CN214461612U - Inertia reinforced floating floor structure system - Google Patents

Abstract

The utility model provides an inertia reinforcing floating floor structure system, include: a plurality of inertia-enhanced floating floors and vertical support structures; the inertia reinforced floating floor slab comprises a precast slab, a plurality of inertia vibration reduction components and a plurality of vibration isolation supports, wherein one end of each inertia vibration reduction component is hinged to the lower surface of the precast slab, and the other end of each inertia vibration reduction component is hinged to the vertical supporting structure, is used for connecting the precast slab to the vertical supporting structure in the horizontal direction and is positioned on the inner side of the vertical supporting structure; the shock insulation support is fixed below the precast slab and used for providing vertical support for the precast slab and reducing horizontal vibration of the precast slab; the inertial vibration damping part comprises an inertial element, a damping element and an elastic element which are fixedly connected. The utility model discloses reduce too big displacement response problem between floor and the main structure in traditional floating floor structure system by a wide margin, also had obvious inhibiting action to the dynamic response of main structure and on-board auxiliary assembly simultaneously.

Description

Inertia reinforced floating floor structure system

Technical Field

The utility model relates to a building engineering technical field especially relates to an inertia reinforcing floating floor structure system.

Background

Along with the development of the urbanization process, more and more people are concentrated to cities, so that the damage of urban earthquake disasters caused by the urban earthquake disasters is continuously upgraded, and people put forward higher requirements on the traditional building earthquake-resistant design concept. Under the action of dynamic loads such as earthquake motion, environmental vibration and the like, the dynamic response of the structure and the internal accessory equipment thereof is related to the safety and comfort of the structure and the accessory equipment thereof, and is a hot issue for the research in the field of structural engineering. Particularly, since the 40 th of the 20 th century, the damping design theory has been developed comprehensively on the global scale, and various damping measures have been systematically developed and applied to practical engineering. From the perspective of improving the earthquake resistance of the structure, a 'three-level' fortification level and a 'two-stage' earthquake resistance design method are gradually formed in recent years, and are used for ensuring the ductility of the building structure under the action of a large earthquake while having enough strength under the action of a small earthquake. Generally speaking, the anti-seismic design idea is to carry out comprehensive design aiming at different earthquake motion levels and expected structural performance in a local area under the existing economic condition so as to fully utilize the elasticity and the plastic energy consumption capability of the structure to ensure the life and property safety of people.

The existing earthquake-proof design method consumes the earthquake capability by means of the plastic damage of the structure, is influenced by factors such as earthquake motion randomness and the like to increase the design difficulty, and has poor economy in the aspect of repairing after an earthquake.

Compared with the existing anti-seismic design method, the energy dissipation device is arranged at the specific position of the structure in the energy dissipation and shock absorption technology, and main seismic energy is dissipated by the energy dissipation device under the action of an earthquake, so that the energy absorbed by the structural body is reduced, the structural body is protected, and the shock absorption effect is achieved. Through the development of many years, various forms of energy dissipation and shock absorption structures are proposed, such as tuned mass dampers, which are typical energy dissipation and shock absorption devices, and the tuned vibrators are arranged at the tops of the structures, so that the energy of seismic motion at the lower part of seismic motion input is absorbed by the tuned vibrators and further dissipated through the dampers, and the seismic motion response of a main structure is reduced. It should be noted that this technique requires additional mass blocks to be added to the structure, and the excessive mass blocks may affect the normal use of the building; and the tuned mass damper damping system has higher dependence on the parameters of the additional substructure and the frequency spectrum characteristics of earthquake motion, and easily generates imbalance problems, thereby amplifying earthquake motion response.

Compare energy dissipation shock-absorbing technology, basic shock insulation technology is through setting up the great shock isolation device of horizontal rigidity less, and vertical rigidity in the structure bottom, keeps apart superstructure and basis for superstructure's characteristic cycle avoids the dominant frequency section of ground shock, thereby reduces superstructure's displacement response between the layer. However, the absolute displacement of the seismic isolation layer of the basic seismic isolation structure is large, seismic energy can be effectively dissipated by arranging the damper on the seismic isolation layer, so that absolute displacement response is reduced, but the too large damping can weaken the seismic isolation mechanism, and therefore the rigidity and the damping of the seismic isolation layer need to be optimally designed in actual design so as to achieve the expected design effect.

