WO2020114031A1 - 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 - Google Patents

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 Download PDF

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WO2020114031A1
WO2020114031A1 PCT/CN2019/105662 CN2019105662W WO2020114031A1 WO 2020114031 A1 WO2020114031 A1 WO 2020114031A1 CN 2019105662 W CN2019105662 W CN 2019105662W WO 2020114031 A1 WO2020114031 A1 WO 2020114031A1
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concrete
layer
steel
outsourcing
double
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English (en)
French (fr)
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朱立猛
张春巍
安东
孙丽
闫海鹏
郜殿伟
缪玉松
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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
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • 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
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/64—Insulation or other protection; Elements or use of specified material therefor for making damp-proof; Protection against corrosion
    • E04B1/642—Protecting metallic construction elements against corrosion
    • 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
    • E04B1/94—Protection against other undesired influences or dangers against fire
    • 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
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings

Definitions

  • the invention relates to a double-steel plate composite shear wall with outsourcing and compression-resisting concrete and embedded damping interlayer, which belongs to the technical field of construction.
  • the double steel plate combined shear wall has the advantages of light weight, low cracking of corner concrete, good ductility, and fast construction speed.
  • the continuous increase of the height of high-rise buildings puts forward higher requirements on the axial bearing capacity of the walls.
  • the double steel plate concrete shear wall is often used as the main load-bearing member in high-rise buildings.
  • the stress state is complicated, and it bears vertical and horizontal loads. Under the combined action of bending, shearing and torsion, the cracks start early, which affects the bearing capacity of the wall. Earthquake resistance.
  • the double steel plate combined shear wall requires a large number of fireproof and anticorrosive coatings, and the maintenance cost is relatively high.
  • the anti-explosion and impact resistance of the double steel plate concrete shear wall is relatively general, but the wall with better anti-explosion performance such as rubber concrete wall does not have high bearing capacity.
  • the outer layer of concrete layer and the steel plate concrete combined shear wall with added damping layer can improve the anti-explosion and anti-explosion of the shear wall due to the outer layer protection effect of the concrete layer and the strong elasticity, large deformation and good barrier performance of the damping material. Impact performance.
  • the purpose of the present invention is to overcome the above-mentioned defects of the existing double steel plate concrete shear wall, and proposes a partially assembled outer damping sandwich double steel plate concrete composite shear wall with outsourcing compression and no tensile concrete, which can make the outsourcing concrete compressive Without tension, the wall has high vertical bearing capacity and excellent seismic performance; good out-of-plane anti-blast and impact resistance; good fire resistance and durability, low maintenance cost; its vertical connection method has a high degree of assembly and simple operation. The connection quality is reliable.
  • a double steel plate combined shear wall with outsourcing pressure-free concrete and embedded damping interlayer including a concrete core layer, a steel plate layer, a damping interlayer, and an overwhelming concrete layer in order from the inside to the outside.
  • Concrete-filled steel tube bundles, a concrete core is poured between the steel plate layer and the concrete-filled steel tube bundles, and the double-steel composite shear wall with outsourcing pressure-retaining concrete embedded damping interlayer also includes roof plates connected to the top and bottom of the wall respectively 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 compressive deformation of the outer layer makes the outer concrete layer only bear 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 two 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.
  • This design makes the outer concrete layer not directly connected with the concrete-filled steel tube bundles on both sides, and the top and bottom have small cross-sectional areas, so that it does not directly bear horizontal loads, and will not produce or produce small horizontal tensile and compression deformation; In turn, the enveloped concrete layer can only bear vertical load, which greatly improves the vertical bearing capacity and seismic performance of the wall.
  • This part of the assembled double-steel concrete composite shear wall with built-in damping interlayer that is outsourcing and compression-free concrete is added with a part of the outsourcing compression-resistant untensioned concrete layer outside the double-steel concrete composite shear wall to make the wall
  • the enveloped concrete layer can be used as the first protective layer to consume energy first, so as to improve the anti-explosion and anti-shock performance of the wall.
  • This part of the assembled double-steel concrete composite shear wall with built-in damping interlayer that is outsourcing and compression-free concrete is provided with an additional part of the outsourcing compression-resistance and untensioned concrete layer outside the double-steel concrete composite shear wall, which can make
  • the shear wall does not require a fireproof and anticorrosive coating on the surface of the steel plate but maintains the same performance requirements, good fire resistance and durability, and low maintenance cost.
