WO2020192124A1 - 一种全装配式框架结构体系 - Google Patents

一种全装配式框架结构体系 Download PDF

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Publication number
WO2020192124A1
WO2020192124A1 PCT/CN2019/115350 CN2019115350W WO2020192124A1 WO 2020192124 A1 WO2020192124 A1 WO 2020192124A1 CN 2019115350 W CN2019115350 W CN 2019115350W WO 2020192124 A1 WO2020192124 A1 WO 2020192124A1
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Prior art keywords
column
frame structure
wall
rocking
floor
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PCT/CN2019/115350
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English (en)
French (fr)
Inventor
杨伟松
陶柱
许卫晓
于德湖
张纪刚
宁宁
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Qingdao University of Technology
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Qingdao University of Technology
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground

Definitions

  • the invention relates to the technical field of new building structures, in particular to a fully assembled frame structure system.
  • the present invention provides a fully assembled frame structure system, which can effectively improve the seismic performance of the precast concrete structure in the prior art and reduce the degree of damage caused by earthquakes.
  • the technical solution used by the present invention to solve the technical problem is as follows: includes a base foundation, a column, a floor, a beam and a four-sided rocking wall; the column is installed on the top of the base foundation, the bottom end of the column is made of ECC material, and the beam The connection between the vertical column and the vertical column is through the prestress applied on the continuous post-tensioned unbonded prestressed steel bar that penetrates the beam and the vertical column.
  • the connection between the vertical column and the beam is connected by a friction damper, and a number of the vertical column Connected with beams to form a beam-column frame structure of several stories, the floor slab is fixedly arranged on the top of each beam of the beam-column frame structure, and the four rocking walls are arranged inside the beam-column frame structure at intervals and distributed throughout the beam-column frame
  • the front, back, left, and right four directions of the column at the center of the structure, the front and back swing walls of the column at the center are parallel to each other, the swing walls at the left and right directions are parallel to each other, and the front and back orientation of the column at the center
  • the rocking wall and the rocking wall in the left and right directions are perpendicular to each other, the wall of the rocking wall is provided with post-tensioned unbonded pre-stressed steel strands, and the post-tensioned unbonded pre-stressed steel strands pass through the rocking wall
  • the bottom is
  • Both beams and columns are equipped with pre-stressed channels, and the post-tensioned unbonded pre-stressed steel bar bundles are connected through the pre-stressed channels on the beams and columns.
  • the pre-stressed channels on the beam and the column are of the same height and central axis
  • the extension lines overlap each other.
  • Three prestressed channels can be arranged on the beam from top to bottom, and three correspondingly on the column, so that the number of post-tensioned unbonded pre-stressed steel bars that penetrate the beam and the column is large, which increases the strength of the structure reset .
  • the friction damper adopts a cylindrical friction damper or a plate friction damper.
  • the friction damper is used in the prefabricated frame joints of unbonded post-tensioned prestressed tendons. When the post-tensioning stress is maintained at a relatively high level, the energy dissipation capacity of the friction damper is very significant. In the prefabricated joints The installation of friction damper can increase its energy consumption, and has good self-healing ability, and the residual deformation is also very small.
  • the thickness of the rubber bumper is equal to the sum of the thickness of the floor and the beam.
  • the mild steel damper uses a steel plate with a yield point of 235 N/mm 2 , and the mild steel damper is respectively anchored to the longitudinal reinforcement in the beam and the steel reinforcement in the rocking wall.
  • the gap between the floor slab above the mild steel damper and the rocking wall is detachably provided with a baffle.
  • the baffle can be removed to expose the mild steel damper and replace it. Then the baffle will cover the new mild steel damper again.
  • the baffle here only serves as a cover. It is hinged to the floor, similar to a door switch.
  • a tooth hinge support is provided between the bottom of the rocking wall and the base foundation.
  • holes are reserved in the rocking wall and the base foundation.
  • the toothed hinge support is connected and anchored to the rocking wall and the base foundation through the reserved holes.
  • a corbel is provided on the upright column for carrying the end of the beam.
  • the corbel supporting the beam can increase the stiffness of the joint.
  • the present invention has the following beneficial effects: (1) In the overall structure of the present invention, a rocking wall is provided in the front, back, left, and right directions away from the central column of the frame structure, and the rocking wall is used to achieve uniform deformation between layers.