After years of development, the basic seismic isolation technology has been accepted by students and engineers in various countries in the world and written into the standard guidance design. But the basic seismic isolation technology is mainly applied to a multi-story high-rise building structure with better site conditions. When the structure height is too large or the structure field condition is poor, the characteristic period of the structure system cannot be effectively avoided from the main frequency range of earthquake motion by adopting the earthquake isolation technology, so that the technology fails.

In order to overcome the problems of insufficient tuning quality of the traditional tuning quality damper shock absorption method and the application limitation of basic shock isolation measures in a multi-story high-rise building, a shock isolation support is arranged on one floor of the multi-story high-rise building so that the whole structure is divided into two parts, the upper isolation part plays the role of tuning the quality damper under the input of dynamic load, and meanwhile, no additional mass is added, namely, so-called Partial Mass Isolation (PMI), the advantages of the tuning quality shock absorption measures and the basic shock isolation measures are effectively combined, and the shock resistance of the medium-rise building structure can be effectively improved. Meanwhile, the technology can selectively isolate specific structural systems, components, specific floors or floor slabs, and has various application forms, such as high-rise building shock insulation, giant-substructure shock insulation, floating floor slabs and the like.

Floating floor measures are one form of application in partial mass seismic isolation measures, and the technology achieves the effect of shock absorption by arranging a seismic isolation device between the floor (in whole or in part) and a structural vertical support system. Floating floor technology has been used to reduce the dynamic response of equipment and precision instruments within a building to vertical vibrations. Considering the response problem of the structure under horizontal earthquake, the two methods of increasing the floating mass of the traditional floating floor slab system or reducing the floating support rigidity can improve the damping effect of the main structure and the auxiliary structures. However, it must be pointed out that increasing the floating mass has both an impact on the safety of the structure and a detrimental effect on the engineering application; reducing the stiffness of the floating support can affect the normal performance of the structure on the panel. In addition, the increase of the floating mass or the reduction of the rigidity of the floating support can lead to the increase of the seismic isolation period, and inevitably lead to the overlarge displacement response of the floating floor. Too large displacement response makes the design between the floor and the main structure too complicated, and restricts the popularization and application of the floating floor technology.

Therefore, there is a need for a new floating floor structure system, which can not only reduce the problem of excessive displacement response between the floor and the main structure in the floating floor system, but also significantly inhibit the dynamic response of the main structure and the dynamic response of the auxiliary devices on the floor.

SUMMERY OF THE UTILITY MODEL

An embodiment of the utility model provides an inertia reinforcing floating floor structure system to solve the defect among the prior art problem.

In order to achieve the purpose, the utility model adopts the following technical scheme.

The utility model provides a following scheme:

an inertia-enhancing floating floor structure system comprising: a plurality of inertia-enhanced floating floors and vertical support structures;

the inertia reinforced floating floor slab comprises a precast slab, a plurality of inertia vibration reduction components and a plurality of shock insulation supports; one end of the inertia vibration damping component is hinged to the lower surface of the precast slab, and the other end of the inertia vibration damping component is hinged to the vertical supporting structure, is used for connecting the precast slab to the vertical supporting structure in the horizontal direction, and is positioned at the inner side of the vertical supporting structure; the shock insulation support is fixed below the precast slab and used for providing vertical support for the precast slab and reducing horizontal vibration of the precast slab; the inertial vibration damping component comprises an inertial element, a damping element and an elastic element which are fixedly connected.

Preferably, the vertical support structure comprises a plurality of frame posts and a plurality of frame beams;

a plurality of frame beams are fixed between every two frame columns in the horizontal direction, and the number and the height of the frame beams between every two frame columns are the same.

