WO2024124735A1 - 抗减震协同的预制装配式填充墙板-框架结构及施工方法 - Google Patents

抗减震协同的预制装配式填充墙板-框架结构及施工方法 Download PDF

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WO2024124735A1
WO2024124735A1 PCT/CN2023/083721 CN2023083721W WO2024124735A1 WO 2024124735 A1 WO2024124735 A1 WO 2024124735A1 CN 2023083721 W CN2023083721 W CN 2023083721W WO 2024124735 A1 WO2024124735 A1 WO 2024124735A1
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WIPO (PCT)
Prior art keywords
wall panel
frame
prefabricated assembled
infill
disc spring
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PCT/CN2023/083721
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English (en)
French (fr)
Inventor
赵俊贤
秦昊
姚祥坤
罗智
蒋克柱
袁国辉
陈维杰
韩伟
Original Assignee
华南理工大学
中建四局绿色建筑科技(广东)有限公司
中国建筑第四工程局有限公司
北京堡瑞思减震科技有限公司
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Application filed by 华南理工大学, 中建四局绿色建筑科技(广东)有限公司, 中国建筑第四工程局有限公司, 北京堡瑞思减震科技有限公司 filed Critical 华南理工大学
Publication of WO2024124735A1 publication Critical patent/WO2024124735A1/zh

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  • the present invention belongs to the technical field of civil engineering and construction shock absorption, and relates to an assembled shock-absorbing filling wall of a frame structure, and specifically to a prefabricated assembled filling wallboard-frame structure with anti-shock absorption coordination and a construction method thereof.
  • the infill wall-frame structure is one of the main structural forms of buildings in my country. It is composed of beams, columns and infill walls, and has the advantages of flexible space division and light weight.
  • the infill wall is considered to be a self-supporting non-structural component that does not bear the vertical load of the main structure. Therefore, in the structural design, the infill wall is usually input into the beam as a line load, and the amplification effect of the infill wall on the lateral stiffness of the structure is approximately considered by using the periodic reduction method. However, this method is actually still based on the pure frame design, without considering the deformation and bearing performance of the infill wall.
  • the seismic performance of infill walls can be improved by setting vertical columns, horizontal tie beams, ribbed frames, tie bars in the infill walls, or by pasting carbon fiber cloth on the surface of the infill walls, or by applying new cement-based materials.
  • the existing technical solutions are aimed at damage control of infill walls and providing additional shock absorption capacity for the structure.
  • the infill walls are usually divided horizontally (or vertically) for multiple times to form shock-absorbing infill walls with multiple wall panel units.
  • Friction materials, viscoelastic layers or metal dampers and other materials (or elements) with energy dissipation and shock absorption are often set between the wall panel units. Under the action of horizontal earthquakes, the wall panel units will displace along the horizontal (or vertical) seams due to dislocation and deformation, thereby consuming energy.
  • the degree of wall assembly is low: As shown in FIG2, the shock-absorbing infill wall proposed in the prior art solution is usually composed of a plurality of wall panel units, and the wall panel units need to be formed by masonry blocks at the construction site. Therefore, the sliding joints between the wall panel units also need to be installed and laid at the construction site, which results in the disadvantage of low degree of wall assembly. Furthermore, compared with the vertical strip-type assembled panels that are currently more commonly used, the assembled shock-absorbing infill wall in the prior art solution usually uses horizontal panels, and the difference in the form of the panels will cause incoordination with the existing construction process.
  • shock-absorbing infill wall of the prior art solution is only suitable for building wall panels with smaller spans (such as staircase wall panels), and it is difficult to adapt to the current large-span and large-space building requirements.
  • the wall panel unit is usually only reliably connected to the frame body on one side, so the two-way deformation coordination of the shock-absorbing infill wall is not well considered:
  • the wall panel unit of the prior art solution due to the unique structural form of the transverse shock-absorbing wall panel unit of the prior art solution, it is possible to have out-of-plane displacement only under the in-plane action, which will bring great hidden dangers to the out-of-plane safety of the wall; in addition, the above phenomenon further shows that the out-of-plane bearing performance of the prior art solution is poor, that is, once the shock-absorbing infill wall is subjected to the coupling effect of in-plane and out-of-plane loads, the deformation and energy dissipation mechanism of the shock-absorbing infill wall along the sliding joint will be significantly changed, resulting in the problem of poor coordination of two-way deformation.
  • the purpose of the present invention is to overcome the shortcomings of the prior art and provide a prefabricated assembled infill wall panel-frame structure with anti-seismic coordination and a construction method thereof, which can ensure the use function of the building, improve the construction quality and assembly rate, and increase a certain lateral resistance capacity, while improving the two-way deformation coordination performance of the wall under in-plane and out-of-plane loads, and achieve multi-objective coordination of resisting seismic effects (seismic resistance), dissipating seismic input energy (shock absorption), reducing wall damage (damage control), and reducing structural residual displacement after an earthquake to reduce repair costs (recoverable).
  • the technical solution provided by the present invention is shown in FIG6 .
  • the technical solution is combined with the existing earthquake-resistant design method to set a small earthquake-resistant working state and a medium to large earthquake-reducing working state.
  • the prefabricated assembled infill wall panel and the main frame structure are in a small earthquake resistant working state, in which the structure maintains an elastic working state.
  • the prefabricated assembled infill wall panel group does not cause sliding hysteresis energy dissipation in the small earthquake resistant working state, so it can be equivalent to a double diagonal strut model in the main frame, which can provide a certain lateral stiffness for the structure, help limit the inter-story displacement angle, and ensure the normal use function of the structure.
  • the prefabricated infill wall panel and the frame body are mainly connected by flexible connection, it is helpful to realize the design concept of "strong column and weak beam".
  • strong column and weak beam When the wall slides and dissipates energy, the strong constraint effect between the infill wall and the frame is significantly released. The release of this effect will effectively alleviate the problems of significant stiffness mutation, large top displacement, excessive interlayer displacement and irregular torsion caused by the discontinuous vertical layout and uneven plane layout of the infill wall.
  • the prefabricated assembled filling wall panel proposed in the present invention will allow the wall panel to undergo a certain out-of-plane rotation at the bottom, while ensuring the wall damage control and out-of-plane bearing capacity, without affecting the in-plane sliding hysteresis energy dissipation performance of the wall panel, as shown in Figure 9.
  • the shock-absorbing infill wall structure of the existing technical solution usually has a large post-earthquake residual displacement d 0 , as shown in the dashed infill wall-frame structure in Figure 10.
  • the disc spring assembly can provide a certain restoring force after the earthquake because it is in a compressed state. This restoring force will effectively reduce the post-earthquake residual displacement of the prefabricated assembled infill wall panel. d 1 ,Right now d 1 ⁇ d 0 .