  • the soft steel dampers are used to connect between the walls, and the system of adding dampers to the wall reduces the inertial force of the floor and greatly reduces the damage degree of the non-structure under the action of earthquake;
  • the present invention adopts between the rocking wall and the slab Rubber anti-collision pad, this kind of destructible or plastically deformed rubber material arranged between the wall and the board, absorbs the kinetic energy generated by the earthquake by buffering or absorbing energy, and makes the energy absorbing rubber material through rigid support or blocking Deformation is generated to reduce the impact force of the earthquake on the overall structure; (3) Starting from the rigidity of the overall structure, the present invention adopts ECC material in the foot of the load-bearing column, which further improves the safety, durability and applicability of the component
  • Figure 1 is a schematic top view of the structure of an embodiment provided by the present invention.
  • FIG. 2 is a first longitudinal sectional view of the structure of the embodiment provided by the present invention.
  • FIG. 3 is a schematic diagram of a second longitudinal section of the structure of the embodiment provided by the present invention.
  • FIG. 4 is an enlarged schematic diagram of the combined structure of the wall, beam, mild steel damper and baffle in the embodiment of the present invention
  • Figure 5 is an enlarged schematic view of the combined structure of the column, beam and friction damper in the embodiment provided by the present invention.
  • FIG. 6 is a schematic diagram of a certain state in the process of swinging the rocking wall relative to the base foundation in the embodiment provided by the present invention
  • the fully assembled frame structure system of the present invention includes a base foundation 1, a column 2, a floor slab 3, a beam 4 and a four-sided rocking wall 5; the column 2 is installed on the base foundation 1, the bottom end of the column 2 is made of ECC material, and the beam 4 and the column 2 are applied between the beam 4 and the column 2 on the continuous post-tensioned unbonded pre-stressed rebar bundle 41 passing through the beam 4 and the column 2.
  • the connection between the column 2 and the beam 4 is connected by a friction damper 42, a plurality of the columns 2 and the beam 4 are connected to form a beam-column frame structure of several stories, the floor 3 is fixed on the beam
  • the swing walls 5 are arranged at intervals inside the beam-column frame structure, and are distributed in the front, rear, left, and right directions of the columns 2 at the center of the entire beam-column frame structure
  • the front and rear swing walls 5 of the column 2 in the central position are parallel to each other, the left and right swing walls 5 are parallel to each other, and the front and rear swing walls 5 of the column 2 in the center position and the left and right swing walls 5 are perpendicular to each other.
  • the wall body of the rocking wall 5 is provided with a post-tensioned unbonded pre-stressed steel strand 51, and the post-tensioned unbonded pre-stressed steel strand 51 passes through the bottom of the rocking wall 5 and is anchored and connected to the base foundation 1.
  • the wide side of the rocking wall 5 and the beam 4 are connected by a mild steel damper 6, and the narrow side of the rocking wall 5 and the floor 3 are connected by a rubber bumper 7.
  • Both beam 4 and column 2 are provided with pre-stressed holes.
  • the post-tensioned unbonded pre-stressed steel bar bundles 41 are connected through the pre-stressed holes in beam 4 and column 2.
  • the pre-stress on beam 4 and column 2 The holes are of the same height and the extension lines of the central axis coincide with each other.
  • Three pre-stressed channels can be arranged on the beam 4 from top to bottom. Similarly, there are also three correspondingly arranged on the column 2, so that the number of post-tensioned unbonded pre-stressed rebar bundles 41 penetrating through the beam 4 and the column 2 is more and more. The strength of the structure reset.
  • the friction damper 42 adopts a cylindrical friction damper.
  • the friction damper is used in the prefabricated frame joints of unbonded post-tensioned prestressed tendons. When the post-tensioning stress is maintained at a relatively high level, the energy dissipation capacity of the friction damper is very significant. In the prefabricated joints The installation of friction damper can increase its energy consumption, and has good self-healing ability, and the residual deformation is also very small.
  • Two cylindrical friction dampers can be arranged side by side at the connection between each beam 4 and the upright column 2, and both ends of the cylindrical friction dampers are anchored to the longitudinal ribs in the beam 4 and the steel bars in the upright column 2.
  • the thickness of the rubber bumper 7 is equal to the sum of the thickness of the floor 3 and the beam 4.
  • a steel plate with a yield point of 235N/mm 2 is used in the mild steel damper 6, and the mild steel damper 6 is anchored to the longitudinal bars in the beam 4 and the steel bars in the rocking wall 5.