Preferably, one end of the inertia vibration damping component is hinged to the lower surface of the precast slab through a plate-type suspension type inertia vibration damping system connecting piece, the other end of the inertia vibration damping component is hinged to a frame column of the vertical supporting structure through a beam-type suspension type inertia vibration damping system connecting piece, and the inertia vibration damping component is a suspension type inertia vibration damping component.

Preferably, the inner side surface of the frame beam is provided with a bracket, and the upper surface of the bracket is fixedly connected with the lower end of the seismic isolation support through a bolt.

Preferably, the vertical supporting structure is a frame structure, a frame shear wall structure, a shear wall, a frame-core tube structure, a tube-in-tube structure, a bundle tube structure, and a tube frame or a giant supporting structure with a support or a rigid arm.

Preferably, the inertial damping part is configured such that any two of the inertial element, the damping element and the elastic element are connected in parallel and then connected in series with the third element.

Preferably, the inertial vibration damping member is configured such that the inertial element is connected in series with the elastic element and then connected in parallel with the damping element, or the inertial vibration damping member is configured such that the inertial element is connected in series with the damping element and then connected in parallel with the elastic element.

Preferably, a floor is mounted under the seismic isolation support for supporting the floating floor.

Preferably, the distance between the edge of the precast slab and the vertical supporting structure is greater than or equal to a safety distance design value, and the safety distance design value is calculated and determined according to the actual engineering structure condition and the load characteristics.

By the aforesaid the embodiment of the utility model provides a technical scheme can see out, the embodiment of the utility model provides a following beneficial effect has:

1. compared with a floating floor structure system without the floating floor, the inertia reinforced floating floor structure system of the utility model can reduce the displacement between main structure layers by more than 50 percent and reduce the acceleration response on the floor by more than 80 percent; compared with the traditional floating floor structure system, the inertia reinforced floating floor system of the utility model can reduce the displacement response between the main structure layers by more than 10 percent, reduce the acceleration response of the auxiliary equipment (cultural relics, important equipment, etc.) on the floor by more than 20 percent, and effectively reduce the dynamic response of the main structure under earthquake motion and environmental vibration and the dynamic response of the main structure under earthquake motion and environmental vibration attached on the floor;

2. compared with the traditional floating floor slab structure system, the inertia reinforced floating floor slab structure system of the utility model can greatly reduce the relative displacement response between the floating floor slab and the main structure by more than 40 percent, and can realize the damping/vibration performance optimization design of the main structure and the subsidiary facilities on the floating floor slab under the condition of limited deformation space between the floor slab and the main structure; meanwhile, the relative displacement between the floor slab and the main structure is reduced, so that the complex structural requirement between the floor slab and the main structure can be simplified;

3. the utility model discloses an inertia reinforcing floating floor slab structure system can be used for designing newly-built floating floor slab structure system, realizes the shock attenuation optimization to main structure, board auxiliary equipment (historical relic, important equipment etc.); the floating floor structure can also be used for transforming the traditional floating floor structure system, the improvement of the power performance of the existing building structure and the attached facilities on the floor under earthquake motion and environmental vibration is realized, the structure is simple, the application is convenient, and the effect is obvious;

4. the utility model discloses a floating floor structure system of inertia reinforcing can control main structure and auxiliary equipment (historical relic, important equipment etc.) response under the earthquake ground moves to and be used for controlling main structure and auxiliary equipment (historical relic, important equipment etc.) and respond under the similar power effect such as environmental vibration, use the space extensively;

5. the utility model discloses a floor structure system is floated in inertia reinforcing, simple structure, use convenience, economy are effective, and inertia damping part can conveniently be dismantled and change, is convenient for restore after shaking and building function resumes fast, also can carry out function optimization design according to the demand in the building use simultaneously.

Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.

