WO2020114032A1 - 预制装配式双钢板混凝土剪力墙连接组件及其使用方法 - Google Patents

预制装配式双钢板混凝土剪力墙连接组件及其使用方法 Download PDF

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Publication number
WO2020114032A1
WO2020114032A1 PCT/CN2019/105663 CN2019105663W WO2020114032A1 WO 2020114032 A1 WO2020114032 A1 WO 2020114032A1 CN 2019105663 W CN2019105663 W CN 2019105663W WO 2020114032 A1 WO2020114032 A1 WO 2020114032A1
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Prior art keywords
shear
top plate
plate
concrete
bottom plate
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English (en)
French (fr)
Inventor
朱立猛
张春巍
孙丽
安东
郜殿伟
郑杰
孙宇雁
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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
    • E04B1/38—Connections for building structures in general
    • E04B1/61—Connections for building structures in general of slab-shaped building elements with each other
    • E04B1/6108—Connections for building structures in general of slab-shaped building elements with each other the frontal surfaces of the slabs connected together
    • E04B1/612—Connections for building structures in general of slab-shaped building elements with each other the frontal surfaces of the slabs connected together by means between frontal surfaces
    • 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
    • E04B1/38—Connections for building structures in general
    • E04B1/61—Connections for building structures in general of slab-shaped building elements with each other
    • E04B1/6108—Connections for building structures in general of slab-shaped building elements with each other the frontal surfaces of the slabs connected together
    • E04B1/612—Connections for building structures in general of slab-shaped building elements with each other the frontal surfaces of the slabs connected together by means between frontal surfaces
    • E04B1/6125—Connections for building structures in general of slab-shaped building elements with each other the frontal surfaces of the slabs connected together by means between frontal surfaces with protrusions on the one frontal surface co-operating with recesses in the other frontal surface

Definitions

  • the invention relates to a prefabricated double steel plate concrete shear wall connecting component and a method for using the same, belonging to the technical field of construction.
  • the assembled double steel plate shear wall structure can save energy and materials more than the cast-in-place shear wall structure construction method, shorten the construction period, and has a wide development space.
  • wet connection mainly includes cast-in-place belt connection, sleeve grouting connection, reserved hole slurry anchor lap and so on.
  • the connection of the cast-in-place belt has the following obvious disadvantages: the upper wall is difficult to be fixed during the construction process, and the connection is 100% overlapped with the cross-section; the concrete on the top surface of the cast-in-place belt is difficult to pour and compact.
  • the sleeve grouting connection and the reserved hole slurry anchor overlap are relatively widely used, but there are disadvantages that the sleeve and the reserved hole are thick and the thickness of the protective layer is too small.
  • the former has high requirements for grouting, and it is difficult to meet the requirements of the common concrete used in the project; if the latter reserves a large number of sockets in the wall that is not too thick, the construction is difficult, and the holes are easily damaged during transportation. Component connection performance.
  • Dry connection mainly includes bolt connection, keyway connection, etc., which is not widely used at present. Pure bolt connection bolts are prone to loosening and falling off under dynamic load, and their durability and reliability are difficult to meet the standards.
  • the keyway connection performance is better, but it is mainly used in the assembled large plate structure.
  • prefabricated double steel plate shear walls are often used in high-rise and super high-rise structures, and their vertical connection requires higher shear resistance than ordinary prefabricated concrete shear walls.
  • the existing connection method is difficult to meet the requirements.
  • the purpose of the present invention is to overcome the above-mentioned shortcomings of the existing vertical connection method of the assembled shear wall structure, and proposes a vertical connection method of the prefabricated double steel plate concrete shear wall.
  • the design idea of “bending, shearing groove and shearing resistance”, the shearing groove and the shearing key strengthen the shearing performance of the connecting piece, the degree of assembly is high, the operation is simple, and the connection quality is reliable.
  • a prefabricated double steel plate concrete shear wall connection assembly includes a bottom plate, a top plate and a number of bolts, the bottom plate and the top plate are provided with a number of bolt holes, and the top plate is provided with pouring holes; the middle of the bottom plate and the top plate is stamped to form a resistance Shearing grooves, the shearing grooves of the top plate and the bottom plate are hollow arc-shaped shearing grooves matched with each other, and the shearing grooves are provided with a shearing key on the side.