  • the gap between the floor 3 and the rocking wall 5 above the mild steel damper 6 is detachably provided with a baffle 61.
  • the baffle 61 can be removed to expose the mild steel damper 6 for replacement. After that, the baffle 61 will cover the new mild steel damper 6 again.
  • the function of covering, the baffle is connected with the floor by a hinge, similar to a door switch.
  • the bottom of the rocking wall 5 and the base foundation 1 may also be provided with a toothed hinge support.
  • a toothed hinge support In the factory prefabrication process, holes are reserved in the rocking wall 5 and the base foundation 1. When construction is on site, the toothed hinge support is connected and anchored to the rocking wall 5 and the base foundation 1 through the reserved holes.
  • a corbel 21 is provided on the upright column 2 for supporting the end of the beam 4.
  • the corbel 21 supports the beam 4 to improve the stiffness of the node.
  • the swing wall 5, column 2, floor 3, beam 4 and other structures in the embodiment provided by the present invention can be negotiated with the manufacturer to allow the factory to process each structure separately, and pay special attention to the places where holes need to be reserved. It is then transported to the site to be assembled and assembled in accordance with the regulations specified in the "Technical Regulations for Prefabricated Concrete Structures".
  • the swing wall 5 used in the present invention is installed throughout the entire building, and is provided with post-tensioned unbonded prestressed steel strands 51 inside, which are respectively installed in the front, back, left, and right directions of the central column 2 It may be that a rocking wall 5 is set near the middle of the distance between the column 2 at the center and the outermost edge of the beam-column frame structure.
  • All the rocking walls 5 pass through the mild steel damper set between the beam 4 6 Shock absorption; when the earthquake causes the entire frame structure to shake in the left and right directions, the rubber bumper 7 is squeezed between the narrow side of the swing wall 5 and the floor 3 in the front and rear orientation to achieve shock absorption, and all the swing walls 5 pass and beams
  • the mild steel damper 6 arranged between 4 is used for shock absorption.
  • the rocking wall 5 plays the role of an integral key component, so that the deformation of each floor of the building structure under the action of an earthquake is as uniform as possible, and can effectively reduce the deformation concentration of the structure floor with sufficient rigidity and bearing capacity.
  • Self-reset capability is a higher requirement from the perspective of reducing economic losses and shortening the recovery period after earthquake after ensuring the safety of earthquake resistance.
  • Combining the prestressing technology with the swing behavior of the structure is an effective way to realize the self-reset capability.
  • the swing wall 5 in the present invention is a prefabricated wall panel with post-tensioned unbonded prestressed steel strands 51, and anchors With anchoring, the structure has the ability to reset itself after an earthquake.
  • the wall body of the rocking wall 5 as a key component can be protected from damage under the action of strong earthquakes, so as to better ensure the realization of the expected damage mechanism.
  • the new frame structure system adopted by the present invention is connected with a soft steel damper 6 between the rocking wall 5 and the beam 4, and a rubber anti-collision pad 7 is connected between the rocking wall 5 and the floor 3, and the mild steel damper 6 is in the structure It plays the following role: when a small earthquake or wind vibration occurs, the energy dissipation component in the structure, namely the mild steel damper 6 is elastic, the mild steel damper 6 can also provide strength to the main structure at this time, and the building can be used normally ; When the magnitude of the earthquake is larger, the mild steel damper 6 enters the energy consumption state before the building, and plays the role of energy dissipation and shock absorption.
  • the soft-rigid damper 6 used in the present invention is an energy dissipation device installed in a high-rise structure to absorb and dissipate structural vibration caused by seismic loads.
  • the material used is mainly a steel plate with a yield point of 235N/mm 2 .
  • the soft rigid damper 6 is anchored with the longitudinal bars in the beam 4 and the steel bars in the rocking wall 5, and the gap between the rocking wall 5 and the beam 4 is sealed by a detachable baffle 61.
  • the baffle 61 and the floor 3 can be connected by a hinge, similar to a door switch, it is very convenient when it needs to be disassembled, and only the hinge needs to be removed.
  • the energy dissipation sheet in the soft rigid damper 6 is used to produce plastic deformation, thereby achieving the effect of energy consumption.
  • a rubber anti-collision pad 7 is used between the rocking wall 5 and the floor slab 3.