Drawings

FIG. 1 is a schematic view of an inertia reinforced floating floor structure;

FIG. 2 is a bottom view of an inertia reinforced floating floor structure system;

FIG. 3 is a top view of an inertia reinforced floating floor structure system;

FIG. 4 is a cross-sectional view of an inertia-enhanced floating floor structure;

FIG. 5 is a schematic view of an inertial damping member;

FIG. 6 is a flow chart of an inertia-enhanced floating floor system according to the first embodiment;

FIG. 7 is a schematic view of the safety distance between the floating floor and the main structure;

FIG. 8 is a schematic diagram of a conventional floating floor structure system-five-story building;

fig. 9 is a schematic structural diagram of a five-story building using the inertia-enhanced floating floor structure system of the present embodiment;

FIG. 10 is a graph showing the variation trend of the displacement between the top floors of the main structure, the absolute acceleration of the top floating floor, and the displacement response of the top floating floor relative to the main structure according to the inerter-mass ratio in the second embodiment;

fig. 11 is a schematic view of the displacement of the top floating floor relative to the main structure, the absolute acceleration of the top floating floor, and the change rule of the response of the top interlayer displacement of the main structure with the stiffness ratio and the damping ratio of the inertial system in the second embodiment;

fig. 12 is a schematic diagram illustrating comparison of damping effects of the inertia-enhanced floating floor system and the conventional floating floor structure system according to the second embodiment;

description of reference numerals:

1. a frame column; 2. frame beams (primary and secondary beams); 3. prefabricating a slab; 4. a bracket; 5. beam-type suspension inertia vibration damping system connecting piece; 6. a suspended inertial vibration reduction member; 7. a shock insulation support; 8. a plate-type suspension inertial vibration damping system connecting piece; 9. a bolt; 10. a seismic isolation support connecting piece; 11. a bolt; 12. a plate-type suspension inertial vibration damping system connecting piece; 13. a fastener; 14. a fastener connecting member; k. an elastic element; c. a damping element; b. an inertial element.

Detailed Description

Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below by referring to the drawings are exemplary only for explaining the present invention, and should not be construed as limiting the present invention.

In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.

In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.

As used herein, the singular forms "a", "an", "the" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. It will be further understood that the terms "comprises" and/or "comprising," when used in this specification, specify the presence of stated features, integers, steps, operations, elements, and/or components, but do not preclude the presence or addition of one or more other features, integers, steps, operations, elements, components, and/or groups thereof. It will be understood that when an element is referred to as being "connected" or "coupled" to another element, it can be directly connected or coupled to the other element or intervening elements may also be present. Further, "connected" or "coupled" as used herein may include wirelessly connected or coupled. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.

It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.

For the convenience of understanding the embodiments of the present invention, the following description will be given by way of example only with reference to the accompanying drawings, and the embodiments are not limited thereto.

Example one

The present embodiments provide an inertia-enhanced floating floor structure system, comprising: 3 inertia reinforcing floating floor slabs and 1 vertical supporting structure, wherein figure 1 is a schematic diagram of an inertia reinforcing floating floor slab structural system.

Fig. 2 is a bottom view of the inertia-enhanced floating floor structure system of this embodiment, fig. 3 is a top view of the inertia-enhanced floating floor structure system of this embodiment, fig. 4 is a cross-sectional view of the inertia-enhanced floating floor structure system of this embodiment, referring to fig. 2, fig. 3 and fig. 4, the inertia-enhanced floating floor includes a prefabricated slab 3, a plurality of inertia vibration reduction components and a plurality of vibration isolation supports 7 (in this embodiment, 4 inertia vibration reduction components and 8 vibration isolation supports are adopted), the inertia vibration reduction components of this embodiment are suspension type inertia vibration reduction components 6, one end of the suspension type inertia vibration reduction components 6 is hinged to the underside of the prefabricated slab 3, the other end is hinged to the vertical support structure, and is used for connecting the prefabricated slab 3 to the vertical support structure in the horizontal direction, and the prefabricated slab 3 is located inside the vertical support structure. The vertical supporting structure comprises a plurality of frame columns 1 and a plurality of frame beams 2, wherein a plurality of frame beams are fixed between every two frame columns 1 in the horizontal direction, schematically, 4 frame columns 1 and 12 frame beams are adopted in the embodiment, 3 frame beams are fixed between every two frame columns 1 in the horizontal direction, the number and the height of the frame beams between every two frame columns are the same, and the vertical supporting structure can also comprise a wall structure on the frame; the bottom surface of each prefabricated slab 3 is higher than the top surface of the corresponding frame beam 2. The floating floor slab at the top level of the vertical support structure in this embodiment may also be referred to as a floating roof slab. Shock-proof bearings 7 are fixed under the precast slabs 3 for providing vertical support to the precast slabs while reducing horizontal vibration of the precast slabs. The vertical supporting structure can be a frame structure, a frame shear wall structure, a shear wall, a frame-core tube structure, a tube-in-tube structure, a bundle tube structure, a tube frame with a support or a rigid arm or a giant supporting structure.