  • the present invention provides a prefabricated assembled infill wall panel-frame structure with anti-vibration coordination, including a frame body, a prefabricated assembled infill wall panel group, a wall panel group clamp, a disc spring assembly and a U-shaped connector.
  • the prefabricated assembled filling wall panel group is arranged in the frame body, the wall panel group clamps are arranged between the left and right sides of the top of the prefabricated assembled filling wall panel group and the frame body, and the disc spring assembly is arranged between the left and right sides of the lower part and the frame body, each disc spring assembly includes a disc spring box, a disc spring and a disc spring pad, the disc spring box is used to be fixedly connected to the frame body, the disc spring is in a pre-stressed state, the disc spring is located in a cavity surrounded by the disc spring disc spring box and the disc spring pad, and the disc spring pad is movably arranged and in contact with the prefabricated assembled filling wall panel group;
  • the prefabricated assembled infill wall panel group includes a plurality of vertical sub-wall panels, adjacent vertical sub-wall panels are plug-connected, the top of each vertical sub-wall panel is connected to the frame body through the U-shaped connector, and the bottom is connected to the frame body through cast-in-place concrete.
  • the connection between the prefabricated assembled infill wall panel group and the frame body includes, from top to bottom, a wall panel group clamp, a U-shaped connector, a disc spring assembly, and cast-in-place fine stone concrete at the bottom.
  • the frame body includes a frame top beam, a frame bottom beam, a frame left column, and a frame right column.
  • the frame top beam and the frame bottom beam are of equal length and parallel, and the two ends of the frame top beam and the bottom beam are respectively reliably connected to the frame left column and the right column.
  • each vertical sub-wall panel is provided with an inserting convex strip or an inserting groove, and the inserting convex strip and the inserting groove can be inserted and matched with each other, and the adjacent vertical sub-wall panels are plug-connected by the cooperation of the inserting convex strip and the inserting groove.
  • the vertical sub-wall panels are connected by splicing wall panel adhesive and the splicing convex strips and the splicing grooves.
  • each vertical sub-wall panel includes a main board, a shock-absorbing layer and a sub-board arranged from top to bottom.
  • a semicircular groove is arranged at the bottom of the main board, and a semicircular convex strip is arranged at the top of the sub-board.
  • the main board and the sub-board are connected by the semicircular groove and the semicircular convex strip.
  • the main board can rotate along the semicircular convex strip on the top of the sub-board, and the shock-absorbing layer is arranged at the connection between the main board and the sub-board.
  • the semicircular groove at the bottom of the main board and the semicircular convex strip at the top of the sub-board can be butt-connected, and the main board can rotate along the semicircular convex strip at the top of the sub-board to a certain extent, as shown in Figure 9.
  • the structure of the semicircular groove and the semicircular convex strip can ensure that there is always uniform surface contact between the main board and the sub-board, which helps to achieve the goal of two-way coordinated deformation and energy consumption of the wall.
  • the main board is located on the upper part of the sub-board, and is plugged into the semicircular groove and the semicircular convex strip.
  • a shock-absorbing layer is provided at the connection between the main board and the sub-board, and the shock-absorbing layer can be made of materials with shock-absorbing function such as SBS coil or low-strength mortar.
  • a convex strip is provided at the bottom of the sub-plate of each vertical sub-wall panel for forming a shear key with the cast-in-place fine stone concrete, and the shear key and the U-shaped connector cooperate to limit the out-of-plane displacement of the prefabricated assembled filling wall panel group.
  • the prefabricated assembled filling wall panel group includes a left vertical wall panel and a right vertical wall panel located on the left and right sides, and a plurality of middle vertical wall panels located between the left vertical wall panel and the right vertical wall panel.
  • the lower left part of the main board of the left vertical wall panel and the lower right part of the main board of the right vertical wall panel are connected to the frame body through the butterfly spring assembly, the butterfly spring assembly is reliably connected to the frame body, the disc spring is in a pre-stressed state, and the disc spring pad is in hard contact with the surface of the prefabricated assembled filling wall panel group, providing only pushing pressure.
  • the prefabricated assembled filling wall panel group and other gaps of the frame body are flexibly connected, and the flexible connection can be filled and connected in accordance with the flexible connection method recommended by national standards or industry specifications.
  • the left vertical wall panel includes a main board, a shock-absorbing layer, and a sub-board.
  • the main board and the sub-board are straight on the left side and have a plug-in groove on the right side.
  • the main board is straight on the top and has a semicircular groove on the bottom.
  • the sub-board has a semicircular convex strip on the top and a convex strip on the bottom.
  • Several of the middle vertical wall panels have a plug-in convex strip on the left side, and other settings are consistent with the left vertical wall panel.
  • the right vertical wall panel has a plug-in convex strip on the left side and is straight on the right side. Other settings are consistent with the left vertical wall panel.
  • the upper left and upper right parts of the prefabricated assembled infill wall panel group are connected to the frame body through a wall panel group clamp, and the wall panel group clamp is L-shaped, which can be formed by supporting the formwork and pouring fine stone concrete in the gap between the upper left and upper right parts of the prefabricated assembled infill wall panel group and the frame body, the top of the prefabricated assembled infill wall panel group is connected to the frame body through a U-shaped connector, and the bottom of the prefabricated assembled infill wall panel group is connected to the frame body through cast-in-place bottom fine stone concrete, and the casting height of the cast-in-place fine stone concrete in the gap between the shock-absorbing wall panel group and the left column and the right column of the frame is kept flush with the top surface of the sub-panels of several of the vertical sub-wall panels.
  • the present invention also discloses a construction method of a prefabricated assembled infill wallboard-frame structure with anti-vibration coordination, comprising the following steps:
  • Step 1 Complete the main frame construction
  • Step 2 Install the left (or right) vertical sub-wall panel, several vertical sub-wall panels, and the right (or left) vertical sub-wall panel in sequence;
  • Step 3 Connect the prefabricated assembled infill wall panel group and the frame body by casting fine stone concrete through formwork;
  • Step 4 Install disc spring assemblies on both sides of the lower part of the prefabricated assembled infill wall panel group
  • Step 5 The prefabricated assembled filling wall panel group is flexibly connected to the gap of the frame body.
  • the present invention has at least the following beneficial effects:
  • the core units of the earthquake-resistant and coordinated prefabricated infill wall panels can usually be designed, produced, and assembled in batches in prefabrication factories.
  • the connection and installation sequence of the prefabricated infill wall panel group and the frame body are basically consistent with the existing prefabricated wall panel construction process, so the installation quality and efficiency of the earthquake-resistant and coordinated prefabricated infill wall panels can be maximized.
  • the wall panel units in a earthquake-resistant and coordinated prefabricated infill wall panel-frame structure are vertical bar wall panel units, and the units are connected by plug-in, which is beneficial to ensure the splicing continuity between the wall panel units, so it can be used in buildings with large spans and large spaces.