  • This destructible or plastically deformable rubber material absorbs the kinetic energy generated by the earthquake by buffering or absorbing energy; it absorbs energy through rigid support or blocking The rubber material deforms to reduce the impact of the earthquake on the overall structure.
  • ECC material is the abbreviation of Engineered Cementitous Composites. It is a kind of super-toughness distributed short fiber reinforced cement-based composite material. Unlike ordinary fiber reinforced concrete (FRC), ECC is an advanced micromechanical design. Material, with strain-hardening characteristics, ECC has the characteristics of multi-slit steady state cracking, and has excellent performance in terms of safety, durability and applicability.
  • the mild steel damper 6 between the rocking wall 5 and the beam 4 can also be other dampers, such as viscoelastic dampers and viscous dampers.
  • the present invention adopts a four-sided rocking wall 5 arranged around the column 2 at the center of the beam-column frame structure and each node adopts a self-resetting node combination method, which combines the overall structure with the structural node, effectively limiting the precast concrete The displacement of the structure minimizes its loss and greatly improves the seismic performance of the beam-column frame structure.

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Abstract

本发明涉及新型建筑结构技术领域，尤其是涉及一种全装配式框架结构体系，包括底座基础、立柱、楼板、梁和四面摇摆墙；立柱安装于底座基础的顶部，立柱的底端为ECC材质制作，立柱和梁之间通过摩擦阻尼器连接为若干层高的梁柱框架结构，楼板设置于各层梁的顶部，四面摇摆墙间隔设置整个梁柱框架结构的中央立柱的前、后、左、右四个方位，摇摆墙的墙体内设置有后张无粘结预应力钢绞线，后张无粘结预应力钢绞线穿出摇摆墙的底部锚固连接于底座基础上，摇摆墙的宽边侧面和梁之间通过软钢阻尼器连接，摇摆墙的窄边侧面和楼板之间通过橡胶防撞垫连接。本发明能有效提高现有技术中预制混凝土结构的抗震性能，减小地震带来的损毁程度。

Description

一种全装配式框架结构体系 技术领域
本发明涉及新型建筑结构技术领域，尤其是涉及一种全装配式框架结构体系。
背景技术