  • the concrete in the wall is poured through pouring holes.
  • the top plate and the bottom plate are located at the top and bottom of the wall, respectively, and serve to connect the upper and lower walls and the wall seal.
  • the shear bond is a layer-and-insert structure with irregular alternating order.
  • the shear groove on the top plate closely fits the shear groove on the bottom plate, increasing the shear bearing capacity of the connection.
  • the height of the shear groove does not exceed 150mm, so as not to affect the arrangement of the tie rods of the lower wall.
  • the bottom surface of the shear groove is smooth, which can avoid stress concentration, and can automatically slide back to the position under the action of gravity after the earthquake action causes it to move sideways.
  • the bottom plate and the top plate are made of steel.
  • the bolts are arranged internally.
  • the internal bearing arrangement of the bolt is to make a triangular prismatic groove in the steel plate at the corresponding position of the upper and lower walls, and arrange the bolt in the triangular prismatic groove to complete the connection of the bolt inside the wall section, so as to assemble
  • the rear wall section is regular and easy to assemble.
  • the internal bearing arrangement of bolts reduces the cross-sectional area of the wall, it is used together with the bottom plate and top plate with shear keys to counteract the weakening of the bearing capacity and does not reduce the shear strength of the cross section.
  • a method for using a prefabricated double steel plate concrete shear wall connection assembly includes the following steps:
  • the step a includes manufacturing the top plate (4) and the bottom plate (3), including the following steps:
  • step a2 the manufacturing method is simple, and the top plate and the bottom plate are matched with each other.
  • the steps a and b are for completing the wall making process in the factory, improving the degree of assembly, and the installation efficiency is higher.
  • the middle of the bottom plate and the top plate is made into a shear groove with a shear key.
  • the four sides of the shear groove are layered and inserted, that is, several concave and convex shear keys are formed, which have a high shear bearing capacity; the groove depth and groove of the shear resistance can be adjusted according to the needs of the project Wide to adjust the shear provided.
  • the prefabricated double steel plate concrete composite shear wall vertical connection method adopts the internal bearing arrangement of bolts, and the bolts are arranged in the triangular prismatic grooves of the wall, so that the bolts are connected inside the wall section Afterwards, the section of the wall after assembly is regular and the assembly is convenient. And it is used together with the layered plug shear connector to make the joint have higher shear bearing capacity.
  • the prefabricated double steel plate concrete composite shear wall vertical connection method has high assembly.
  • the assembly pretreatment of the wall can be completed in the factory, only the lifting and installation bolts are needed on site, the operation is simple, and the manpower and material resources are saved.
  • the prefabricated double steel plate concrete composite shear wall vertical connection method adopts the design idea of "vertical bolt flexure, shear groove and shear resistance", the components are clearly stressed, the calculation is convenient and stable, and the connection is guaranteed reliable quality.
  • FIG. 1 is a structural schematic diagram of a vertical connection method of an assembled double steel plate concrete shear wall of the present invention.
  • FIG. 2 is a schematic view of the bottom plate structure of the assembled double steel plate concrete shear wall vertical connection method of the present invention.
  • FIG. 3 is a schematic view of the top plate structure of the vertical connection method of the assembled double steel plate concrete shear wall of the present invention.
  • FIG. 4 is a schematic view of the structure of the shear groove of the bottom plate (top plate) of the vertical connection method of the assembled double steel plate concrete shear wall of the present invention.
  • FIG. 5 is a schematic diagram of the internally supported vertical bolts of the vertical connection method of the assembled double steel plate concrete shear wall of the present invention.
  • Fig. 6 is a schematic view of the structure of a double-steel concrete shear wall with a damped interlayer and an outer concrete layer.
  • FIG. 7 is a schematic view of the structure of the connecting component of the double-steel concrete shear wall of the outer concrete layer damping interlayer double steel plate concrete shear wall.
  • a prefabricated double steel plate concrete shear wall connection assembly includes a bottom plate 3, a top plate 4 and a number of bolts 9, the bottom plate and the top plate are provided with a number of bolt holes 6 , The size is matched with the corresponding bolts, used to connect the top wall of the lower wall and the bottom wall of the upper wall.
  • the bolt is a high-strength bolt.