  • the present invention can provide a relatively high lateral stiffness for the structure before sliding to limit the interlayer deformation to meet the normal use function and achieve a small earthquake resistant working state.
  • the anti-shock-absorbing prefabricated assembled infill wall panels dissipate earthquake input energy by setting a sliding shock-absorbing layer between the main board and the auxiliary board in the prefabricated assembled infill wall panel group.
  • the present invention avoids the disadvantage of opening multiple sliding joints in the middle of the wall to affect the routing of building water and electricity pipelines and the use function of the building.
  • the disc spring assembly after the earthquake, the disc spring assembly is usually in a compressed state, so it can provide a certain restoring force and reduce the residual displacement of the wall; and compared with the traditional infill wall structure, the connection between the prefabricated assembled infill wall panel and the frame body is mainly flexible, so the lateral stiffness provided by the shock-absorbing infill wall is significantly reduced, which helps to release the constraint effect of the infill wall-frame, realize the "strong column and weak beam” failure mechanism, and reduce the "short column effect” and the stiffness mutation caused by the discontinuous arrangement of the infill wall panels along the height.
  • Bidirectional collaborative deformation energy dissipation Under the coupling action of in-plane and out-of-plane loads, the main board and sub-board of the prefabricated assembled infill wall panel-frame structure with anti-seismic collaborative will slide uniformly along the shock-absorbing layer between the semicircular grooves and the semicircular convex strips, thereby ensuring the bidirectional collaborative deformation energy dissipation capacity of the wall and solving the problems of low out-of-plane bearing performance and poor bidirectional deformation coordination of previous technical solutions.
  • Figure 1 is a diagram of the seismic vulnerability of the infill wall
  • FIG2 is a schematic diagram of a shock-absorbing filling wall of a prior art solution
  • FIG3 is a schematic diagram of a prior art solution for installing a transverse shock-absorbing wall panel unit in a larger span frame;
  • FIG4 is a schematic diagram of post-earthquake residual displacement of the prior art solution
  • FIG5 is a schematic diagram of the bidirectional deformation coordination difference of the prior art solution
  • FIG6 is a schematic diagram of the overall structure of the present invention.
  • FIG7 is a schematic diagram of the bidirectional deformation cooperative structure and mechanism of the present invention.
  • FIG8 is a schematic diagram of equivalent mechanics of the present invention in a small earthquake resistant working state
  • FIG9 is a schematic diagram of equivalent mechanical properties of the present invention under a large earthquake damping working state
  • FIG10 is a schematic diagram of equivalent mechanical properties of the present invention in a post-earthquake state
  • Fig. 11 is a schematic diagram of a structural section A-A for ensuring out-of-plane stability of the present invention
  • FIG12 is a schematic diagram of the disassembly of the prefabricated assembled infill wall panel set of the present invention.
  • FIG13 is a schematic diagram of the left vertical wall panel structure of the present invention.
  • FIG14 is a schematic diagram of the structure of several intermediate vertical wall panels of the present invention.
  • FIG15 is a schematic diagram of the right vertical wall panel structure of the present invention.
  • FIG16 is a schematic diagram of a connection section B-B between the bottom of the prefabricated assembled infill wall panel group and the frame body of the present invention.
  • FIG17 is a schematic diagram of the spring assembly structure of the present invention.
  • FIG18 is a schematic diagram of step 1 of embodiment 3 of the present invention.
  • FIG19 is a schematic diagram of step 2 of embodiment 3 of the present invention.
  • FIG20 is a schematic diagram of step 3 of embodiment 3 of the present invention.
  • Embodiment 1 is a diagrammatic representation of Embodiment 1:
  • the present embodiment provides a prefabricated assembled filling wall panel-frame structure, including a frame body, in which a prefabricated assembled filling wall panel group is installed, the frame body includes a frame top beam 1, a frame bottom beam 2, a frame left column 3 and a frame right column 4, the frame top beam 1 is parallel to the frame bottom beam 2, the frame left column 3 is parallel to the frame right column 4, and the left and right ends of the frame top beam 1 and the frame bottom beam 2 are respectively reliably connected to the frame left column 3 and the frame right column 4.
  • the prefabricated assembled filling wall panel group includes multiple vertical sub-wall panels, which are arranged in sequence from left to right, including a left vertical wall panel 5 and a right vertical wall panel 7 respectively located on the left and right outer sides, and multiple intermediate vertical wall panels 6 located between the left vertical wall panel 5 and the right vertical wall panel 7.
  • the side walls of the vertical sub-wall panels are provided with plug-in ridges 14 or plug-in grooves 13. Adjacent vertical sub-wall panels are connected by wall panel splicing adhesive and the plug-in grooves 13 and the plug-in ridges 14 to form an integral unit of the prefabricated assembled filling wall panel group.
  • Each vertical sub-wall panel includes a main board, a shock-absorbing layer and a sub-board.
  • the left vertical wall panel 5 includes a left vertical wall panel main board 51 located at the top, a left vertical wall panel sub-board 52 located at the bottom, and a shock-absorbing layer 8 located between the left vertical wall panel main board 51 and the left vertical wall panel sub-board 52.
  • the shock-absorbing layer 8 is pasted between the semicircular groove 15 at the bottom of the left vertical wall panel main board 51 and the semicircular convex strip 16 at the top of the left vertical wall panel sub-board 52.
  • the semicircular groove 15 and the semicircular convex strip 16 can be plugged and matched with each other, and the left vertical wall panel main board 51 can rotate along the semicircular convex strip 16 at the top of the left vertical wall panel sub-board 52.
  • the left vertical wall panel 5 is connected to the frame bottom beam 2 by cast-in-place fine stone concrete 11, the left vertical wall panel 5 is connected to the frame top beam 1 by a U-shaped connector 12, the U-shaped connector 12 is connected to the frame top beam 1 by nails, and the U-shaped connector 12 is in contact with the left vertical wall panel 5 only at the front and rear surfaces.
  • the structures of the multiple middle vertical wall panels 6 and the right vertical wall panel 7 are basically the same as those of the left vertical wall panel 5, so they are not described in detail.
  • a convex strip is also provided at the bottom of each sub-panel.
  • the cast-in-place fine stone concrete 11 solidifies and hardens, it will form a shear key with the convex strip at the bottom of the sub-panel.
  • the shear key at the bottom of the wall panel and the U-shaped connector 12 at the top can effectively limit the out-of-plane displacement of the wall panel and improve the out-of-plane bearing performance.
  • the gap between the upper left part of the left vertical wall panel 5 and the upper right part of the right vertical wall panel 7 and the frame body 2 is connected by a wall panel assembly clamp 9, which is formed by casting fine stone concrete with a formwork and is L-shaped.