对于预制混凝土结构，许多学者认为其薄弱环节就在于节点连接，在多数地震震害调查研究中发现，在倒塌的预制混凝土结构建筑物中，主要承重构件破坏较轻，如预制梁、预制柱，倒塌的关键因素是预制构件之间的节点连接破坏。对于预制混凝土结构的节点研究，现阶段主流设计方法是在装配式结构中的节点处采用可替换或自复位装置。
但是，当遇到更强的地震时，这些措施并不够保险，对于框架结构体系来说，当遇到更强的地震时，变形会非常严重，虽然节点耗能了，但是梁柱也发生变形了，这样的话修复起来仍然很困难，并没有起到很好的经济效益。
可见，需要更进一步对预制混凝土结构进行改进以提高其抗震能力，减小地震对其造成的损坏程度。
发明内容
根据以上现有技术的不足，本发明提供了一种全装配式框架结构体系，其能有效提高现有技术中预制混凝土结构的抗震性能，减小地震带来的损毁程度。
本发明解决的技术问题采用的技术方案为：包括底座基础、立柱、楼板、梁和四面摇摆墙；所述立柱安装于底座基础的顶部，所述立柱的底端为ECC材质制作，所述梁和立柱之间通过在贯穿于梁和立柱内的连续的后张无粘结预应力钢筋束上施加的预应力进行连接，所述立柱和梁的连接处通过摩擦阻尼器连 接，若干所述立柱和梁连接组成若干层高的梁柱框架结构，所述楼板固定设置于梁柱框架结构各层梁的顶部，四面所述摇摆墙间隔设置于梁柱框架结构内部，且分布于整个梁柱框架结构的中央位置的立柱的前、后、左、右四个方位，中央位置的所述立柱的前后方位的摇摆墙相互平行、左右方位的摇摆墙相互平行，中央位置的所述立柱的前后方位的摇摆墙和左右方位的摇摆墙相互垂直，所述摇摆墙的墙体内设置有后张无粘结预应力钢绞线，所述后张无粘结预应力钢绞线穿出摇摆墙的底部锚固连接于底座基础上，所述摇摆墙的宽边侧面和梁之间通过软钢阻尼器连接，所述摇摆墙的窄边侧面和楼板之间通过橡胶防撞垫连接。
在梁和立柱上均设置有预应力孔道，后张无粘结预应力钢筋束就是穿过梁和立柱上的预应力孔道进行连接的，梁和立柱上的预应力孔道是高度相同且中心轴线的延长线相互重合的。预应力孔道可以在梁上从上到下布置3条，同样立柱上也是对应布置3条，这样贯穿梁和立柱的后张无粘结预应力钢筋束的数量多，更增加了结构复位的力度。
进一步地，所述摩擦阻尼器采用筒式摩擦阻尼器或板式摩擦阻尼器。
摩擦阻尼器应用于无粘结后张预应力筋的预制装配式框架节点中，当后张拉应力保持在一个比较高的水平时，摩擦阻尼器的耗能能力非常显著，在装配式节点中安装摩擦阻尼器可以增加其耗能能力，而且具有良好的自恢复能力,残余变形也很小。
进一步地，所述橡胶防撞垫与楼板之间、橡胶防撞垫与摇摆墙之间均为胶接。橡胶防撞垫的厚度等于楼板和梁的厚度之和。
进一步地，所述软钢阻尼器中使用的是屈服点为235N/mm 2的钢板材，所述软钢阻尼器分别与梁内的纵筋、摇摆墙内的钢筋锚固连接。
进一步地，所述软钢阻尼器的上方的楼板与摇摆墙之间的空隙可拆卸设置 有挡板。当需要更换软钢阻尼器时，可将挡板拆除，露出软钢阻尼器，进行更换，后将挡板再次覆盖新的软钢阻尼器，这里的挡板只是起到遮盖的作用，挡板与楼板用铰链连接，类似于门开关一样。
进一步地，所述摇摆墙的底部和底座基础之间设置有齿状铰支座。在工厂预制加工过程中，在摇摆墙和底座基础内均预留孔道，到现场施工时，再将齿状铰支座通过预留的孔道与摇摆墙和底座基础连接锚固连接。
进一步地，所述立柱上设置有牛腿用于承载梁的端部。牛腿托住梁可以提高节点的刚度。
本发明具有以下有益效果：(1)本发明整体结构中通过在离框架结构的中心立柱的前后左右方位均设置上摇摆墙，利用摇摆墙实现了层间变形均匀，通过在摇摆墙和梁之间用软钢阻尼器连接，利用墙加阻尼器的体系，降低了楼面的惯性力，大大降低了非结构在地震作用下的破坏程度；(2)本发明在摇摆墙与板之间采用橡胶防撞垫，这种设置在墙与板之间的可破坏的或产生塑性变形的橡胶材料，通过缓冲或吸能从而吸收地震所产生的动能，通过刚性支撑或阻挡，使吸能橡胶材料产生变形以减少地震对整体结构的撞击力；(3)本发明从整体结构的刚度方面出发，在承重柱柱脚采用ECC材料，更加提高了构件的安全性、耐久性和适用性。本发明创新性地采用摇摆墙体系和自复位节点相结合的方式，有效限制了预制混凝土结构在地震中的位移，大大提高了预制混凝土结构的抗震性能，从而使损失降到最低。
附图说明
图1是本发明所提供实施例的俯视结构示意图；
图2是本发明所提供实施例的结构第一纵向剖面示意图；
图3是本发明所提供实施例的结构第二纵向剖面示意图；
图4是本发明所提供实施例中的墙、梁、软钢阻尼器和挡板的组合部分结构放大示意图；