  • the top plate and the bottom plate are located at the top and bottom of the wall, respectively, and serve to connect the upper and lower walls and the wall seal.
  • the middle of the bottom plate and the top plate is punched to form a shear groove 5
  • the shear grooves of the top plate and the bottom plate are hollow arc-shaped shear grooves matching each other, and the side of the shear groove is provided with a shear key and a shear resistance
  • the key is a layer-and-insert structure with irregular alternating order.
  • the shear groove on the top plate closely fits the shear groove on the bottom plate, increasing the shear bearing capacity of the connection.
  • the bottom plate and the top plate are made of steel. When the shear grooves on the top plate and the shear grooves on the bottom plate are made, two steel plates are stacked together to form a stamping.
  • the manufacturing method is simple in process and reliable in effect, and ensures that the shear keys of the shear groove can coincide with each other.
  • the height of the shear groove does not exceed 150 mm.
  • the bottom surface of the shear groove is smooth, which can avoid stress concentration, and can automatically slide back to the position under the action of gravity after the earthquake action causes it to move sideways.
  • a hole is provided at the bottom of the shear groove, and a plurality of rivets 10 are built in the hole. The purpose is to tightly connect with the concrete of the upper or lower wall to increase the integrity.
  • the top plate is provided with pouring holes 7.
  • the concrete in the wall is poured through pouring holes.
  • the bolts are arranged internally.
  • the internal bearing arrangement of the bolt is to make a triangular prismatic groove in the steel plate at the corresponding position of the upper and lower walls, and arrange the bolt in the triangular prismatic groove 8 to make the bolt complete the connection inside the wall section.
  • a method for using a prefabricated double steel plate concrete shear wall connection assembly includes the following steps:
  • the steps a and b are for completing the wall making process in the factory, improving the degree of assembly, and the installation efficiency is higher.
  • step b before pouring concrete, the method further includes welding rivets to the top plate or the bottom plate.
  • the top plate has been firmly connected to the concrete due to the rivets on the outer surface of the bottom of the shear groove and the side-layer plug-in structure.
  • the step a includes manufacturing the top plate (4) and the bottom plate (3), including the following steps:
  • the invention is applicable to the vertical connection of a double steel plate concrete shear wall, and is particularly applicable to the vertical connection of a double steel plate concrete shear wall with a damping interlayer. Further, the invention can also be applied to the setting of an outer concrete layer damping interlayer double steel plate concrete
  • the vertical connection of the shear wall, the wall filling and damping arrangement is flexible, and can be used in conjunction with this component.
  • the double-concrete shear wall with double-steel-concrete layer and damping interlayer includes concrete core layer, steel plate layer, damping interlayer and over-concrete layer from the inside to the outside.
  • a concrete-filled steel tube bundle There is a concrete-filled steel tube bundle, a concrete core is poured between the steel plate layer and the concrete-filled steel tube bundle, and the double-steel composite shear wall with the outsourcing pressure-retaining concrete embedded damping interlayer also includes roof plates connected to the top and bottom of the wall, respectively And bottom plate.
  • the steel plate layer includes two parallel steel plates.
  • the damping interlayer includes two parallel damping interlayers, and the damping interlayer is located between the steel plate layer and the overwrap concrete layer.
  • the enveloped concrete layer includes two parallel concrete layers, which are respectively enveloped by two damping interlayers.
  • the double-steel composite shear wall of the outsourcing bearing pressure-free concrete embedded damping interlayer is formed by connecting tie rod assemblies.
  • the enveloped concrete layer includes several enveloped reinforced concrete layer units, and the corners of the enveloped reinforced concrete layer unit are rounded.
  • the outer reinforced concrete layer unit adopts the design of compressive and non-tensile, that is, the four corners of each outer concrete layer unit are rounded, and between the outer concrete layer unit and the concrete-filled steel tube bundle and the adjacent outer concrete layer There are gaps between the elements and they are filled with damping material.
  • This design makes the outer concrete layer not directly connected to the concrete-filled steel tube bundles on both sides, and the top and bottom outer concrete layer has a smaller cross-sectional area, so that it does not directly bear the horizontal load, and will not produce or produce a small horizontal direction.
  • the tensile and compression deformation of the wall thus, the outer concrete layer can only bear the vertical load, which greatly improves the vertical bearing capacity and seismic performance of the wall.
