a new type of combined shear wall with convenient construction, simple design, and better seismic performance. the

To achieve the above purpose, the technical solution adopted by the utility model is: a steel coupling beam combined limb shear wall, including a concrete shear wall; it is characterized in that a steel frame that does not participate in stress is pre-buried in the concrete shear wall, The steel connecting beam and the steel column of the pre-embedded steel frame are connected by end plate bolts; the end of the steel connecting beam near the edge of the shear wall is partially weakened, which is a "dog-bone type". the

Compared with the prior art, the utility model has the following advantages:

1. This utility model focuses on solving the connection problem between the steel connecting beam and the shear wall and further improves the seismic energy consumption performance of the steel connecting beam. The steel frame that does not participate in the force is pre-embedded in the shear wall. It is connected with the steel frame column by end plate bolts to form a combined shear wall, and the section of the steel connecting beam close to the shear wall is partially weakened to form a "dog bone" structure. This can not only completely solve the connection problem between the coupling beam and the shear wall, realize simple construction, simpler analysis and design, but also realize the concentration of plastic deformation by adopting the dog-bone structure, and further enhance the energy dissipation and shock absorption of the steel coupling beam ability.

2. The utility model adopts the end plate bolt connection to avoid on-site welding operations. The end plate is welded to the connecting beam in the prefabrication factory. At the construction site, only the steel connecting beam needs to be bolted to the embedded steel beam through the end plate On the column, a reliable coupling beam-shear wall connection can be formed. the

3. The utility model creatively solves the connection problem between the steel coupling beam and the shear wall. At the same time, since the connection joint between the coupling beam and the shear wall is transformed from a section steel-concrete composite node into a very simple section steel-section steel end The joints connected by plate bolts bring a series of design and construction conveniences, and the creative use of the "dog-bone" coupling beam end structure can further improve the seismic performance of steel coupling beams and even combined shear walls. the

Description of drawings

Fig. 1 is the schematic diagram of the facade of the utility model end plate bolt steel connecting beam combined limb shear wall structure;

Fig. 2 is the plan view of Fig. 1;

Figure 3 is a schematic diagram of the elevation of the steel coupling beam;

Fig. 4 is 1-1 sectional view of Fig. 3;

Figure 5 is a schematic plan view of the steel connecting beam.

In the figure, concrete shear wall—1, embedded steel frame—2, steel connecting beam—3, end plate—4, bolt—5, weakened section—6, “dog bone” beam end—7, stiffening plate— 8. the

Detailed ways

Embodiment 1: Referring to Fig. 1-Fig. 2, a kind of steel coupling beam combined limb shear wall, it is to embed steel frame 2 in concrete shear wall 1, the steel column of steel coupling beam 3 and pre-embedded steel frame 2 connection, the steel connecting beam 3 and the steel column of the embedded steel frame 2 are connected by end plate 4 bolts 5; the end position of the steel connecting beam 3 close to the edge of the shear wall is partially weakened to form a "dog The "bone" beam end 7 ensures the stability and shear strength of the middle section of the steel coupling beam 3 through the stiffening plate 8. The utility model makes full use of the advantages of the steel connecting beam, simultaneously solves the complexity of the connection node between the steel connecting beam and the concrete shear wall, improves the anti-seismic performance of the energy dissipation capacity of the steel connecting beam, and further improves the anti-seismic performance of the overall structure. the

In the utility model, the setting of the pre-embedded steel frame 2 is to meet the construction needs of the connection between the steel connecting beam 3 and the concrete shear wall 1, and does not need to participate in bearing the horizontal earthquake action, but it can also be designed according to actual needs It becomes a part of the anti-lateral force system and works together with the concrete shear wall to jointly resist the horizontal earthquake action. Due to the existence of the pre-embedded steel frame 2, the steel connecting beam 3 can be directly connected with the steel column, realizing the connection with the shear wall. At the same time, since the connection between the steel coupling beam 3 and the shear wall 1 is creatively transformed into the connection between the steel coupling beam and the steel frame, the joint structure can adopt the end plate bolt connection which is very convenient in construction, the force transmission path is clear, and the analysis and design are simple . the