图5是本发明所提供实施例中的立柱、梁和摩擦阻尼器的组合部分结构放大示意图；
图6是本发明所提供实施例中的摇摆墙相对于底座基础产生摇摆过程中的某状态示意图；
图中：1、底座基础 2、立柱 21、牛腿 3、楼板 4、梁 41、后张无粘结预应力钢筋束 42、摩擦阻尼器 5、摇摆墙 51、后张无粘结预应力钢绞线 6、软钢阻尼器 61、挡板 7、橡胶防撞垫。
具体实施方式
下面结合附图对本发明做进一步描述。
实施例一：
如图1～图6所示，本发明所述的一种全装配式框架结构体系，包括底座基础1、立柱2、楼板3、梁4和四面摇摆墙5；所述立柱2安装于底座基础1的顶部，所述立柱2的底端为ECC材质制作，所述梁4和立柱2之间通过在贯穿于梁4和立柱2内的连续的后张无粘结预应力钢筋束41上施加的预应力进行连接，所述立柱2和梁4的连接处通过摩擦阻尼器42连接，若干所述立柱2和梁4连接组成若干层高的梁柱框架结构，所述楼板3固定设置于梁柱框架结构各层梁4的顶部，四面所述摇摆墙5间隔设置于梁柱框架结构内部，且分布于整个梁柱框架结构的中央位置的立柱2的前、后、左、右四个方位，中央位置的所述立柱2的前后方位的摇摆墙5相互平行、左右方位的摇摆墙5相互平行，中央位置的所述立柱2的前后方位的摇摆墙5和左右方位的摇摆墙5相互垂直，所述摇摆墙5的墙体内设置有后张无粘结预应力钢绞线51，所述后张无粘结预 应力钢绞线51穿出摇摆墙5的底部锚固连接于底座基础1上，所述摇摆墙5的宽边侧面和梁4之间通过软钢阻尼器6连接，所述摇摆墙5的窄边侧面和楼板3之间通过橡胶防撞垫7连接。
在梁4和立柱2上均设置有预应力孔道，后张无粘结预应力钢筋束41就是穿过梁4和立柱2上的预应力孔道进行连接的，梁4和立柱2上的预应力孔道是高度相同且中心轴线的延长线相互重合的。预应力孔道可以在梁4上从上到下布置3条，同样立柱2上也是对应布置3条，这样贯穿梁4和立柱2的后张无粘结预应力钢筋束41的数量多，更增加了结构复位的力度。
进一步地，所述摩擦阻尼器42采用筒式摩擦阻尼器。摩擦阻尼器应用于无粘结后张预应力筋的预制装配式框架节点中，当后张拉应力保持在一个比较高的水平时，摩擦阻尼器的耗能能力非常显著，在装配式节点中安装摩擦阻尼器可以增加其耗能能力，而且具有良好的自恢复能力，残余变形也很小。每个梁4和立柱2的连接处都可以上下并排设置两个筒式摩擦阻尼器，筒式摩擦阻尼器的两端与梁4内的纵筋、立柱2内的钢筋锚固连接。
进一步地，所述橡胶防撞垫7与楼板3之间、橡胶防撞垫7与摇摆墙5之间均为胶接。橡胶防撞垫7的厚度等于楼板3和梁4的厚度之和。
进一步地，所述软钢阻尼器6中使用的是屈服点为235N/mm 2的钢板材，所述软钢阻尼器6与梁4内的纵筋和摇摆墙5内的钢筋锚固连接。
进一步地，所述软钢阻尼器6的上方的楼板3与摇摆墙5之间的空隙可拆卸设置有挡板61。当需要更换软钢阻尼器6时，可将挡板61拆除，露出软钢阻尼器6，进行更换，后将挡板61再次覆盖新的软钢阻尼器6，这里的挡板61只是起到遮盖的作用，挡板与楼板用铰链连接，类似于门开关一样。
进一步地，所述摇摆墙5的底部和底座基础1之间还可以设置有齿状铰支 座。在工厂预制加工过程中，在摇摆墙5和底座基础1内均预留孔道，到现场施工时，再将齿状铰支座通过预留的孔道与摇摆墙5和底座基础1连接锚固连接。
进一步地，所述立柱2上设置有牛腿21用于承载梁4的端部。牛腿21托住梁4可以提高节点的刚度。
本发明所提供的实施例中的摇摆墙5、立柱2、楼板3、梁4等各个结构，可以和厂家进行协商，让工厂单独进行各个结构的加工，同时在需要预留孔道的地方特别注明，然后在运至现场进行组装，按《装配式混凝土结构技术规程》所规定的的规程进行组装。
本发明采用的摇摆墙5是贯穿全楼设置的，其内部设置有后张无粘结预应力钢绞线51，并分别设置在中央位置的立柱2的前、后、左、右四个方位，可以是在中央位置的立柱2到梁柱框架结构的各个最外侧边距离的中间位置附近各设置上一面摇摆墙5。
摇摆墙5的宽边的两个侧面均和梁4的端部相抵，窄边的两个侧面和楼板3的相接处均设置了橡胶防撞垫7，所以如图1，当地震导致整个框架结构发生前后方向晃动时，左右两侧的摇摆墙5的窄边和楼板3之间挤压橡胶防撞垫7实现减震，所有摇摆墙5通过和梁4之间设置的软钢阻尼器6进行减震；当地震导致整个框架结构发生左右方向的晃动时，前后方位的摇摆墙5的窄边和楼板3之间挤压橡胶防撞垫7实现减震，所有摇摆墙5通过和梁4之间设置的软钢阻尼器6进行减震。