  • the concrete-filled steel tube bundle includes six concrete-filled steel tube bundle units, three on each side of the wall.
  • the concrete-filled steel tube bundle is a wall edge-constraining member, which is composed of steel sections and concrete poured into it.
  • the thickness of a single concrete-filled steel tube bundle unit is equal to that of the wall body, which is convenient for assembly of the wall body; another four steel pipes protruding out of the plane
  • the concrete beam unit improves the bending resistance, torsional rigidity and overall stability of the wall.
  • the damping interlayer and the filled damping material are high-damping rubber materials or aluminum foam materials.
  • the thickness of the damping interlayer is 10-20 mm.
  • the filling damping material on the one hand, can avoid direct contact between adjacent outer-concrete layer units, between the outer-concrete layer and the concrete-filled steel tube bundle, so that the outer-concrete layer is not directly subjected to horizontal loads, that is, the horizontal tensile force is reduced. influences.
  • filled damping can also exert its damping effect, reducing the wall response under earthquake or explosion.
  • the filling and damping arrangement is flexible. If bolts are needed on the top and bottom plates to connect the upper and lower walls, the bolts can be arranged first, and then the remaining gaps are filled with damping materials.
  • a plurality of bolt holes are opened at corresponding positions of the steel plate layer, and the binding rod assembly is restricted to pass through the steel plate layer through the bolt holes and bolted to connect.
  • the constraining tie rod assembly includes a constraining tie rod and a number of nuts, and the size of the constraining tie rod matches the size of the opening in the steel plate layer.