The inertial vibration damping part comprises an inertial element, a damping element and an elastic element which are fixedly connected. Fig. 5 is a schematic structural view of the inertia vibration damping member of the present embodiment, and referring to fig. 5, the inertia vibration damping member has 5 connection cases, each of which is: the inertia vibration damping part is structurally characterized in that any two of an inertia element b, a damping element c and an elastic element k are connected in parallel and then connected with a third element in series; the inertia element b is connected with the elastic element k in series and then connected with the damping element c in parallel, or the inertia vibration damping part is structurally characterized in that the inertia element b is connected with the damping element c in series and then connected with the elastic element k in parallel.

One end of the suspension type inertia vibration damping part 6 is hinged below the precast slab 3 through a plate type suspension type inertia vibration damping system connecting piece 8, and the other end is hinged on the frame column 1 of the vertical supporting structure through a beam type suspension type inertia vibration damping system connecting piece 5.

And a bracket 4 is further arranged on the inner side surface of the frame beam 2, and the upper surface of the bracket 4 is fixedly connected with the lower end of the shock insulation support 7 through a bolt.

Under the condition that the bracket 4 is not arranged, the lower part of the isolation bearing 7 can be used for supporting a floating floor by installing and fixing the floor.

Preferably, the requirement of the safe distance between the floating floor and the main structure is met, and the safe distance is calculated and determined according to specific engineering conditions and load conditions. Illustratively, in the embodiment, a square notch is arranged at each corner of the square precast slab to ensure a safe distance between the floating floor and the main structure.

The inertia enhanced floating floor system of the embodiment is purposefully arranged in a multi-story high-rise structure for damping targets. Part of floors of the building structure can be set as the inertia reinforced floating floor system of the embodiment, and other floors are traditional structure systems; part of the space in a specific floor of the building structure can be set as the inertia-enhanced floating floor system of the embodiment, and other spaces of the same floor are traditional structure systems.

Fig. 6 is a construction flow chart of the inertia-enhanced floating floor structure system according to the present embodiment, referring to fig. 6, wherein the structural vertical supporting system (frame beams, frame columns and walls) is integrally cast in situ or prefabricated in a factory; installing a bracket embedded part in the beam structure pouring process; the beam-type suspension type inertia vibration damping system connecting piece is embedded in the beam-column joint. After the construction of the vertical supporting system is completed, a bracket and a shock insulation support are arranged on the beam side; meanwhile, a floating floor slab is prefabricated in a factory, and a suspension inertia vibration reduction component and a vibration isolation support connecting piece are installed in the concrete pouring process; and finally, hoisting and installing floating floor slabs (floating roof slabs and floor slabs) and installing suspension type inertia vibration reduction components. Under the action of an earthquake and under the condition of environmental vibration (such as traffic environment vibration caused by subways), the inertia enhanced floating floor system can absorb part of energy, greatly reduce the dynamic response of a main structure (columns, beams and walls), and simultaneously play a good role in protecting sensitive equipment (cultural relics, precise instruments and the like) on the floor.

One advantage of the inertia enhanced floating floor structure system of this embodiment over conventional floating floor structure systems is that the relative displacement response between the floating floor and the main structure is effectively controlled. Fig. 7 is a schematic view of the safe distance between the floating floor and the main structure in this embodiment, and as shown in fig. 7, under the input of the dynamic load, the safe distance of the relative movement between the floating floor and the main structure (column) needs to be reserved. Too large a safety distance may complicate the construction between the floor slab and the main structure too much. By applying the inertia enhanced floating floor system of the embodiment, the relative displacement between the floor and the main structure can be greatly reduced (compared with the traditional floating floor structure system, the relative displacement is reduced by more than 40%).