这里摇摆墙5发挥的是整体型关键构件的作用，使在地震作用下的建筑结构各个楼层的变形尽量均匀，能够以足够的刚度和承载力来有效减小结构楼层变形集中。自复位能力是在保证了抗震安全性之后，从降低经济损失、缩短震 后恢复周期的角度出发提出的更高的要求。将预应力技术与结构的摇摆行为相结合，是实现自复位能力的有效途径，本发明中的摇摆墙5是在预制的墙板中加入后张无粘结预应力钢绞线51，并用锚具锚固，使结构在地震发生后拥有自复位的能力。摇摆墙5作为关键构件的墙体在强震作用下能够免受损伤，从而更好地保证预期损伤机制的实现。
本发明采用的新的框架结构体系在摇摆墙5与梁4之间用软钢阻尼器6相连、摇摆墙5与楼板3之间用橡胶防撞垫7相连，其中软钢阻尼器6在结构中起到如下作用：当发生小震或者风振，结构中的消能部件即软钢阻尼器6是弹性的，软钢阻尼器6此时还可以给主体结构提供强度，建筑物可以正常使用；当发生震级更大时，软钢阻尼器6在建筑物之前进入耗能状态，发挥出消能减震的作用，与此同时建筑物的主体结构无明显非弹性现象，因而可以使得建筑物在强震影响下可以不受到大的破坏，降低了楼面的惯性力。本发明所采用的软刚阻尼器6，是一种安装在高层结构中用于吸收与耗散由地震荷载引起的结构振动的消能装置，所用材料主要为屈服点235N/mm 2的钢板材。
软刚阻尼器6通过与梁4内的纵筋、摇摆墙5内的钢筋锚固在一起，摇摆墙5与梁4之间的缝隙用可拆卸的挡板61进行封实。挡板61与楼板3之间可用铰链连接，类似于门开关一样，需要拆卸时十分方便，只需将铰链去除即可。当产生水平作用的地震力作用时，通过软刚阻尼器6中的消能片来产生塑形变形，从而达到耗能的作用。
摇摆墙5与楼板3之间采用橡胶防撞垫7，这种可破坏的或产生塑性变形的橡胶材料，通过缓冲或吸能从而吸收地震所产生的动能；通过刚性支撑或阻挡，使吸能橡胶材料产生变形以减少地震对整体结构的撞击力。
在立柱2的底端也就是柱脚处采用ECC材料，更加提高了构件的安全性、 耐久性和适用性。ECC材料是Engineered Cementitous Composites的简称，是一种具有超强韧性的乱向分布短纤维增强水泥基复合材料，不同于普通的纤维增强混凝土(FRC)，ECC是一种经细观力学设计的先进材料，具有应变-硬化特性，ECC具有多缝稳态开裂的特点，在安全性、耐久性和适用性等方面有着优异的性能。
此外，在摇摆墙5与梁4之间的软钢阻尼器6也可采用其他的阻尼器，如采用粘弹性阻尼器和粘滞阻尼器。
综上，本发明采用了在梁柱框架结构的中央位置的立柱2四周设置四面摇摆墙5以及各节点采用自复位节点相结合的方式，将整体结构和结构节点相结合，有效限制了预制混凝土结构的位移，从而使其损失降到最低，大大提高了梁柱框架结构的抗震性能。
以上所述为本发明的实施例，并非因此限制本发明的专利范围，凡是利用本发明说明书以及附图内容所作的等效结构或等效流程变换，或直接或间接运用在其他相关的技术领域，均同理包括在本发明的专利保护范围内。

Claims (7)

  1. 一种全装配式框架结构体系，其特征在于：包括底座基础(1)、立柱(2)、楼板(3)、梁(4)和四面摇摆墙(5)；所述立柱(2)安装于底座基础(1)的顶部，所述立柱(2)的底端为ECC材质制作，所述梁(4)和立柱(2)之间通过在贯穿于梁(4)和立柱(2)内的连续的后张无粘结预应力钢筋束(41)上施加的预应力进行连接，所述立柱(2)和梁(4)的连接处通过摩擦阻尼器(42)连接，若干所述立柱(2)和梁(4)连接组成若干层高的梁柱框架结构，所述楼板(3)固定设置于梁柱框架结构各层梁(4)的顶部，四面所述摇摆墙(5)间隔设置于梁柱框架结构内部，且分布于整个梁柱框架结构的中央位置的立柱(2)的前、后、左、右四个方位，中央位置的所述立柱(2)的前后方位的摇摆墙(5)相互平行、左右方位的摇摆墙(5)相互平行，中央位置的所述立柱(2)的前后方位的摇摆墙(5)和左右方位的摇摆墙(5)相互垂直，所述摇摆墙(5)的墙体内设置有后张无粘结预应力钢绞线(51)，所述后张无粘结预应力钢绞线(51)穿出摇摆墙(5)的底部锚固连接于底座基础(1)上，所述摇摆墙(5)的宽边侧面和梁(4)之间通过软钢阻尼器(6)连接，所述摇摆墙(5)的窄边侧面和楼板(3)之间通过橡胶防撞垫(7)连接。