  • the disc spring assembly 10 is installed between the lower left part of the left vertical wall panel main board 51 in the left vertical wall panel 5 and the left column 3 of the frame, and between the lower right part of the main board 71 in the right vertical wall panel 7 and the right column 4 of the frame.
  • the disc spring assembly 10 includes a disc spring box 101, a disc spring 102 and a disc spring pad 103.
  • the disc spring box 101 is connected to the frame body by nailing, the disc spring 102 is in a pre-stressed state, and the disc spring pad 103 is only in hard contact with the shock-absorbing wall panel group on the surface.
  • the frame top beam 1 Under the action of horizontal earthquake, the frame top beam 1 undergoes horizontal displacement and drives the prefabricated assembled filling wall panel group to have a driven sliding trend through the wall panel group clamp 9.
  • the prefabricated assembled filling wall panel group overcomes the sliding force, the disc spring 102 is compressed and deformed, and the main board and the auxiliary board in the prefabricated assembled filling wall panel group undergo sliding hysteresis deformation along the shock-absorbing layer 8, dissipating the energy of the earthquake input structure.
  • the post-earthquake residual displacement of the prefabricated assembled filling wall panel group puts the disc spring 102 in a compressed state, so the disc spring 102 can provide a certain restoring force to reduce the post-earthquake residual displacement, reducing the time cost and economic cost of quickly recovering to the pre-earthquake state.
  • the semicircular grooves 15 at the bottom of the main board of the prefabricated assembled filling wall panel and the semicircular convex strips 16 at the top of the sub-board will slide uniformly surface-to-surface along the shock-absorbing layer 8 therebetween, and generate a certain amount of out-of-plane shear energy dissipation;
  • the semicircular grooves 15 and the semicircular convex strips 16 still maintain uniform surface contact, stable sliding hysteresis energy dissipation can still occur in the surface, thereby ensuring the coordinated deformation and energy dissipation of the wall under the coupling of in-plane and out-of-plane loads.
  • Embodiment 2 is a diagrammatic representation of Embodiment 1:
  • the shock-absorbing layer 8 is made of materials with shock-absorbing function such as SBS coiled material or low-strength mortar.
  • the frame body is a reinforced concrete frame or a steel frame.
  • Embodiment 3 is a diagrammatic representation of Embodiment 3
  • the present embodiment discloses a construction method of a prefabricated assembled infill wall panel-frame structure provided by the aforementioned embodiment. As shown in Figures 18 to 20, before installing the prefabricated assembled infill wall panel group, the construction of the frame body should be completed first, the debris and sundries of the frame top beam and the frame bottom beam should be cleaned, and the base surface should be leveled; then, referring to the construction drawing, the wall panel installation position line should be popped up at the wall panel installation position to indicate the installation position of the wall panel.