  • This part of the assembled double-steel concrete composite shear wall with built-in damping interlayer that is outsourcing and compression-free concrete is provided with an additional part of the outsourcing compression-resistant concrete layer outside the double-steel concrete composite shear wall, which can enhance the The steel plate and the damping layer play an out-of-plane restraint function, delay the steel plate buckling, improve the steel plate buckling bearing capacity, and play a role similar to concrete in the "anti-buckling support".
  • FIG. 1 is a schematic view of the front structure of a double-steel composite shear wall of an outsourcing pressure-retaining concrete embedded damping interlayer of the present invention.
  • Fig. 2 is a schematic cross-sectional view taken along the line A-A in Fig. 1.
  • FIG. 3 is a schematic diagram 1 of B-B cross section in FIG. 1.
  • FIG. 4 is a second schematic sectional view B-B in FIG. 1.
  • FIG. 5 is a schematic diagram of the vertical connection structure of the present invention.
  • a double-steel composite shear wall of an outsourcing compression-free concrete embedded damping interlayer includes a concrete core layer 1, a steel plate layer 2 and a damper in order from inside to outside Sandwich layer 3 and outer concrete layer 4, a steel tube concrete bundle 5 is connected on both sides of the steel plate layer, a concrete core is poured between the steel plate layer and the steel tube concrete bundle, the outer package is not subject to tension
  • the steel plate combined shear wall also includes a top plate 6 and a bottom plate 7 welded to the top and bottom of the wall, respectively.
  • 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 8, and the four corners of the enveloped reinforced concrete layer unit are all rounded structures.
  • a gap is left between the outer-concrete concrete layer unit and the concrete-filled steel tube bundle and the adjacent outer-concrete concrete layer unit, and is filled with a damping material to form a filled damping material layer 9.
  • the outer concrete layer is not directly connected to the concrete-filled steel tube bundles on both sides, and the top and bottom outer concrete layers have a smaller cross-sectional area, so that they do not directly bear horizontal loads and will not produce or produce small horizontal tension Deformation.
  • the concrete-filled steel tube bundle includes six concrete-filled steel tube bundle units, three on each side of the wall. It is composed of section steel and concrete poured into it.
  • the thickness of a single steel tube concrete beam unit is equal to that of the wall, which is convenient for wall assembly construction; the other four steel tube concrete beam units protruding out of the plane improve the bending resistance of the wall, Torsional stiffness and overall stability.
  • 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 filled damping material on the one hand, can avoid direct contact between the adjacent outer concrete layer units, 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 effect of horizontal tensile forces is reduced. .
  • 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 two walls, the bolts can be arranged first, and then the remaining gaps are filled with damping materials.
  • the constraining tie rod assembly includes a constraining tie rod 12 and several nuts, and the size of the constraining tie rod matches the size of the opening in the steel plate layer.
  • the distance between the constraining tie rods does not exceed 100mm, and the length is the distance between the two steel plates of the steel plate layer + the thickness of the outer concrete layer on both sides-the thickness of the concrete protective layer, that is, the tie rod extends into the outer concrete layer in the thickness direction, and the reinforcement mesh in the outer concrete layer 11 Welded to form a steel cage.
  • the top plate and the bottom plate are steel plates with a thickness of 30 mm.
  • the top plate and the bottom plate are connected by bolts, so that the upper wall and the lower wall are connected, and the top plate and the bottom plate are in direct contact with the outer concrete layer.
  • the vertical load is transferred to the outer concrete layer to exert the compressive performance of the outer concrete layer.
  • the thickness of the concrete-filled steel tube bundles on both sides is equal to the thickness of the wall, that is, the thickness of the outer concrete + the thickness of the damping interlayer is equal to the thickness of a single concrete-filled steel tube bundle unit.
  • This design is regular in shape and easy to assemble.
  • the assembly method of the present invention includes the following steps:
  • the upper and lower walls are connected to each other by a vertical connection component with a shear key.
  • the vertical connection component includes a bottom plate, a top plate and a number of bolts, and the bottom plate and the top plate are provided with a number of bolt holes , 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 13.
  • the shear grooves of the top plate and the bottom plate are hollow arc-shaped shear grooves matching each other.
  • the key is a layered structure with alternating concave and convex 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 has simple process and reliable effect, and ensures that the shear keys of the shear groove can coincide with each other.
  • 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 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 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.
  • 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 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 vertical connection of the upper and lower walls 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. After the concrete is poured, 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:

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Abstract

本发明涉及一种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，属于建筑技术领域。本发明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。本发明使外包混凝土层不与两侧的钢管混凝土束直接连接，顶部和底部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。

