Non-underground shock insulation layer shock insulation structure with use function

Abstract

According to the non-underground shock insulation layer shock insulation structure with the using function, the shock insulation horizontal seam is arranged at the high position as much as possible, so that the shock insulation horizontal seam completely avoids door and window openings of a building, the defects in a traditional structure are completely overcome, and meanwhile the problems that the rigidity and the bearing capacity are insufficient due to the fact that the height of a lower buttress is increased are solved. A frame beam is arranged at the top of the lower buttress, so that the lower buttress forms an integral frame, a building wall is only built to the bottom of the frame beam of the lower buttress, and the upper buttress is not built. A suspended ceiling can be arranged at the beam bottom of the lower buttress frame according to needs, and the space between the suspended ceiling and a floor top plate can be used for laying equipment pipelines. Only one shock insulation horizontal seam needs to be processed, and the shock insulation structure is safe, simple, reliable, economical and reasonable. Meanwhile, the outer wall seam is formed in the height center of the rubber support, and compared with a traditional method, the width of the vertical seam can be reduced to half of the original width, so that the outer vertical face of a building has a larger treatment space.

Description

Technical Field

[0001] This utility model relates to building seismic isolation structures, specifically a seismic isolation structure with a functional non-underground seismic isolation layer. Background Technology

[0002] The safety and stability of building structures have always been a major concern. Earthquakes are a significant natural disaster that can cause devastating damage to buildings in an instant. Seismic isolation technology can effectively reduce earthquake damage. Traditionally, the lower support piers of seismic isolation layers are cantilever members. To ensure the stiffness and strength of these piers meet requirements, they need to be made shorter and larger. This presents a structural challenge: the horizontal joints of the seismic isolation layer will pass through door and window openings, significantly increasing construction costs, construction difficulty, and subsequent maintenance risks. Figure 5 As shown.

[0003] Currently, the traditional setting of horizontal seismic isolation joints in external walls is as follows: Figure 6 , 7 As shown, the vertical seismic isolation joint is set at the top of the lower pier or the bottom of the upper pier, filled with flexible material, and the width of the vertical seismic isolation joint is set to w. This approach results in an excessively wide joint, which wastes usable space between floors.

[0004] Furthermore, traditionally, external wall joints are located at the bottom elevation of the upper support pier or the top elevation of the lower support pier, with the maximum horizontal displacement of the upper structure of the seismic isolation layer being equal to the spacing of the vertical isolation joints. Traditionally, the rubber bearings of the seismic isolation layer are located in the middle of the isolation layer, which makes it difficult to construct gaps for doors and windows, and also results in larger cross-sections for the upper and lower supports. External wall joints are located at the bottom elevation of the upper support pier or the top elevation of the lower support pier.

[0005] In conclusion, traditional methods can lead to problems such as difficulty in construction, unsightly appearance, and impracticality. Summary of the Invention

[0006] The purpose of this utility model is to address the shortcomings of the existing technology by providing a functional non-underground seismic isolation structure. By setting the external wall joint at the center of the rubber bearing height using this utility model, the horizontal displacement of the upper support can be twice that of the traditional method, allowing for greater flexibility in the treatment of the building facade.

[0007] This utility model is achieved through the following technical solution: a seismic isolation structure with a functional non-underground seismic isolation layer, including an upper support, a lower support, a rubber bearing, a horizontal isolation joint and a vertical seismic isolation joint, wherein the horizontal isolation joint is located in the middle of the rubber bearing and the width of the vertical seismic isolation joint is set to 0.5w.

[0008] Furthermore, by increasing the height of the lower support pier, the horizontal isolation joint is positioned above the door and window openings in the building wall.

[0009] Furthermore, a lower support frame beam is provided at the top of the lower support pier.

[0010] Furthermore, the building walls are only constructed up to the bottom of the lower pier frame beam, while the upper pier is not constructed.