  • the spacing of the constraining tie rods does not exceed 100mm, the length is the distance between the two steel plates of the steel sheet layer + the thickness of the outer concrete layer on both sides-the thickness of the concrete protective layer, the thickness of the concrete protective layer is about 30mm, that is, the tie rod extends into the outer concrete layer in the thickness direction, and
  • the reinforcement mesh in the outer concrete layer is welded to form a reinforcement cage, which enhances the integrity of the wall.
  • the top plate and the bottom plate are steel plates with a thickness of 25-35mm, preferably 30mm.
  • the top and bottom plates are in direct contact with the outer concrete layer. The purpose is to transfer the vertical load to the enveloped concrete layer and exert the compressive performance of the enveloped concrete layer.
  • standardized steel plates are also conducive to the connection and assembly between the walls.
  • the vertical connection using the connection assembly of the present invention can make up for the defect of reduced bearing capacity caused by the embedded damping interlayer, and improve the shear bearing capacity.

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Abstract

本发明涉及一种预制装配式双钢板混凝土剪力墙连接组件及其使用方法，属于建筑技术领域。本发明包括底板、顶板和若干螺栓，所述底板和顶板上设有若干螺栓孔，顶板上设有浇筑孔；所述底板和顶板中部冲压形成抗剪凹槽，所述顶板和底板的抗剪凹槽为相互匹配的空心弧形的抗剪凹槽，抗剪凹槽侧面设有抗剪键。墙体内的混凝土通过浇筑孔浇筑。本发明底板和顶板中部制作成带有抗剪键的抗剪凹槽。该抗剪凹槽四个侧面做层插式处理，即做成若干个凹凸有序的抗剪键，具备较高的抗剪承载力；可根据工程需要，调整抗剪健的槽深和槽宽以调整提供的剪力。

Description

预制装配式双钢板混凝土剪力墙连接组件及其使用方法 技术领域
本发明涉及一种预制装配式双钢板混凝土剪力墙连接组件及其使用方法，属于建筑技术领域。
背景技术
装配式双钢板剪力墙结构较现浇剪力墙结构建造方式更能节约能源和材料，缩短工期，具有广泛的发展空间。
目前，预制装配式剪力墙结构竖向连接形式分为湿式连接和干式连接两类。湿式连接主要包括现浇带连接、套筒灌浆连接、预留孔浆锚搭接等。现浇带连接具有以下明显缺点：在施工过程中上部墙体难以固定，连接时为100％同截面搭接；现浇带顶面的混凝土难以浇筑密实。套筒灌浆连接和预留孔浆锚搭接应用相对较广，但存在套筒及预留孔较粗、保护层厚度过小缺点。此外，前者对灌浆料的要求较高，工程中常用的清水混凝土难以满足要求；后者若在不太厚的墙体中预留大量插孔，施工难度大，运输过程中孔洞易损坏，影响构件的连接性能。