Description

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 技术领域
本发明涉及一种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，属于建筑技术领域。
背景技术
双钢板组合剪力墙具有自重较轻、角部混凝土不易开裂、延性较好、施工速度快等优点。但高层建筑高度的不断提升对墙体的轴压承载力提出了更高的要求。目前，双钢板混凝土剪力墙往往作为高层建筑中主要承重构件，受力状态复杂，同时承担竖向和水平荷载，处于弯剪扭复合作用下，裂缝开展较早，影响墙体的承载力和抗震性能。另一方面，由于钢板的抗火、抗腐蚀性能较差，双钢板组合剪力墙需要大量的防火和防腐涂料，养护成本较高。
目前的双钢板混凝土剪力墙大多都是现浇制成，地震发生之后,易产生变形消耗能量。现浇制成的墙体在修复或更换时，费时费工，成本较高。
此外，随着特种建筑的发展和恐怖主义的威胁，抗爆、抗冲击能力逐步成为墙体的重要性能之一。双钢板混凝土剪力墙自身的抗爆、抗冲击能力较为一般,而诸如橡胶混凝土墙一类的抗爆性能较好的墙体又不具备高承载力。外包混凝土层、添加阻尼层的钢板混凝土组合剪力墙由于混凝土层的外包保护作用和阻尼材料的强弹性、大变形、阻隔性能良好等优越性能，可提高剪力墙平面外的抗爆及抗冲击性能。
发明内容
本发明的目的在于克服现有双钢板混凝土剪力墙存在的上述缺陷，提出了部分外包抗压不受拉混凝土的装配式内嵌阻尼夹层双钢板混凝土组合剪 力墙，可使外包混凝土抗压不受拉，墙体竖向承载力高，抗震性能优越；平面外抗爆抗冲击性能良好；抗火性和耐久性良好，养护成本低；其竖向连接方法装配化程度高，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，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。
相对于现有技术，本发明的有益效果是：
(1)该部分外包抗压不受拉混凝土的装配式内嵌阻尼夹层双钢板混凝土组合剪力墙，在双钢板混凝土组合剪力墙外侧增设部分外包抗压不受拉混凝土层，且增设的外包混凝土层在四个角部采用倒圆角设计，竖边与钢管混凝土束间和相邻混凝土层间留出空隙以填充阻尼材料。这样设计使外包混凝土层不与两侧的钢管混凝土束直接连接，顶部和底部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。
(2)该部分外包抗压不受拉混凝土的装配式内嵌阻尼夹层双钢板混凝土组合剪力墙，在双钢板混凝土组合剪力墙外侧增设部分外包抗压不受拉混凝土层，使墙体受冲击或爆炸作用时，外包混凝土层可作为第一道保护层最先发生破坏消耗能量，提高墙体平面外抗爆抗冲击性能。
(3)该部分外包抗压不受拉混凝土的装配式内嵌阻尼夹层双钢板混凝土组合剪力墙，在双钢板混凝土组合剪力墙外侧增设部分外包抗压不受拉混凝土层，可以使组合剪力墙不需要钢板部分表面的防火防腐涂层但保持同样的性能要求，抗火性和耐久性良好，养护成本低。
(4)该部分外包抗压不受拉混凝土的装配式内嵌阻尼夹层双钢板混凝土组 合剪力墙，在双钢板混凝土组合剪力墙外侧增设部分外包抗压不受拉混凝土层，使墙体在遭受地震作用、冲击或爆炸作用和火灾后维护更简单。若破坏不是十分严重，只需敲掉残余的外包混凝土，重新浇筑，无需更换墙体主体，降低墙体维护成本。
(5)该部分外包抗压不受拉混凝土的装配式内嵌阻尼夹层双钢板混凝土组合剪力墙，在双钢板混凝土组合剪力墙外侧增设部分外包抗压不受拉混凝土层，可增强对钢板和阻尼层起到平面外的约束作用，延后钢板屈曲，提高钢板屈曲承载力，发挥着类似“防屈曲支撑”中混凝土的作用。
(6)该部分外包抗压不受拉混凝土的装配式内嵌阻尼夹层双钢板混凝土组合剪力墙，在双钢板混凝土组合剪力墙外侧增设阻尼夹层，一方面提高结构的阻尼，降低结构的地震反应，提高结构的耗能减震能力；另一方面，阻尼夹层作为继外包混凝土层后的第二道保护层，利用阻尼材料的优越性能，如泡沫铝的高孔隙率，可进一步提高剪力墙平面外的抗爆抗冲击性能。
附图说明
图1是本发明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正视结构示意图。
图2是图1中A-A截面剖面示意图。
图3是图1中B-B截面剖面示意图一。
图4是图1中B-B截面剖面示意图二。
图5是本发明竖向连接结构示意图。
附图标记
图中：1、混凝土核心层；2、钢板层；3、阻尼夹层；4、外包混凝土层；5、钢管混凝土束；6、顶板；7、底板；8、外包钢筋混凝土层单元；9、填充阻尼材料层；10、螺栓孔；11、钢筋网；12、约束拉杆；13、抗剪凹槽。
具体实施方式
下面结合附图对本发明作进一步说明。
实施例1
如图1-3所示，本发明所述的一种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，包括由内向外依次为混凝土核心层1、钢板层2、阻尼夹层3、外包混凝土层4，所述钢板层两侧分别连接有钢管混凝土束5，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焊接于墙体顶部和底部的顶板6和底板7。
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8，外包钢筋混凝土 层单元四个角部均为倒圆角结构。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，形成填充阻尼材料层9。如此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。
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。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。
填充的阻尼材料，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。