  • the construction method of the prefabricated assembled infill wallboard-frame structure comprises the following steps:
  • step 1
  • the U-shaped connector 12 is installed on its top, and a wooden wedge is inserted at its bottom.
  • the installation diagram is shown in Figure 18.
  • a ruler is used to adjust the verticality of the wall surface so that the lower edge of the wall panel coincides with the wall panel installation position line to ensure that the verticality and flatness of the wall panel meet the standards and specifications.
  • step 1 to install and splice several middle vertical wall panels 6 and right vertical wall panels 7 in turn.
  • step 1 When splicing, first apply wall panel splicing adhesive in the plug-in grooves 13 between adjacent vertical sub-wall panels, and then plug the plug-in grooves 13 and the plug-in convex strips 14 to splice and form a prefabricated assembled filling wall panel group as a whole unit.
  • fine stone concrete is poured in the gap between its bottom and the top of the frame bottom beam 2.
  • the bottom cast-in-place fine stone concrete 11 completely fills the gap, and the fine stone concrete casting height in the gap between the prefabricated assembled filling wall panel group and the left column 3 of the frame and the right column 4 of the frame is flush with the top of the sub-panel 51 and the sub-panel 71.
  • the schematic diagram of the gap casting height is shown in Figure 16; further, after the bottom cast-in-place fine stone concrete 11 solidifies and hardens, the bottom wooden wedge is pulled out and the fine stone concrete is filled in the hole left by the wooden wedge; further, fine stone concrete is cast in the upper left and upper right parts of the prefabricated assembled filling wall panel group to form a wall panel group clamp 9; further, the disc spring assembly 10 is installed at the bottom of the left vertical wall panel 5 and the right vertical wall panel 6 close to the frame body, respectively.
  • the schematic diagram of the specific installation position of the disc spring assembly 10 is shown in Figures 6 and 16.

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Abstract

一种抗减震协同的预制装配式填充墙板-框架结构及施工方法，涉及建筑减震领域，该结构包括框架主体、预制装配式填充墙板组、墙板组卡件（9）、碟簧组件（10）和U型连接件（12），预制装配式填充墙板组设置在框架主体内，顶部左右两侧与框架主体之间设置有所述墙板组卡件（9），下部左右两侧与框架主体之间设置有所述碟簧组件（10），预制装配式填充墙板组包括多个竖向子墙板，竖向子墙板包括主板、减震层（8）和副板，增加了结构抗侧能力以及震后可恢复性。

Description

抗减震协同的预制装配式填充墙板-框架结构及施工方法 技术领域
本发明属于土木建筑减震技术领域，涉及框架结构的装配式减震填充墙，具体涉及一种抗减震协同的预制装配式填充墙板-框架结构及其施工方法。
 背景技术
填充墙-框架结构是我国建筑的主要结构形式之一，由梁、柱及填充墙组成，具有空间分隔灵活、自重轻等优点。该结构形式中，认为填充墙是一种自承重的非结构构件，不承受主体结构的竖向荷载，因此在结构设计中通常将填充墙作为线荷载输入至梁，并采用周期折减的方式近似考虑填充墙对结构抗侧刚度的放大作用。然而，该方法实际仍基于纯框架进行设计，未考虑填充墙的变形及承载性能。
历次地震灾害报告表明，填充墙与框架主体结构协同受力、共同工作，往往充当地震下的“第一道防线”而发生较严重破坏，如图1所示，且填充墙与框架主体结构仍存在较强约束效应，易使主体结构出现短柱破坏，有悖于“强柱弱梁”设计理念的实现。填充墙破坏不仅是地震中经济损失的重要组成，也是影响建筑物使用功能快速恢复的重要原因。
目前，针对传统填充墙-框架结构在地震作用下的抗震性能研究已取得一定进展，通过在填充墙内设置竖向柱、水平系梁、密肋框架、拉结筋，或在填充墙表面粘贴碳纤维布、涂刷新型水泥基材料等方式均可提高填充墙的抗震性能。为进一步减小地震作用带来的生命、经济损失，现有技术方案以填充墙的损伤控制和为结构提供附加减震能力为目标，通常将填充墙进行多次横向（或竖向）分割以形成具有多墙板单元的减震填充墙，墙板单元间多设置摩擦材料、粘弹性层或金属阻尼器等具有消能减震的材料（或元件）；水平地震作用下，墙板单元间因错动变形将沿横向（或竖向）缝发生错动而耗能。
综上所述，可以发现现有的研究与技术方案可提高填充墙的抗震性能，具有一定的减震效果，但上述技术方案仍存在以下问题需进一步考虑与解决：