See Figure 3, the construction process of the dog-bone end plate bolted connection:

First, in the steel component prefabrication factory, the two ends of the steel beam are partially weakened to form a dog-bone structure, and then the end plates are welded at both ends of the beam to form a steel coupling beam member as shown in Figures 3 to 5. Let b _f be the width of the flange of the steel coupling beam, and d be the height of the steel coupling beam, then the geometric dimensions of the locally weakened section can be specified as follows: the distance between the weakened sections from the end of the beam a=(0.5～0.75)b _f ; Beam section width b=(0.65～0.85)d; maximum depth of weakened section c=(0～0.25)b _f . Because the welding is carried out in the factory, the construction can be carried out in full accordance with the technical requirements, and no welding defects will be caused. Therefore, the welding between the end plate and the beam end will not be damaged under the action of the earthquake. A cavity is reserved on the end plate, which coincides with the cavity at the corresponding position on the embedded steel column in the shear wall. Pass the high-strength screw with strength grade Q420 or Q490 through the end plate of the steel connecting beam and the flange of the steel column, and apply a certain pre-tension (generally about 30% of the tensile strength of the high-strength bolt), so that the steel connecting beam and the The pre-embedded steel columns are connected together. Finally pour the shear wall concrete.

The "dog-bone" beam end structure of the steel connecting beam described in the utility model refers to weakening the section of the upper and lower flanges within a certain distance from the end of the steel beam and within a certain width of the beam section, resulting in local weak parts. In an earthquake, since the bending moment at both ends of the steel coupling beam is the largest, in the process of transferring the bending moment to the shear wall at the beam end, due to the different properties of the two materials, steel and concrete, it often results in a shear force near the beam end. The local brittle pressure-bearing failure of the wall concrete weakens the connection between the coupling beam and the shear wall, increasing the difficulty and cost of repair. After adopting the "dog-bone" beam end structure, the weakened section near the beam end forms a weak part. Although the bending moment of this part is smaller than the beam end bending moment, because the section is weakened, it will yield before the beam end section And enter the plastic stage, so the bending moment of the steel connecting beam will be redistributed. After the weakened section reaches the plastic bending moment, the bending moment at the beam end will not increase again, and the plastic deformation and energy consumption of the steel connecting beam will concentrate on the weakened section. , so the shear wall concrete connected to the beam end and the welding of the end plate to the beam end are protected. the

The utility model creatively introduces the end structure of the "dog-bone" steel coupling beam, realizes local concentration of plastic deformation by partially weakening the section, improves the seismic energy consumption capacity of the steel coupling beam, and further improves the seismic performance of the overall structure. the

The utility model creates and solves the connection problem between the steel coupling beam and the shear wall in the joint shear wall. To a series of convenience in design and construction. the

Finally, it is noted that the above embodiments are only used to illustrate the technical solutions of the present utility model without limitation. Although the utility model has been described in detail with reference to the preferred embodiments, those of ordinary skill in the art should understand that the utility model can be Modifications or equivalent replacements of the technical solutions without departing from the purpose and scope of the technical solutions of the utility model shall be covered by the claims of the utility model. the

Claims (3)

1. an end plate bolting steel connects beam and joins the limb shear wall, comprises concrete shear force wall; It is characterized in that pre-buried steel framework in concrete shear force wall, steel connect beam and adopt the end plate bolt to be connected with the steel column of pre-buried steel framework; Steel is connected beam near the local cross section that weakens of the end position at shear wall edge, make " dog bone type " beam-ends structure that steel connects beam.

2. connect beam according to the said end plate bolting steel of claim 1 and join the limb shear wall; It is characterized in that; Said steel connects beam " dog bone type " beam-ends structure, is with weakening apart from the cross section, the upper and lower edge of a wing in girder steel end certain distance and the certain beam section width, forming local weak part.

3. connect beam according to the said end plate bolting steel of claim 2 and join the limb shear wall, it is characterized in that, the said local physical dimension that weakens the position is: from cross section spacing a=(0.5～0.75) b that begins to weaken of beam-ends _fWeaken beam section width b=(0.65～0.85) d in cross section; Weaken depth capacity c=(0～0.25) b in cross section _f

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