[0011] This invention places the horizontal seismic isolation joint at a high position, completely avoiding the building's door and window openings, thus completely eliminating the shortcomings of traditional structures. Simultaneously, to address the issue of insufficient rigidity and load-bearing capacity caused by excessively increasing the height of the lower support, a frame beam is installed at the top of the lower support, forming an integral frame. The building walls are only constructed up to the bottom of the lower support frame beam, with no masonry work on the upper support. A suspended ceiling can be installed at the bottom of the lower support frame beam as needed, and the space between the suspended ceiling and the floor slab can be used for laying equipment pipelines. This structure requires treatment of only one horizontal seismic isolation joint, making the seismic isolation construction safe, simple, reliable, economical, and reasonable. Furthermore, placing the external wall joint at the center of the rubber bearing height reduces the vertical joint width to half compared to traditional methods, allowing for greater flexibility in the building's exterior facade. Attached Figure Description

[0012] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0013] Figure 1 This is a schematic diagram of the seismic isolation layer structure of this utility model.

[0014] Figure 2 This is a schematic diagram of the horizontal seismic isolation joint structure of the exterior wall of this utility model.

[0015] Figure 3 This is a diagram showing the left horizontal displacement of the external wall horizontal seismic isolation joint of this utility model.

[0016] Figure 4 This is a diagram showing the right horizontal displacement of the external wall horizontal seismic isolation joint of this utility model.

[0017] Figure 5 This is a schematic diagram of a traditional seismic isolation layer structure.

[0018] Figure 6 A schematic diagram showing the traditional horizontal seismic isolation joints of external walls located at the bottom of the lower support pier.

[0019] Figure 7 A schematic diagram showing the traditional horizontal seismic isolation joints of external walls located at the top of the lower support pier.

[0020] Figure 8 The diagram shows the horizontal displacement of the traditional external wall horizontal seismic isolation joint at the bottom of the lower pier.

[0021] Figure 9 The diagram shows the horizontal displacement of the traditional external wall horizontal seismic isolation joint located at the top of the lower pier.

[0022] In the diagram: 1-Upper pier, 2-Lower pier, 3-Upper pier frame beam, 4-Lower pier frame beam, 5-Rubber bearing, 6-Horizontal isolation joint, 7-Floor slab. Detailed Implementation

[0023] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0024] like Figures 1-2 As shown in the preferred embodiment, a seismic isolation structure with a functional non-underground seismic isolation layer is provided, including an upper pier 1, a lower pier 2, a rubber bearing 5, a horizontal isolation joint 6, and a vertical seismic isolation joint. The horizontal isolation joint 6 is positioned above the door and window openings of the building wall by increasing the height of the lower pier 2 and simultaneously shortening the upper pier 1. A lower pier frame beam 4 is installed on top of the lower pier 2, connecting all the lower pier columns to form a frame. The building wall is only constructed up to the bottom of the lower pier frame beam 4; the upper pier 1 is not constructed. The horizontal isolation joint 6 is located in the middle of the rubber bearing 5 and is filled with flexible material. The width of the vertical seismic isolation joint is set to 0.5w.

[0025] like Figure 8 As shown, the traditional external wall horizontal seismic isolation joint is set at the bottom of the lower support pier, and the maximum horizontal displacement that the upper structure can reach by moving to the left is w;

[0026] like Figure 9 As shown, the traditional external wall horizontal seismic isolation joint is set at the top of the lower pier, and the limit horizontal displacement that the superstructure can reach by moving to the right is w;

[0027] like Figure 3 , 4 As shown, the horizontal seismic isolation joint of the external wall of this utility model is set in the middle, and the maximum horizontal displacement that the upper structure can reach by moving to the left or right is w.

[0028] The above description is only a preferred embodiment of the present utility model and is not intended to limit the present utility model. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present utility model should be included within the protection scope of the present utility model.

Claims

1. A seismic isolation structure with a functional non-underground seismic isolation layer, comprising an upper pier, a lower pier, rubber bearings, a horizontal isolation joint, and a vertical seismic isolation joint, characterized in that, The horizontal isolation joint is located in the middle of the rubber bearing, and the width of the vertical seismic isolation joint is set to 0.5w.

2. A seismic isolation structure with a functional non-underground seismic isolation layer according to claim 1, characterized in that, By increasing the height of the lower support, the horizontal isolation joint is positioned above the door and window openings in the building wall.

3. A seismic isolation structure with a functional non-underground seismic isolation layer according to claim 2, characterized in that, The lower support pier is equipped with a frame beam at the top of the lower support pier.

4. A seismic isolation structure with a functional non-underground seismic isolation layer according to claim 3, characterized in that, The building walls were only constructed up to the bottom of the lower pier frame beam, while the upper pier was not constructed.

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