钢板层对应位置开设若干个螺栓孔10，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12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,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11焊接，形成钢筋笼。
所述顶板和底板为钢板，厚度为30mm。顶板和底板之间通过螺栓连接，进而使上片墙体和下片墙体连接，顶板和底板与外包混凝土层直接接触。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。
实施例2
如图4所示，两侧的钢管混凝土束的厚度与墙体厚度等厚，即外包混凝土厚度+阻尼夹层厚度与单个钢管混凝土束单元厚度相等。这种设计形状规则，便于装配。
其余技术特征同实施例1。
本发明的装配方法，包括以下步骤：
a.将钢板层与钢管混凝土束的型钢焊接连接，安装固定墙体约束拉杆组件，即将约束拉杆穿过墙体，拧紧螺帽，在钢板和型钢的空腔内浇筑混凝土，完成双钢板混凝土剪力墙和钢管混凝土束的制作；
b.在钢板层的外侧涂抹胶粘剂，将钢板层与阻尼夹层牢固粘结；
c.制作钢筋笼，使网状钢筋与阻尼层外部露出的约束拉杆焊接一体，形成整体钢筋笼；
d.将顶板和底板分别焊接于钢板层和钢管混凝土束两侧；
e.布置模板，浇筑混凝土形成外包混凝土层，浇筑时需均匀振捣，保证浇筑质量，使外包混凝土层与顶板和底板直接接触；
f.在外包混凝土层与钢管混凝土束间和相邻外包混凝土层单元间的空隙 粘贴填充阻尼材料，完成组合剪力墙的制作。
如图5所示，上下两片墙体通过带有抗剪键的竖向连接组件相互连接，所述竖向连接组件包括底板、顶板和若干螺栓，所述底板和顶板上设有若干螺栓孔，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13，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。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。
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。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。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。
上下两片墙体的竖向连接方式，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。
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，其特征在于：包括由内向外依次为混凝土核心层(1)、钢板层(2)、阻尼夹层(3)、外包混凝土层(4)，所述钢板层(2)两侧分别连接有钢管混凝土束(5)，钢板层(2)与钢管混凝土束(5)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(6)和底板(7)。
  2. 根据权利要求1所述的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，其特征在于：所述外包混凝土层(4)包括若干个外包钢筋混凝土层单元(8)，外包钢筋混凝土层单元(8)角部为倒圆角结构。
  3. 根据权利要求2所述的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，其特征在于：所述外包钢筋混凝土层单元(8)与钢管混凝土束(5)之间和相邻外包钢筋混凝土层单元(8)之间留有空隙，并填充阻尼材料。
  4. 根据权利要求1所述的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，其特征在于：所述阻尼夹层(3)和填充的阻尼材料为高阻尼橡胶材料或泡沫铝材料。
  5. 根据权利要求1所述的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，其特征在于：所述钢板层(2)对应位置开设若干个螺栓孔(10)，约束拉杆组件通过螺栓孔(10)穿过钢板层(2)。
  6. 根据权利要求5所述的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，其特征在于：所述约束拉杆组件与外包混凝土层(4)内的钢筋网(11)相互连接。
  7. 根据权利要求1所述的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，其特征在于：所述钢管混凝土束(5)包括六个钢管混凝土束单元，墙体两侧各三个。
  8. 根据权利要求1所述的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，其特征在于：所述阻尼夹层(3)厚度为10～20mm。
  9. 根据权利要求1所述的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，其特征在于：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顶板(6)和底板(7)，顶板(6)和底板(7)为钢质。
  10. 根据权利要求1所述的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，其特征在于：所述顶板(6)和底板(7)与外包混凝土层(4)直接接触。
PCT/CN2019/105662 2018-12-07 2019-09-12 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 Ceased WO2020114031A1 (zh)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116122453A (zh) * 2023-01-09 2023-05-16 中国轻工业武汉设计工程有限责任公司 一种可参与剪力墙受力的加强型预埋钢箱体及设计方法
CN117344864A (zh) * 2023-10-10 2024-01-05 江苏科技大学 一种地震韧性防御的多层冷弯薄壁型钢房屋建筑及预制装配方法