  2. 根据权利要求1所述的全装配式框架结构体系，其特征在于：所述摩擦阻尼器(42)采用筒式摩擦阻尼器或板式摩擦阻尼器。
  3. 根据权利要求1所述的全装配式框架结构体系，其特征在于：所述橡胶防撞垫(7)与楼板(3)之间、橡胶防撞垫(7)与摇摆墙(5)之间均为胶接。
  4. 根据权利要求1所述的全装配式框架结构体系，其特征在于：所述软钢阻尼器(6)中使用的是屈服点为235N/mm 2的钢板材，所述软钢阻尼器(6)分别与梁(4)内的纵筋、摇摆墙(5)内的钢筋锚固连接。
  5. 根据权利要求4所述的全装配式框架结构体系，其特征在于：所述软钢 阻尼器(6)的上方的楼板(3)与摇摆墙(5)之间的空隙可拆卸设置有挡板(61)。
  6. 根据权利要求1所述的全装配式框架结构体系，其特征在于：所述摇摆墙(5)的底部和底座基础(1)之间设置有齿状铰支座。
  7. 根据权利要求1所述的全装配式框架结构体系，其特征在于：所述立柱(2)上设置有牛腿(21)用于承载梁(4)的端部。
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Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2006004729A1 (en) * 2004-06-28 2006-01-12 Spancrete Machinery Corporation Base connection for connecting a concrete wall panel to a foundation
CN102605872A (zh) * 2012-03-20 2012-07-25 东南大学 摇摆式自定心钢框架-混凝土剪力墙抗震系统
CN206267356U (zh) * 2016-11-09 2017-06-20 苏州科技大学 一种装配式自复位摇摆钢板墙结构体系
CN206545264U (zh) * 2017-03-14 2017-10-10 青岛理工大学 一种多道防线抗震自复位装配式框架‑摇摆墙耗能结构
CN206916997U (zh) * 2017-07-06 2018-01-23 青岛理工大学 一种延性耗能的摇摆墙
CN108930346A (zh) * 2018-08-15 2018-12-04 山东大学 一种含屈曲约束形状记忆合金棒材的自复位摇摆墙及建筑
CN109811881A (zh) * 2019-03-22 2019-05-28 青岛理工大学 一种全装配式框架结构体系

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107023089B (zh) * 2017-03-27 2019-10-18 同济大学 一种分层摇摆式减震系统

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2006004729A1 (en) * 2004-06-28 2006-01-12 Spancrete Machinery Corporation Base connection for connecting a concrete wall panel to a foundation
CN102605872A (zh) * 2012-03-20 2012-07-25 东南大学 摇摆式自定心钢框架-混凝土剪力墙抗震系统
CN206267356U (zh) * 2016-11-09 2017-06-20 苏州科技大学 一种装配式自复位摇摆钢板墙结构体系
CN206545264U (zh) * 2017-03-14 2017-10-10 青岛理工大学 一种多道防线抗震自复位装配式框架‑摇摆墙耗能结构
CN206916997U (zh) * 2017-07-06 2018-01-23 青岛理工大学 一种延性耗能的摇摆墙
CN108930346A (zh) * 2018-08-15 2018-12-04 山东大学 一种含屈曲约束形状记忆合金棒材的自复位摇摆墙及建筑
CN109811881A (zh) * 2019-03-22 2019-05-28 青岛理工大学 一种全装配式框架结构体系

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