Example two

The following is an explanation of the effect of the five-layer building adopting the inertia enhanced floating floor structure system, fig. 8 is a schematic diagram of the five-layer building adopting the traditional floating floor structure system, fig. 9 is a schematic diagram of the five-layer building adopting the inertia enhanced floating floor structure system of the embodiment, and referring to fig. 8, the floating floor is connected with the main structure by a general seismic isolation support. Referring to fig. 9, the general inertia reinforcing system between the floating floor and the main structure is connected in parallel with the vibration isolation support. Wherein m is_sThe mass is concentrated for each layer of the main structure (including each layer of frame beam, frame column, wall and partial floor slab); m is_fFloating the floor mass for each layer (either the floor is fully floating or partially floating); k is a radical of₀Is the interlaminar horizontal stiffness; k is a radical of_tThe horizontal rigidity of the shock insulation support is adopted; zeta_nThe damping ratio of each order of vibration mode of the main structure is adopted; k is a radical of_tThe rigidity of the traditional shock insulation support is improved; c. C_tDamping for a traditional shock insulation support; k is a radical of_InIs the horizontal stiffness of the inertial system; c. C_InDamping for inertial systems; and b is the inertial volume coefficient of the inertial volume device in the inertial system. The material parameter settings for this example are shown in table 1 below:

TABLE 1 structural parameter Table

Introducing an inertia mass ratio (the ratio of the inertia volume coefficient of the inertia volume device to the total mass of each layer of the structure) mu_In＝b/(m_s+m_f) Mu to floor floating mass ratio (ratio of mass of floating floor per layer to total mass of the layer)_f＝m_f/(m_s+m_f) Simultaneously, let the damping ratio alpha be c_In/c_tAnd stiffness ratio β ═ k_In/k_t. Taking the response of the top layer and the floating floor of the main structure as an example, fig. 10 is a graph showing the variation trend of the displacement response of the top floating floor relative to the main structure along with the inertial mass ratio of the main structure, the absolute acceleration of the top floating floor, and the displacement response of the top floating floor relative to the main structure along with the inertial mass ratio in the present application embodiment, wherein 10-a is a graph showing the variation trend of the displacement response of the top floating floor relative to the main structure along with the inertial mass ratio in the present application embodiment; 10-b is a variation trend graph of the absolute acceleration of the top floating floor along with the inertia-to-mass ratio; 10-c is a variation trend graph of the displacement response between top layers of the main structure along with the inertia mass ratio; mu.s_f50%, α is 0.4, β is 0.3. The response and its mean are shown for 10 randomly selected seismic excitation inputs as shown in table 2, with the dashed black line being the response curve for the 95% confidence interval. The calculation is known at μ_fUnder the same condition of 50 percent, the top layer interlayer displacement, the absolute acceleration and the position of the top floating floor relative to the main structure of the five-layer building designed by adopting the traditional floating floor structureThe mean value of the response maximum value of the shift response under 10 seismic movements is 1.768 multiplied by 10 respectively^-3m,3.088m/s²,0.2457m。

TABLE 2 earthquake record table

As can be seen from FIG. 10, the displacement response of the top floating floor relative to the main structure is less than 0.2457m and increases after first decreasing with the increase of the inertia capacity coefficient, and is more than or equal to mu at 0.1_InIn the interval range of less than or equal to 0.2, the displacement response minimum value of the top floating floor relative to the main structure exists. After the inertia system is introduced, the relative displacement between the floating floor and the main structure can be effectively reduced. The absolute acceleration response of the top floating floor slab firstly decreases and then increases along with the increase of the inertia capacity coefficient when mu_InWhen the absolute acceleration response of the top floating floor is less than or equal to 0.15, the absolute acceleration response of the top floating floor is less than 3.088m/s²And when μ_InThe response reaches a minimum value at 0.10, which shows that the acceleration response of the floating floor is favorably reduced after the inertia enhanced floating floor structure system is adopted. With the increase of the inertia coefficient, the overall response of the displacement between the top layers of the main structure shows a trend of decreasing firstly and then increasing, and the response is measured at mu_InResponse reaches a minimum value at 0.10 and is less than 1.768 × 10^-3m, which means that the introduction of an inertial system can play a certain role in reducing the interlayer displacement response of the main structure.