1. 墙体装配程度低：如图2所示，现有技术方案提出的减震填充墙通常由多个墙板单元组成，所述墙板单元需在施工现场采用砌块砌筑成型，因此墙板单元间的滑动缝也需在施工现场进行安装铺设，存在墙体装配化程度低的不足。进一步的，相较于目前较多采用的竖条型装配式板材，现有技术方案中的装配式减震填充墙通常采用横向板材，而板材形式的不同将造成与现有施工工艺的不协同。特别地，如图3所示，当在较大跨度的框架内安装横向减震墙板单元时，往往较难实现横向减震墙板单元间的横向连续性拼接，因此现有技术方案的减震填充墙只适合较小跨度的建筑墙板（如楼梯间墙板），难以适配目前大跨度、大空间的建筑需求。
2. 结构抗侧能力弱：传统填充墙与框架主体往往具有可靠的连接以避免墙体发生面外倒塌，因此填充墙具备一定的抗侧能力，在实际地震作用下其与框架主体共同承担水平荷载。此外，合理考虑填充墙的抗侧能力仍有助于提高结构的韧性和减小主体结构构件的截面尺寸。然而，现有技术方案的减震填充墙的抗侧能力主要取决于墙板单元间滑动缝的减震层的剪切刚度，而该剪切刚度远小于传统墙体的抗侧刚度，因此当结构采用现有技术方案时其抗侧能力通常较弱。
3. 震后功能恢复难：在震后总修复成本中，用于修复震后填充墙、水电暖通管线的经济、时间成本通常占比较大，且恢复难度高。如前所述，现有技术方案通过在墙体不同高度处设置横向滑动缝将填充墙分割为多个墙板单元；然而，水电暖通管线往往被埋置于墙面内，当结构遭受地震作用时，墙板单元将沿横向滑动缝形成人工滑动裂缝，造成墙板面层和水电暖通管线发生损伤。此外，由于现有技术方案的减震填充墙在地震作用下发生滑动，所以地震后墙体的残余位移较大，难以快速恢复至地震前状态（图4）。
4. 双向变形协同差：实际地震中，填充墙总是同时受到面内和面外两个方向的耦合作用，面内损伤会影响面外承载力，面外损伤同样会影响面内行为。对于竖向减震墙板单元构造，其墙板单元通常上下均采用销轴连接或刚性连接，因此当有面内、面外荷载耦合作用时，墙板单元极易出现损伤。对于横向减震墙板单元构造，其墙板单元通常仅一侧与框架主体可靠连接，因此并未较好的考虑减震填充墙的双向变形协同：如图5所示，现有技术方案的横向减震墙板单元由于独特的构造形式，其仅在面内作用下就存在发生面外位移的可能性，这将对墙体的面外安全性带来极大隐患；此外，上述现象仍进一步表明现有技术方案的面外承载性能较差，即减震填充墙一旦受到面内、面外荷载的耦合作用，减震填充墙沿滑动缝的变形、耗能机制将被显著改变，造成双向变形协同差的问题。
发明内容
本发明的目的是为克服现有技术的不足，提供一种抗减震协同的预制装配式填充墙板-框架结构及其施工方法，能够在保证建筑使用功能、提高施工质量和装配率、增加一定抗侧能力的同时，提高墙体在面内、面外荷载作用下的双向变形协同性能，实现地震下抵抗地震作用（抗震）、耗散地震输入能量（减震）、降低墙体损伤（损伤控制）和地震后减小结构残余位移降低修复成本（可恢复）的多目标协同。
本发明提供的技术方案如图6所示，该技术方案结合现有抗震设计方法，设置小震抗震工作状态与中大震减震工作状态。
当预制装配式填充墙板-框架结构遭受小震地震作用时，预制装配式填充墙板与框架主体结构处于小震抗震工作状态，该状态下结构均保持弹性工作状态。如图7等效力学示意图所示，小震抗震工作状态下预制装配式填充墙板组不发生滑动滞回耗能，因此其在框架主体内可等效为双斜压杆模型，可为结构提供一定的抗侧刚度，有助于限制层间位移角，保证结构的正常使用功能。
如图8所示，当预制装配式填充墙板-框架结构遭受中大震地震作用时，填充墙板按刚度分配得到的层间剪力进一步增大，当墙板克服由碟簧组件最大预压力组成的临界起滑力后，墙板在框架主体带动下将沿底部减震层发生滑动滞回耗能，碟簧组件将发生往复压缩变形消耗少量地震输入能量，使结构进入中大震减震工作状态。中大震减震工作状态下，结构的整体抗侧刚度降低，地震输入能量减小，将有效避免墙体因承受过大层间剪力而发生墙体损伤与破坏。进一步的，由于预制装配式填充墙板与框架主体主要采用柔性连接，故有助于“强柱弱梁”设计理念的实现，当墙体发生滑动滞回耗能时，填充墙与框架间的强约束效应被显著释放，该效应的释放将有效缓解填充墙因竖向布置不连续和平面布置不均匀而造成的刚度突变显著、顶层位移大、层间位移超限和扭转不规则等问题。特别地，当墙体受到面内、面外荷载的双向耦合作用时，本发明提出的预制装配式填充墙板将允许墙板在底部发生一定的面外转动，在保证墙体损伤控制和面外承载力的同时，不影响墙板在面内的滑动滞回耗能性能，如图9所示。
地震作用后，现有技术方案的减震填充墙构造通常具有较大的震后残余位移 d 0，如图10中虚线填充墙-框架结构所示。当采用本发明提供的技术方案时，震后碟簧组件因处于受压状态可提供一定的恢复力，该恢复力将有效减小预制装配式填充墙板的震后残余位移 d 1，即 d 1< d 0。
具体地，为实现上述工作原理与目的，本发明提供的抗减震协同的预制装配式填充墙板-框架结构，包括框架主体、预制装配式填充墙板组、墙板组卡件、碟簧组件和U型连接件，
预制装配式填充墙板组设置在框架主体内，预制装配式填充墙板组顶部左右两侧与框架主体之间均设置有所述墙板组卡件，下部左右两侧与框架主体之间均设置有所述碟簧组件，每个蝶簧组件均包括碟簧盒、碟簧和碟簧垫板，碟簧盒用于与框架主体固定连接，所述碟簧为预压状态，碟簧位于碟簧碟簧盒和碟簧垫板围成的空腔内，碟簧垫板活动设置且与预制装配式填充墙板组接触；
预制装配式填充墙板组包括多个竖向子墙板，相邻竖向子墙板之间插接连接，每个竖向子墙板的顶部与框架主体之间均通过所述U型连接件连接，底部通过现浇混凝土与框架主体连接。所述预制装配式填充墙板组与所述框架主体的连接由上至下依次包括墙板组卡件、U型连接件、碟簧组件、底部现浇细石混凝土。
进一步的，所述框架主体包括框架顶梁、框架底梁和框架左柱、框架右柱，所述框架顶梁与框架底梁等长且平行，且框架顶梁、底梁的两端分别与所述框架左柱、右柱可靠连接。
进一步的，每个竖向子墙板的侧壁设置有插接凸条或插接凹槽，所述插接凸条与所述插接凹槽可相互插接吻合，相邻竖向子墙板之间通过插接凸条和插接凹槽配合实现插接连接。
进一步的，所述竖向子墙板间采用墙板拼接粘结剂和所述插接凸条、所述插接凹槽插接连接。
进一步的，每个竖向子墙板均包括由上到下设置的主板、减震层和副板，主板底部设半圆形凹槽，所述副板顶部设半圆形凸条，主板和副板通过半圆形凹槽和半圆形凸条配合连接，主板可沿副板顶部的半圆型凸条发生转动，且减震层设置在主板和副板的连接处。
所述主板底部的半圆型凹槽和所述副板顶部的半圆型凸条可以对接连接，所述主板可沿所述副板顶部的半圆型凸条发生一定转动，如图9所示，所述半圆形凹槽和所述半圆形凸条的构造可保证主板与副板间始终为均匀的面接触，有助于实现墙体双向协同变形耗能的目标。
进一步的，所述主板位于所述副板上部，通过所述半圆型凹槽与所述半圆型凸条插接连接，所述主板与所述副板连接处设有减震层，所述减震层可采用SBS卷材或低强度砂浆等具有减震功能的材料。
进一步的，每个竖向子墙板的副板的底部还设置有凸条，用于与现浇细石混凝土形成剪力键，所述剪力键和所述U型连接件协同限制所述预制装配式填充墙板组发生平面外位移。
进一步的，预制装配式填充墙板组包括位于左右两侧的左竖向墙板、右竖向墙板以及若干位于左竖向墙板和右竖向墙板之间的中间竖向墙板。
进一步的，所述左竖向墙板的主板的左下部和所述右竖向墙板的主板的右下部通过所述蝶簧组件与所述框架主体连接，所述蝶簧组件与所述框架主体可靠连接，所述碟簧为预压状态，所述碟簧垫板与所述预制装配式填充墙板组表面硬接触，仅提供推压力。