干式连接主要包括螺栓连接、键槽连接等，目前应用并不广泛。纯螺栓连接螺栓在动载下易发生松动、脱落等现象，其耐久性和可靠性难以达到标准。键槽连接性能较好，但主要用于装配式大板结构中。
此外，装配式双钢板剪力墙常用于高层和超高层结构当中，其竖向连接较普通装配式混凝土剪力墙需要更高的抗剪能力。现有的连接方式难以满足要求。
发明内容
本发明的目的在于克服现有装配式剪力墙结构竖向连接方法存在的上述缺陷，提出了一种预制装配式双钢板混凝土剪力墙竖向连接方法，采用“竖向内承式螺栓抗弯，抗剪凹槽抗剪”的设计思路，抗剪凹槽及其抗剪键加强了连接件的抗剪性能，装配化程度高，操作简单，连接质量可靠。
本发明是采用以下的技术方案实现的：
一种预制装配式双钢板混凝土剪力墙连接组件，包括底板、顶板和若干螺栓，所述底板和顶板上设有若干螺栓孔，顶板上设有浇筑孔；所述底板和顶板中部冲压形成抗剪凹槽，所述顶板和底板的抗剪凹槽为相互匹配的空心弧形的抗剪凹槽，抗剪凹槽侧面设有抗剪键。墙体内的混凝土通过浇筑孔浇筑。
所述顶板和底板分别位于墙体顶部和底部，起到连接上下墙体和墙体封口的作用。
所述抗剪键为凹凸有序交替的层插式结构。顶板上的抗剪凹槽和底板上的抗剪凹槽紧密贴合，增大该连接方式的抗剪承载力。
所述抗剪凹槽高度不超过150mm，避免影响下部墙体的对拉连杆布置。
所述抗剪凹槽底面光滑，可避免应力集中，且在地震作用使其产生侧移后，能够在重力作用下自动滑回归位。
所述顶板的抗剪凹槽底部上表面和底板的抗剪凹槽底部下表面均焊接若干铆钉。所述铆钉与上部或下部墙体的混凝土紧密连接，增加整体性。
所述底板和顶板材质为钢材。
所述螺栓呈内承式布置。螺栓的内承式布置，是在上部和下部墙体相应位置的钢板制作三棱柱形的凹槽，将螺栓布置于三棱柱形凹槽内，使螺栓在 墙体截面内部完成连接，进而使装配后墙体截面规则，装配方便。螺栓的内承式布置虽然减小了墙体的截面面积，但与带有抗剪键的底板和顶板一起使用，抵消了承载力的削弱，并不会降低截面的抗剪强度。
一种预制装配式双钢板混凝土剪力墙连接组件的使用方法，包括以下步骤：
a.将墙体的钢板与底板和顶板分别焊接，完成钢构件的制作；
b.从顶板上表面预留的浇筑孔浇筑混凝土，确保振捣均匀，保证浇筑质量；
c.将墙体由工厂运输至现场后，吊装固定下片墙体位置；
d.吊装上片墙体，对准上下墙体位置，使上片墙体底板的抗剪凹槽准确嵌入下片墙体顶板的抗剪凹槽当中。
e.在顶板和底板边缘安装螺栓，完成上下两片墙体的竖向连接。
所述步骤a中的包括顶板(4)和底板(3)的制作，包括以下步骤:
a1.在顶板钻浇筑孔；
a2.将顶板和底板叠放在一起，共同完成钻螺栓孔、中部冲压成型工序；
a3.分别在顶板底部下表面和底板底部上表面焊接若干铆钉，完成顶板和底板的制作。
所述步骤a2,制作方法简单，保证了顶板和底板的相互匹配。
所述步骤a和b，为在工厂内完成制作的墙体制作环节，提高装配化程度，安装效率更高。
相对于现有技术，本发明的有益效果是：
(1)该预制装配式双钢板混凝土组合剪力墙竖向连接方法，底板和顶板中 部制作成带有抗剪键的抗剪凹槽。该抗剪凹槽四个侧面做层插式处理，即做成若干个凹凸有序的抗剪键，具备较高的抗剪承载力；可根据工程需要，调整抗剪健的槽深和槽宽以调整提供的剪力。
(2)该预制装配式双钢板混凝土组合剪力墙竖向连接方法，采用螺栓的内承式布置，将螺栓布置与墙体的三棱柱形凹槽内，使螺栓在墙体截面内部完成连接，进而使装配后墙体截面规则，装配方便。且与层插式抗剪连接件一同使用，使连接处具备较高的抗剪承载力。
(3)该预制装配式双钢板混凝土组合剪力墙竖向连接方法，装配化高。墙体的装配预处理可在工厂内完成，现场只需吊装和安装螺栓，操作简单，节省人力物力。
(4)该预制装配式双钢板混凝土组合剪力墙竖向连接方法，采用“竖向螺栓抗弯，抗剪凹槽抗剪”的设计思路，构件受力明确，计算方便、稳定，保证连接质量可靠。
附图说明
图1是本发明装配式双钢板混凝土剪力墙竖向连接方法结构示意图。
图2是本发明装配式双钢板混凝土剪力墙竖向连接方法底板结构示意图。
图3是本发明装配式双钢板混凝土剪力墙竖向连接方法顶板结构示意图。
图4是本发明装配式双钢板混凝土剪力墙竖向连接方法底板(顶板)抗剪凹槽结构示意图。
图5是本发明装配式双钢板混凝土剪力墙竖向连接方法内承式竖向螺栓示意图。
图6是外包混凝土层阻尼夹层双钢板混凝土剪力墙结构示意图。
图7是外包混凝土层阻尼夹层双钢板混凝土剪力墙使用本发明连接组件结构示意图。
附图标记