In summary, under the same conditions, compared with the traditional floating floor structure system, the floating floor structure system with enhanced inertia has the reducing effects of different degrees on the displacement between the top layer layers of the main structure, the absolute acceleration of the top floating floor and the displacement response of the top floating floor relative to the main structure.

FIG. 11 is a schematic diagram showing the displacement of the top floating floor relative to the main structure, the absolute acceleration of the top floating floor, and the change rule of the response of the top interlayer displacement of the main structure with the change of the stiffness ratio and the damping ratio of the inertial system, wherein 11-a is a gauge of the change of the displacement of the top floating floor relative to the main structure with the change of the stiffness ratio and the damping ratio of the inertial systemA law graph; 11-b is a graph of the change rule of the absolute acceleration of the top floating floor along with the stiffness ratio and the damping ratio of an inertial system; 11-c is a schematic diagram of the change rule of the displacement response between the top layers of the main structure along with the stiffness ratio and the damping ratio of the inertial system; mu.s_f＝50％，μ_In0.1. The numerical value on the contour line in the graph is the mean value of the maximum value of the real response under 10 seismic oscillations, and the unit is m, m/s²And m. As can be seen in fig. 11-a, the top floating floor displacement response gradually decreases with simultaneous increase in damping ratio and stiffness ratio, and the origin of coordinates can be considered as degenerating to the traditional floating floor structural system. From the numerical variation of the contour lines, it can be seen that the top layer floating floor displacement response can be reduced from 0.25m to 0.16m when α ≈ 1, β ≈ 0.5. As can be seen in FIG. 11-b, the top floating floor acceleration response decreases first and then increases with increasing stiffness ratio and gradually decreases with increasing damping ratio, and when α ≈ 1.5 and β ≈ 0.5, the top floating floor acceleration response may decrease to some extent. As can be seen in FIG. 11-c, when α ≈ 1, β ≈ 0.5, the main structure top layer interlayer displacement may be from 1.8 × 10^-3m is reduced to 1.65X 10^-3m。

In conclusion, the proper damping and stiffness of the inertial system can reduce the response of the floating floor and the main structure to different degrees.

Consider the response comparison at 10 seismic oscillations with an inertially enhanced Floating floor system (I-Floating slab) and with a conventional Floating floor structure (Floating slab) under the same conditions. FIG. 12 is a schematic diagram showing the comparison of the damping effect between the inertia-enhanced floating floor system of this embodiment and the conventional floating floor system, wherein μ_f50%. The filled columnar part represents the traditional floating floor structure system; diagonal filled columns represent systems employing inertially enhanced floating floor structures, where μ_Inα is 0.1, α is 2.0, and β is 1.0. And simultaneously, dimensionless comparison is carried out by adopting the response of the traditional floating floor structure system. FIG. 12-a compares the relative displacement response of the floating floor slab under 10 different earthquake actions for two structural systems, compared with the traditional floating floor slab structural system, the floating floor slab structural system adopting inertia reinforcementUnder 10 different earthquake actions, the floating floor relative displacement reducing action of different degrees is realized, and the response average value of the two structural systems is analyzed, so that the dimensionless floating floor relative displacement response is reduced to 0.59 from 1.00, and the reduction degree is 41%. Fig. 12-b compares the dimensionless floating floor acceleration response of the two structural systems under 10 times of earthquake, compared with the traditional floating floor structural system, the inertial reinforced floating floor structural system has different degrees of floating floor acceleration reduction under 10 times of different earthquake, and the response mean value of the two structural systems is analyzed, so that the dimensionless acceleration response is reduced from 1.00 to 0.78, and the reduction degree is 22%. Fig. 12-c shows that the displacement response between the dimensionless top layers of the two structural systems is reduced in different degrees under 10 different earthquake actions, the average value is reduced to 10% (1.00 is reduced to 0.90), namely, the floating floor system adopting inertia enhancement has a certain shock absorption effect on the displacement response between the main structural layers.