进一步的，所述预制装配式填充墙板组与所述框架主体的其他空隙采用柔性连接，所述柔性连接可以按照国家标准或行业规范推荐的柔性连接方式进行填充与连接。
进一步的，所述左竖向墙板包括主板、减震层、副板，所述主板和所述副板左侧平直，右侧设插接凹槽，所述主板顶部平直，底部设半圆型凹槽，所述副板顶部设半圆型凸条，底部设凸条。若干所述中间竖向墙板左侧设插接凸条，其他设置与所述左竖向墙板保持一致，所述右竖向墙板左侧设插接凸条，右侧平直，其他设置与所述左竖向墙板保持一致。
进一步的，所述预制装配式填充墙板组左上部和右上部通过墙板组卡件与框架主体连接，所述墙板组卡件为L型，可通过在所述预制装配式填充墙板组左上部和右上部与所述框架主体的空隙间支模浇筑细石混凝土成型，所述预制装配式填充墙板组顶部通过U型连接件与框架主体连接，所述预制装配式填充墙板组底部通过现浇底部细石混凝土与框架主体连接，所述现浇细石混凝土在所述减震墙板组与所述框架左柱、所述框架右柱间空隙的浇筑高度与若干所述竖向子墙板的副板顶部表面保持平齐。需要指出，本发明提供的一种抗减震协同的预制装配式填充墙板-框架结构的面外稳定性由所述U型连接件和所述现浇底部细石混凝土与所述预制装配式填充墙板组的副板底部凸条形成的剪力键共同保证，如图11所示。
本发明还公开了一种抗减震协同的预制装配式填充墙板-框架结构的施工方法，包括以下步骤：
步骤1：完成框架主体施工；
步骤2：依次安装左（或右）竖向子墙板、若干竖向子墙板、右（或左）竖向子墙板；
步骤3：通过支模浇筑细石混凝土的方法连接预制装配式填充墙板组和框架主体；
步骤4：在预制装配式填充墙板组下部两侧安装碟簧组件；
步骤5：预制装配式填充墙板组与框架主体空隙进行柔性连接。
与现有技术相比，本发明的有益效果至少如下：
1. 提升墙体装配程度：抗减震协同的预制装配式填充墙板的核心单元通常可在预制工厂内批量化设计、生产、组装，预制装配式填充墙板组与框架主体的连接、安装顺序与现有装配式墙板施工工艺基本一致，因此能够最大化保证抗减震协同的预制装配式填充墙板的安装质量和效率。此外，一种抗减震协同的预制装配式填充墙板-框架结构中的墙板单元为竖条型墙板单元，单元间采用插接连接，有益于保证墙板单元间的拼接连续性，因此可在大跨度、大空间的建筑中应用。
2. 增加结构抗侧能力：抗减震协同的预制装配式填充墙板的碟簧组件为预压状态，所以只有当减震填充墙克服最大起滑力后才会沿减震层发生滑动滞回耗能，与现有技术方案相比，本发明能够为结构在滑动前提供相对较高的抗侧刚度以限制层间变形满足正常使用功能，实现小震抗震工作状态。
3. 提高震后可恢复性：抗减震协同的预制装配式填充墙板通过在预制装配式填充墙板组中的主板与副板间设置滑动减震层的方式耗散地震输入能量，与现有技术方案相比，本发明避免了在墙体中间开设多条滑动缝而影响建筑水电管线走线和建筑使用功能的缺点。此外，地震后碟簧组件通常处于被压缩状态故可提供一定的恢复力，降低墙体的残余位移；且相较于传统填充墙结构，预制装配式填充墙板与框架主体的连接以柔性连接为主，因此减震填充墙提供的抗侧刚度显著降低，有助于释放填充墙-框架的约束效应，实现“强柱弱梁”破坏机制，降低“短柱效应”及因填充墙板沿高度布置不连续而造成的刚度突变等问题。
4. 双向协同变形耗能：抗减震协同的预制装配式填充墙板-框架结构在面内、面外荷载的耦合作用下，其预制装配式填充墙板的主板与副板将沿半圆型凹槽和半圆形凸条间的减震层发生面-面均匀滑动，从而保证了墙体的双向协同变形耗能能力，解决了以往技术方案面外承载性能较低和双向变形协同差的难题。
附图说明
为了更清楚地说明本发明的具体实施方式或现有技术中的技术方案，下面将对具体实施方式或现有技术描述中所需要使用的附图作简单地介绍，显而易见地，下面描述中的附图是本发明的一些实施方式，对于本领域普通技术人员来讲，在不付出创造性劳动的前提下，还可以根据这些附图获得其他的附图。
图1为填充墙震害易损性图；
图2为现有技术方案的减震填充墙示意图；
图3为现有技术方案在较大跨度框架内安装横向减震墙板单元示意图；
图4为现有技术方案的震后残余位移示意图；
图5为现有技术方案双向变形协同差示意图；
图6为本发明的整体结构示意图；
图7为本发明的双向变形协同构造与机理示意图；
图8为本发明小震抗震工作状态下的等效力学示意图；
图9为本发明中大震减震工作状态下的等效力学示意图；
图10为本发明震后状态下的等效力学示意图；
图11为本发明保证平面外稳定性的构造剖面A-A示意图；
图12为本发明的预制装配式填充墙板组的拆解示意图；
图13为本发明的左竖向墙板构造示意图；
图14为本发明的若干中间竖向墙板构造示意图；
图15为本发明的右竖向墙板构造示意图；
图16为本发明的预制装配式填充墙板组底部与框架主体的连接剖面B-B示意图；
图17为本发明的弹簧组件构造示意图；
图18为本发明实施例3步骤1示意图；
图19为本发明实施例3步骤2示意图；
图20为本发明实施例3步骤3示意图；
其中，1‑框架顶梁，2‑框架底梁，3-框架左柱，4-框架右柱，5-左竖向墙板，51-左竖向墙板主板，52-左竖向墙板副板，6-中间竖向墙板，61-中间竖向墙板主板，62-中间竖向墙板副板，7-右竖向墙板，71-右竖向墙板主板，72-右竖向墙板副板，8-减震层，9-墙板组卡件，10-碟簧组件，101-碟簧盒，102-碟簧，103-碟簧垫板，11-底部现浇细石混凝土，12-U型连接件，13-插接凹槽，14-插接凸条，15-半圆形凹槽，16-半圆形凸条。
具体实施方式
应该指出，以下详细说明都是示例性的，旨在对本申请提供进一步的说明。除非另有指明，本文使用的所有技术和科学术语具有与本申请所属技术领域的普通技术人员通常理解的相同含义。
需要注意的是，这里所使用的术语仅是为了描述具体实施方式，而非意图限制根据本申请的示例性实施方式。如在这里所使用的，除非上下文另外明确指出，否则单数形式也意图包括复数形式，此外，还应当理解的是，当在本说明书中使用术语“包含”和/或“包括”时，其指明存在特征、步骤、操作、器件、组件和/或它们的组合。
为了方便叙述，本发明中如果出现“上”、“下”、“左”“右”字样，仅表示与附图本身的上、下、左、右方向一致，并不对结构起限定作用,仅仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的设备或元件必须具有特定的方位，以特定的方位构造和操作，因此不能理解为对本发明的限制。
实施例1：
如图6-图17所示，本实施例提供的一种预制装配式填充墙板-框架结构，包括框架主体，框架主体内安装预制装配式填充墙板组，框架主体包括框架顶梁1、框架底梁2、框架左柱3和框架右柱4，框架顶梁1与框架底梁2平行，框架左柱3与框架右柱4平行，框架顶梁1和框架底梁2的左右两端分别与框架左柱3与框架右柱4可靠连接。
预制装配式填充墙板组包括多个竖向子墙板，由左至右依次排列，包括分别位于左右外侧的左竖向墙板5、右竖向墙板7以及位于左竖向墙板5和右竖向墙板7之间的多个中间竖向墙板6，竖向子墙板的侧壁设置有插接凸条14或插接凹槽13，相邻竖向子墙板间通过墙板拼接粘结剂和插接凹槽13与插接凸条14的插接连接形成预制装配式填充墙板组整体单元。每个竖向子墙板均包括主板、减震层和副板，以左竖向墙板5为例，左竖向墙板5包括位于上方的左竖向墙板主板51、位于下方的左竖向墙板副板52以及位于左竖向墙板主板51和左竖向墙板副板52之间的减震层8，减震层8粘贴于左竖向墙板主板51底部的半圆形凹槽15和左竖向墙板副板52顶部的半圆形凸条16之间，半圆形凹槽15和半圆形凸条16可相互插接吻合，左竖向墙板主板51可沿所述左竖向墙板副板52顶部的半圆型凸条16发生一定转动。左竖向墙板5与框架底梁2间通过现浇细石混凝土11连接，左竖向墙板5与框架顶梁1间通过U型连接件12连接，U型连接件12与框架顶梁1间通过射钉连接，U型连接件12与左竖向墙板5仅前、后表面接触。多个中间竖向墙板6、右竖向墙板7与左竖向墙板5的构造基本一致，故不在赘述。