图中：1、上片墙体；2、下片墙体；3、底板；4、顶板；5、抗剪凹槽；6、螺栓孔；7、浇筑孔；8、三棱柱形凹槽；9、螺栓；10、铆钉。
具体实施方式
下面结合附图对本发明作进一步说明。
如图1-5所示，本发明所述的一种预制装配式双钢板混凝土剪力墙连接组件，包括底板3、顶板4和若干螺栓9，所述底板和顶板上设有若干螺栓孔6，尺寸与相应螺栓相匹配，用来连接下片墙体顶板和上片墙体底板。所述螺栓为高强螺栓。
所述顶板和底板分别位于墙体顶部和底部，起到连接上下墙体和墙体封口的作用。
所述底板和顶板中部冲压形成抗剪凹槽5，所述顶板和底板的抗剪凹槽为相互匹配的空心弧形的抗剪凹槽，抗剪凹槽侧面设有抗剪键，抗剪键为凹凸有序交替的层插式结构。顶板上的抗剪凹槽和底板上的抗剪凹槽紧密贴合，增大该连接方式的抗剪承载力。底板和顶板材质为钢材，顶板上的抗剪凹槽和底板上的抗剪凹槽制作时，将二片钢板叠放在一起冲压成型。该制作方法 工艺简单，效果可靠，保证抗剪凹槽的各个抗剪键能够互相吻合。
所述抗剪凹槽高度不超过150mm。
所述抗剪凹槽底面光滑，可避免应力集中，且在地震作用使其产生侧移后，能够在重力作用下自动滑回归位。所述抗剪凹槽底部设有孔，孔内置若干铆钉10。目的是与上部或下部的墙体的混凝土紧密连接，增加整体性。
所述顶板上设有浇筑孔7。墙体内的混凝土通过浇筑孔浇筑。
所述螺栓呈内承式布置。螺栓的内承式布置，是在上部和下部墙体相应位置的钢板制作三棱柱形的凹槽，将螺栓布置于三棱柱形凹槽8内，使螺栓在墙体截面内部完成连接。
一种预制装配式双钢板混凝土剪力墙连接组件的使用方法，包括以下步骤：
a.将墙体的钢板与底板和顶板分别焊接，完成钢构件的制作；
b.从顶板上表面预留的浇筑孔浇筑混凝土，确保振捣均匀，保证浇筑质量；
c.将墙体由工厂运输至现场后，吊装固定下片墙体位置；
d.吊装上片墙体1，对准上下墙体位置，使上片墙体底板的抗剪凹槽准确嵌入下片墙体2顶板的抗剪凹槽当中；
e.在顶板和底板边缘安装螺栓，完成上下两片墙体的竖向连接。
所述步骤a和b，为在工厂内完成制作的墙体制作环节，提高装配化程度，安装效率更高。
所述步骤b在浇筑混凝土之前，还包括将铆钉焊接于顶板或底板。混凝土浇筑后，
顶板因抗剪凹槽底部外表面的铆钉和侧面层插式结构已经与混凝土牢固连接。
所述步骤a中的包括顶板(4)和底板(3)的制作，包括以下步骤:
a1.在顶板钻浇筑孔；
a2.将顶板和底板叠放在一起，共同完成钻螺栓孔、中部冲压成型工序；
a3.分别在顶板底部下表面和底板底部上表面焊接若干铆钉，完成顶板和底板的制作。
本发明适用于双钢板混凝土剪力墙的竖向连接，尤其可以应用于设置阻尼夹层的双钢板混凝土剪力墙的竖向连接，进一步的，还可以应用于设置外包混凝土层阻尼夹层双钢板混凝土剪力墙的竖向连接，该墙体填充阻尼布置灵活，可以较好的与本组件协同使用。
如图6-7所示，所述外包混凝土层阻尼夹层双钢板混凝土剪力墙，包括由内向外依次为混凝土核心层、钢板层、阻尼夹层、外包混凝土层，所述钢板层两侧分别连接有钢管混凝土束，钢板层与钢管混凝土束之间浇筑有混凝土核心，所述外包承压不受拉混凝土内嵌阻尼夹层的双钢板组合剪力墙还包括分别连接于墙体顶部和底部的顶板和底板。
所述钢板层包括两片相平行的钢板。所述阻尼夹层包括两片平行的阻尼夹层，阻尼夹层位于钢板层和外包混凝土层之间。所述外包混凝土层包括两片相平行的混凝土层，分别外包于两片阻尼夹层。
所述外包承压不受拉混凝土内嵌阻尼夹层的双钢板组合剪力墙由约束拉杆组件连接而成。
所述外包混凝土层包括若干个外包钢筋混凝土层单元，外包钢筋混凝土 层单元角部为倒圆角结构。
外包钢筋混凝土层单元采用抗压不受拉设计，即在每个外包混凝土层单元的四个角部采用倒圆角设计，所述外包混凝土层单元与钢管混凝土束之间和相邻外包混凝土层单元之间留有空隙，并填充阻尼材料。这样的设计使得外包混凝土层不与两侧的钢管混凝土束直接连接，且顶部和底部外包混凝土层有着较小的截面面积，使其不直接承受水平荷载，不会产生或产生较小的水平向的拉压变形；进而使外包混凝土层只承受竖向荷载，较大的提升了墙体的竖向承载力和抗震性能。
所述钢管混凝土束包括六个钢管混凝土束单元，墙体两侧各三个。
所述钢管混凝土束为墙体边缘约束构件，由型钢和浇筑其中的混凝土构成，单个钢管混凝土束单元厚度与墙体等厚，方便墙体装配化施工；在平面外伸出的另外四个钢管混凝土束单元，提高了墙体的抗弯、抗扭刚度和整体稳定性。
所述阻尼夹层和填充的阻尼材料为高阻尼橡胶材料或泡沫铝材料。