In summary, the design of floating floor systems with inertia enhancement provides a new breakthrough for structural design. Due to the limitation of the distance between the floating floor and the structural body, the safety distance can be obviously shortened by adopting the inertia enhanced floating floor structural system, the possibility of collision between the components under the action of an earthquake can be reduced, the limitation condition for constructing the building space is relaxed, and a new choice is provided for engineering practitioners.

It will be appreciated by those skilled in the art that the foregoing types of applications are merely exemplary, and that other types of applications, whether presently existing or later to be developed, such as may be suitable for use with the embodiments of the present invention, are also intended to be encompassed within the scope of the present invention and are hereby incorporated by reference.

Those of ordinary skill in the art will understand that: the components in the devices in the embodiments may be distributed in the devices in the embodiments according to the description of the embodiments, or may be correspondingly changed in one or more devices different from the embodiments.

The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention should be covered by the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.

Claims (9)

1. An inertia-enhanced floating floor structure system, comprising: a plurality of inertia-enhanced floating floors and vertical support structures;

the inertia reinforced floating floor slab comprises a precast slab, a plurality of inertia vibration reduction components and a plurality of shock insulation supports, wherein one end of each inertia vibration reduction component is hinged to the lower surface of the precast slab, and the other end of each inertia vibration reduction component is hinged to the vertical supporting structure, is used for connecting the precast slab to the vertical supporting structure in the horizontal direction and is positioned at the inner side of the vertical supporting structure; the shock insulation support is fixed below the precast slab and used for providing vertical support for the precast slab and reducing horizontal vibration of the precast slab;

the inertial vibration damping component comprises an inertial element, a damping element and an elastic element which are fixedly connected.

2. The inertia reinforced floating floor structural system of claim 1, wherein the vertical support structure comprises a plurality of frame columns and a plurality of frame beams; a plurality of frame beams are fixed between every two frame columns in the horizontal direction, and the number and the height of the frame beams between every two frame columns are the same.

3. The inertia reinforced floating floor slab construction as set forth in claim 2 wherein said inertial damping member is hingedly connected at one end to the underside of said precast slab by a slab suspension inertial damping system connection and at the other end to a frame post of said vertical support structure by a beam suspension inertial damping system connection, said inertial damping member being a suspension inertial damping member.

4. The inertia reinforced floating floor structure system of claim 2, wherein the inner side of the frame beam is provided with a bracket, and the upper surface of the bracket is fixedly connected with the lower end of the seismic isolation support through a bolt.

5. The inertia reinforced floating floor structure system of claim 1, wherein the vertical support structures are frame structures, frame shear wall structures, shear walls, frame-core tube structures, tube-in-tube structures, beam tube structures, and tube frames, giant support structures with supports or with rigid arms.

6. The inertia reinforced floating floor structural system of claim 1, wherein the inertial vibration reduction member is configured such that any two of the inertial element, the damping element, and the resilient element are connected in parallel and then connected in series with a third element.

7. The inertia enhanced floating floor structural system of claim 1, wherein the inertial vibration reduction member is configured such that the inertial element is connected in series with the resilient element and then connected in parallel with the damping element, or wherein the inertial vibration reduction member is configured such that the inertial element is connected in series with the damping element and then connected in parallel with the resilient element.

8. The inertia reinforced floating floor structure system of claim 1, wherein a floor is installed under the seismic isolation mounts for supporting the floating floor.

9. The inertia reinforced floating floor structural system of claim 1, wherein the distance of the edge of the precast slab from the vertical support structure is greater than or equal to a design safe distance value calculated from actual engineering structural conditions and load characteristics.

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