其中，每个副板的底部还设置有凸条，当现浇细石混凝土11凝结硬化后将与副板底部的凸条形成剪力键，墙板底部的剪力键与顶部的U型连接件12可有效限制墙板发生平面外位移，提高面外承载性能。
左竖向墙板5的左上部和右竖向墙板7的右上部与框架主体2的空隙通过墙板组卡件9连接，墙板组卡件9采用支模浇筑细石混凝土形成，呈L型。左竖向墙板5中左竖向墙板主板51的左下部与框架左柱3间、右竖向墙板7中主板71的右下部与框架右柱4间均安装有碟簧组件10，碟簧组件10包括碟簧盒101、碟簧102和碟簧垫板103，碟簧盒101通过射钉与框架主体连接，碟簧102为预压状态，碟簧垫板103与减震墙板组仅表面硬接触。
水平地震作用下，框架顶梁1发生水平位移并通过墙板组卡件9带动预制装配式填充墙板组发生从动滑移趋势。当预制装配式填充墙板组克服起滑力后，碟簧102被压缩变形，预制装配式填充墙板组中主板与副板沿减震层8发生滑移滞回变形，耗散地震输入结构的能量。水平地震作用后，预制装配式填充墙板组的震后残余位移使碟簧102处于受压状态，因此碟簧102可提供一定恢复力减小震后残余位移，降低快速恢复至震前状态的时间成本与经济成本。此外，当结构受到面外荷载作用时，预制装配式填充墙板的主板底部的半圆形凹槽15与副板顶部的半圆形凸条16将沿两者间的减震层8发生面-面均匀滑动，并产生一定的面外剪切耗能；当结构继续受到面内荷载作用时，由于半圆形凹槽15与半圆形凸条16仍保持均匀面接触，因此仍可在面内发生稳定的滑动滞回耗能，从而保证了墙体在面内、面外荷载耦合作用下的协同变形与耗能。
实施例2：
与实施例1基本相同，所不同的是：
减震层8选用SBS卷材或低强度砂浆等具有减震功能的材料。
所述框架主体为钢筋混凝土框架或钢框架。
实施例3：
本实施例公开前述实施例提供的一种预制装配式填充墙板-框架结构的施工方法，如图18-图20所示，预制装配式填充墙板组安装前，应首先完成框架主体的施工，清理框架顶梁及框架底梁的碎渣及杂物，并进行基面找平处理；随后对照施工图纸，在墙板安装位置弹出墙板安装位置线，标明墙板的安装位置。
所述预制装配式填充墙板-框架结构的施工方法包括以下步骤：
步骤1：
根据预先标明的墙板安装位置，在左竖向墙板5定位后，于其顶部安装U型连接件12，并在其底部插入木楔，安装示意图如图18所示；安装时，采用靠尺调整墙面垂直度，使墙板下边缘与墙板安装位置线重合，以确保墙板的垂直度和平整度符合标准、规范要求。
步骤2：
重复步骤1工序，依次将若干中间竖向墙板6、右竖向墙板7安装拼接，拼接时，相邻竖向子墙板间先在插接凹槽13内涂刷墙板拼接粘结剂，随后插接插接凹槽13与插接凸条14，以拼接组成预制装配式填充墙板组整体单元。
步骤3：
预制装配式填充墙板组拼接完成后，在其底部与框架底梁2顶部的空隙内浇筑细石混凝土，浇筑时应保证底部现浇细石混凝土11完全填充所述空隙，并使细石混凝土在预制装配式填充墙板组与框架左柱3、框架右侧柱4间的空隙浇筑高度与副板51和副板71顶部平齐，空隙浇筑高度示意图见图16；进一步的，待底部现浇细石混凝土11凝结硬化后，抽出底部木楔并在木楔遗留孔洞处填塞细石混凝土；进一步的，在预制装配式填充墙板组的左上部与右上部分别支模浇筑细石混凝土以形成墙板组卡件9；进一步的，分别在左竖向墙板5和右竖向墙板6的靠近框架主体一侧的底部安装碟簧组件10，所述碟簧组件10的具体安装位置示意图见图6、图16。
步骤4：
预制装配式填充墙板组与框架主体的其他空隙根据防潮、隔音、保温需求采用合适的柔性连接材料进行填塞、填缝处理。
上述虽然结合附图对本发明的具体实施方式进行了描述，但并非对本发明保护范围的限制，所属领域技术人员应该明白，在本发明的技术方案的基础上，本领域技术人员不需要付出创造性劳动即可做出的各种修改或变形仍在本发明的保护范围以内。

Claims (10)

  1. 抗减震协同的预制装配式填充墙板-框架结构，其特征在于，包括框架主体、预制装配式填充墙板组、墙板组卡件（9）、碟簧组件（10）和U型连接件（12），
    预制装配式填充墙板组设置在框架主体内，预制装配式填充墙板组顶部左右两侧与框架主体之间均设置有所述墙板组卡件（9），下部左右两侧与框架主体之间均设置有所述碟簧组件（10），每个蝶簧组件（10）均包括碟簧盒（101）、碟簧（102）和碟簧垫板（103），碟簧盒（101）用于与框架主体固定连接，所述碟簧为预压状态，碟簧（102）位于碟簧碟簧盒（101）和碟簧垫板（103）围成的空腔内，碟簧垫板（103）活动设置且与预制装配式填充墙板组接触；
    预制装配式填充墙板组包括多个竖向子墙板，相邻竖向子墙板之间插接连接，每个竖向子墙板的顶部与框架主体之间均通过所述U型连接件（12）连接，底部通过现浇细石混凝土（11）与框架主体连接。
  2. 根据权利要求1所述的抗减震协同的预制装配式填充墙板-框架结构，其特征在于，每个竖向子墙板的侧壁设置有插接凸条或插接凹槽，相邻竖向子墙板之间通过插接凸条和插接凹槽配合实现插接连接。
  3. 根据权利要求1所述的抗减震协同的预制装配式填充墙板-框架结构，其特征在于，每个竖向子墙板均包括由上到下设置的主板、减震层和副板，主板底部设半圆形凹槽，所述副板顶部设半圆形凸条，主板和副板通过半圆形凹槽和半圆形凸条配合连接，主板可沿副板顶部的半圆型凸条发生转动，且减震层设置在主板和副板的连接处。
  4. 根据权利要求3所述的抗减震协同的预制装配式填充墙板-框架结构，其特征在于，每个竖向子墙板的副板的底部还设置有凸条，用于与现浇细石混凝土（11）形成剪力键，所述剪力键和所述U型连接件协同限制所述预制装配式填充墙板组发生平面外位移。
  5. 根据权利要求3所述的抗减震协同的预制装配式填充墙板-框架结构，其特征在于，所述减震层采用SBS卷材或低强度砂浆。
  6. 根据权利要求3所述的抗减震协同的预制装配式填充墙板-框架结构，其特征在于，框架主体包括框架顶梁、框架底梁、框架左柱和框架右柱，所述框架顶梁与框架底梁等长且平行，且框架顶梁、底梁的两端分别与所述框架左柱、右柱可靠连接。
  7. 根据权利要求6所述的抗减震协同的预制装配式填充墙板-框架结构，其特征在于，所述现浇细石混凝土（11）在所述预制装配式填充墙板组与所述框架左柱、所述框架右柱间空隙的浇筑高度与若干所述竖向子墙板的副板顶部表面保持平齐。
  8. 根据权利要求1所述的抗减震协同的预制装配式填充墙板-框架结构，其特征在于，所述墙板组卡件（9）通过在所述预制装配式填充墙板组的左上部和右上部与所述框架主体的空隙间支模浇筑细石混凝土成型。
  9. 根据权利要求1-8任一所述的抗减震协同的预制装配式填充墙板-框架结构，其特征在于，所述框架主体为钢筋混凝土框架或钢框架。
  10. 一种权利要求1-9任一所述的抗减震协同的预制装配式填充墙板-框架结构的施工方法，其特征在于，包括如下步骤：
    步骤1：完成框架主体的施工；
    步骤2：依次安装多个竖向子墙板；
    步骤3：通过支模浇筑细石混凝土的方法连接预制装配式填充墙板组和框架主体；
    步骤4：在预制装配式填充墙板组下部两侧安装碟簧组件；
    步骤5：对预制装配式填充墙板组与框架主体的空隙进行柔性连接。
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