所述阻尼夹层厚度为10～20mm。利用橡胶材料的滞回耗能，将结构振动产生的机械能转化成内能，从而减小结构的动力响应，同时增大了墙体平面外抗爆抗冲击性能。
所述填充阻尼材料，一方面，可以避免相邻外包混凝土层单元之间、外包混凝土层和钢管混凝土束之间的直接接触，使外包混凝土层不直接受水平荷载，即减少水平向拉力对其影响。另一方面，填充阻尼也可发挥其阻尼作用，减小墙体在地震或爆炸作用下的反应。另外，填充阻尼布置灵活，若需在顶板和底板布置螺栓来连接上下两片墙体，可先布置螺栓，再在剩余空隙 用阻尼材料填充。
所述钢板层对应位置开设若干个螺栓孔，约束拉杆组件通过螺栓孔穿过钢板层，采用螺栓锚固连接。
所述约束拉杆组件包括约束拉杆和若干螺帽，约束拉杆尺寸与钢板层开设的洞口大小相匹配。约束拉杆间距不超过100mm，长度为钢板层两片钢板间距+两侧外包混凝土层厚度-混凝土保护层厚度,混凝土保护层厚度为30mm左右，即拉杆在厚度方向延伸至外包混凝土层之中，与外包混凝土层中的钢筋网焊接，形成钢筋笼，增强墙体整体性。
所述顶板和底板为钢板，厚度为25-35mm，优选30mm。顶板和底板与外包混凝土层直接接触。目的是将竖向荷载传至外包混凝土层，发挥外包混凝土层抗压性能。此外，顶板和底板在起到封顶和封底的作用的同时，标准化的钢板也有利于墙体间的连接和装配。
使用本发明所述的连接组件进行竖向连接，可以弥补内嵌阻尼夹层所带来的承载力下降的缺陷，提高抗剪承载力。
当然，上述内容仅为本发明的较佳实施例，不能被认为用于限定对本发明的实施例范围。本发明也并不仅限于上述举例，本技术领域的普通技术人员在本发明的实质范围内所做出的均等变化与改进等，均应归属于本发明的专利涵盖范围内。

Claims (10)

  1. 一种预制装配式双钢板混凝土剪力墙连接组件，其特征在于：包括底板(3)、顶板(4)和若干螺栓(9)，所述底板(3)和顶板(4)上设有若干螺栓孔(6)，顶板(4)上设有浇筑孔(7)；所述底板(3)和顶板(4)中部冲压形成抗剪凹槽(5)，所述顶板(4)和底板(3)的抗剪凹槽(5)为相互匹配的空心弧形的抗剪凹槽(5)，抗剪凹槽(5)侧面设有抗剪键。
  2. 根据权利要求1所述的预制装配式双钢板混凝土剪力墙连接组件，其特征在于：所述抗剪键为凹凸有序交替的层插式结构。
  3. 根据权利要求1所述的预制装配式双钢板混凝土剪力墙连接组件，其特征在于：所述抗剪凹槽(5)高度不超过150mm。
  4. 根据权利要求1所述的预制装配式双钢板混凝土剪力墙连接组件，其特征在于：所述抗剪凹槽(5)底面光滑。
  5. 根据权利要求1所述的预制装配式双钢板混凝土剪力墙连接组件，其特征在于：所述顶板(4)的抗剪凹槽(5)底部上表面和底板(3)的抗剪凹槽(5)底部下表面均焊接若干铆钉(10)。
  6. 根据权利要求5所述的预制装配式双钢板混凝土剪力墙连接组件，其特征在于：所述铆钉(10)与上部或下部墙体的混凝土紧密连接。
  7. 根据权利要求1所述的预制装配式双钢板混凝土剪力墙连接组件，其特征在于：所述底板(3)和顶板(4)材质为钢材。
  8. 根据权利要求1所述的预制装配式双钢板混凝土剪力墙连接组件，其特征在于：所述螺栓(9)呈内承式布置。
  9. 根据权利要求1-8任一项所述的预制装配式双钢板混凝土剪力墙连接组件的使用方法，其特征在于：包括以下步骤：
    a.将墙体的钢板与底板(3)和顶板(4)分别焊接，完成钢构件的制作；
    b.从顶板(4)上表面预留的浇筑孔(7)浇筑混凝土，振捣均匀；
    c.将墙体运输至现场后，吊装固定下片墙体(2)位置；
    d.吊装上片墙体(1)，对准上下墙体位置，使上片墙体(1)底板(3)的抗剪凹槽(5)准确嵌入下片墙体(2)顶板(4)的抗剪凹槽(5)中；
    e.在顶板(4)和底板(3)边缘安装螺栓(9)，完成上下两片墙体的竖向连接。
  10. 根据权利要求9所述的预制装配式双钢板混凝土剪力墙连接组件的使用方法，其特征在于：所述步骤a中的包括顶板(4)和底板(3)的制作，包括以下步骤:
    a1.在顶板钻浇筑孔(7)；
    a2.将底板(3)和顶板(4)叠放在一起，共同完成钻螺栓孔、中部冲压成型工序；
    a3.分别在顶板(4)底部下表面和底板(3)底部上表面焊接若干铆钉(10)，完成底板(3)和顶板(4)的制作。
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