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109610685B (zh) * 2018-12-07 2020-10-02 青岛理工大学 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
CN110565840A (zh) * 2019-09-30 2019-12-13 北京和筑科技有限公司 下凹钢板混凝土组合墙
CN113047521A (zh) * 2021-03-18 2021-06-29 中南建筑设计院股份有限公司 一种带肋双层连接钢板剪力墙
CN120925594B (zh) * 2025-10-15 2025-12-09 同济大学 一种具备隔音特性的双钢板混凝土抗爆墙结构与施工方法

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105756227A (zh) * 2014-12-15 2016-07-13 山东大学 一种多层斜向开槽的自防屈曲钢板剪力墙及其制作方法
US20170362821A1 (en) * 2014-12-15 2017-12-21 Universiti Putra Malaysia Wall panel damping device
CN107795029A (zh) * 2017-11-30 2018-03-13 沈阳建筑大学 蜂窝分离式抗震保温墙
CN207776148U (zh) * 2017-12-26 2018-08-28 天津城建大学 一种新型组合钢板剪力墙
CN207863210U (zh) * 2017-12-14 2018-09-14 沈阳建筑大学 内置高阻尼耗能材料的加固抗震剪力墙
WO2018201817A1 (zh) * 2017-05-04 2018-11-08 浙江绿筑集成科技有限公司 一种装配式钢—混部分组合剪力墙及其水平拼接方法
CN108894360A (zh) * 2018-07-24 2018-11-27 青岛理工大学 装配式内嵌阻尼夹层双钢板混凝土组合剪力墙及其安装方法
CN109610685A (zh) * 2018-12-07 2019-04-12 青岛理工大学 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

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4545168A (en) * 1984-04-03 1985-10-08 Alma Desk Company Interconnecting wall panels
CN201459953U (zh) * 2009-06-05 2010-05-12 陈云 一种双层钢板保温组合剪力墙
CN103953134B (zh) * 2014-03-21 2017-01-11 北京工业大学 边框与内藏多块钢板、钢撑间嵌耗能条带剪力墙及作法
CN103883031A (zh) * 2014-03-23 2014-06-25 北京工业大学 工字形多腔体内藏钢筋网双钢板剪力墙及作法
CN104790560A (zh) * 2015-04-27 2015-07-22 南京工业大学 一种装配式钢框架内填预制混凝土剪力墙结构体系

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105756227A (zh) * 2014-12-15 2016-07-13 山东大学 一种多层斜向开槽的自防屈曲钢板剪力墙及其制作方法
US20170362821A1 (en) * 2014-12-15 2017-12-21 Universiti Putra Malaysia Wall panel damping device
WO2018201817A1 (zh) * 2017-05-04 2018-11-08 浙江绿筑集成科技有限公司 一种装配式钢—混部分组合剪力墙及其水平拼接方法
CN107795029A (zh) * 2017-11-30 2018-03-13 沈阳建筑大学 蜂窝分离式抗震保温墙
CN207863210U (zh) * 2017-12-14 2018-09-14 沈阳建筑大学 内置高阻尼耗能材料的加固抗震剪力墙
CN207776148U (zh) * 2017-12-26 2018-08-28 天津城建大学 一种新型组合钢板剪力墙
CN108894360A (zh) * 2018-07-24 2018-11-27 青岛理工大学 装配式内嵌阻尼夹层双钢板混凝土组合剪力墙及其安装方法
CN109610685A (zh) * 2018-12-07 2019-04-12 青岛理工大学 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

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116122453A (zh) * 2023-01-09 2023-05-16 中国轻工业武汉设计工程有限责任公司 一种可参与剪力墙受力的加强型预埋钢箱体及设计方法
CN117344864A (zh) * 2023-10-10 2024-01-05 江苏科技大学 一种地震韧性防御的多层冷弯薄壁型钢房屋建筑及预制装配方法

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