CN204491883U - A kind of assembling energy consumption steel plate shear wall - Google Patents
A kind of assembling energy consumption steel plate shear wall Download PDFInfo
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- CN204491883U CN204491883U CN201520085811.6U CN201520085811U CN204491883U CN 204491883 U CN204491883 U CN 204491883U CN 201520085811 U CN201520085811 U CN 201520085811U CN 204491883 U CN204491883 U CN 204491883U
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Abstract
本实用新型是一种装配式耗能钢板剪力墙，属于建筑工程抗震结构体系领域。它主要由防屈曲约束支撑、钢梁、双层钢板组合剪力墙构成，防屈曲约束支撑在双层钢板组合剪力墙两侧对称布置，并与双层钢板组合剪力墙之间留有一定间隙，钢梁每间隔1到10层层高水平设置一道，并与防屈曲约束支撑以及双层钢板组合剪力墙连接。本实用新型概念清晰，施工方便，具有抗震性能优越、延性高、滞回耗能能力强等特点，可广泛应用于高层和超高层建筑结构中。
The utility model relates to an assembled energy-dissipating steel plate shear wall, which belongs to the field of anti-seismic structural systems of construction engineering. It is mainly composed of anti-buckling restrained braces, steel beams, and double-layer steel plate composite shear walls. With a certain gap, steel beams are arranged horizontally at intervals of 1 to 10 stories, and connected with buckling-resistant restraint supports and double-layer steel plate composite shear walls. The utility model has a clear concept, convenient construction, superior seismic performance, high ductility, strong hysteretic energy consumption and the like, and can be widely used in high-rise and super high-rise building structures.
Description
技术领域 technical field
本实用新型涉及建筑工程抗震结构体系领域，特别涉及一种装配式耗能钢板剪力墙。 The utility model relates to the field of anti-seismic structural systems of construction engineering, in particular to an assembled energy-dissipating steel plate shear wall.
背景技术 Background technique
高层建筑结构中的剪力墙主要承受水平风荷载和水平地震作用，是高层建筑结构中常用的一种水平抗侧力构件。传统剪力墙厚度会随着建筑高度的增加而逐渐加厚，较厚的剪力墙不仅不利于建筑空间的布置，而且增加施工难度，同时也使结构刚度增大而增加结构的地震反应。内嵌钢板剪力墙和单侧钢板剪力墙，其混凝土盖板位于钢板外侧，混凝土本身是一种脆性材料，大震作用下结构发生较大的侧移变形，混凝土很容易开裂剥落，从而对钢板的约束降低而使钢板易发生面外失稳，使承载力严重下降。双层钢板组合剪力墙的混凝土对钢板具有良好的约束作用，但是大震作用下延性和耗能能力略显不足。因此，研制开发一种耗能能力强、施工进度快的剪力墙就显得既迫切而且特别有意义。 Shear walls in high-rise building structures are mainly subjected to horizontal wind loads and horizontal earthquakes, and are commonly used in high-rise building structures to resist horizontal lateral forces. The thickness of traditional shear walls will gradually increase with the increase of building height. Thicker shear walls are not only not conducive to the layout of building space, but also increase the difficulty of construction. At the same time, they also increase the structural stiffness and increase the seismic response of the structure. In the embedded steel plate shear wall and single-sided steel plate shear wall, the concrete cover plate is located outside the steel plate. Concrete itself is a brittle material. Under the action of a large earthquake, the structure undergoes large sideways deformation, and the concrete is easy to crack and peel off. The restraint on the steel plate is reduced, so that the steel plate is prone to out-of-plane instability, and the bearing capacity is seriously reduced. The concrete of the double-layer steel plate composite shear wall has a good restraint effect on the steel plate, but the ductility and energy dissipation capacity under the action of large earthquakes are slightly insufficient. Therefore, it is urgent and particularly meaningful to develop a shear wall with strong energy consumption and fast construction progress.
实用新型内容 Utility model content
为了克服目前高层建筑结构剪力墙中存在的不足，本实用新型提供一种耗能能力强，施工进度快的装配式耗能钢板剪力墙。 In order to overcome the deficiencies existing in the current high-rise building structure shear walls, the utility model provides an assembled energy-dissipating steel plate shear wall with strong energy dissipation capacity and fast construction progress.
本实用新型所采用的技术方案是一种装配式耗能钢板剪力墙，它主要由防屈曲约束支撑、钢梁、双层钢板组合剪力墙构成，所述的防屈曲约束支撑在双层钢板组合剪力墙两侧对称布置，并与双层钢板组合剪力墙之间留有一定间隙，所述的钢梁每间隔1到10层层高水平设置一道，并与防屈曲约束支撑以及双层钢板组合剪力墙连接。 The technical solution adopted by the utility model is an assembled energy-dissipating steel plate shear wall, which is mainly composed of anti-buckling restraint supports, steel beams, and double-layer steel plate combined shear walls. The two sides of the steel plate composite shear wall are symmetrically arranged, and there is a certain gap between the double-layer steel plate composite shear wall. Double-layer steel plate combined shear wall connection.
所述的防屈曲约束支撑由核心单元、约束单元和两者之间的无粘结层构成，所述的核心单元采用低屈服强度高延性钢材或高屈服强度高延性钢材制成，所述的约束单元为钢管内填混凝土或纯钢型约束，所述的无粘结层由无粘结材料制成。 The anti-buckling constrained support is composed of a core unit, a restraint unit and an unbonded layer between the two, the core unit is made of low yield strength high ductility steel or high yield strength high ductility steel, the Constraint units are steel pipes filled with concrete or pure steel constraints, and the unbonded layer is made of unbonded materials.
所述的钢梁截面为工字型截面或H型截面，并在其腹板布置加劲肋。 The cross-section of the steel beam is an I-shaped cross-section or an H-shaped cross-section, and stiffeners are arranged on its web.
所述的双层钢板组合剪力墙为双层钢板内布置分布钢筋并浇筑混凝土的剪力墙，双层钢板组合剪力墙的端部设置约束边缘构件。 The double-layer steel plate composite shear wall is a shear wall in which steel bars are distributed inside the double-layer steel plate and concrete is poured. The end of the double-layer steel plate composite shear wall is provided with constrained edge members.
所述的防屈曲约束支撑与钢梁端部采用铰接或刚性连接。 The anti-buckling restraint support is hinged or rigidly connected to the end of the steel beam.
所述的双层钢板组合剪力墙的双层钢板端部与钢梁采用焊接或高强螺栓连接。 The ends of the double-layer steel plates and the steel beams of the double-layer steel plate combined shear wall are connected by welding or high-strength bolts.
所述的一种装配式耗能钢板剪力墙中，其防屈曲约束支撑、双层钢板组合剪力墙以及钢 梁都可以在工厂预制完成，运到现场后安装。 In the prefabricated energy-dissipating steel plate shear wall described above, its buckling restraint support, double-layer steel plate combined shear wall and steel beams can all be prefabricated in the factory and installed after being transported to the site.
本实用新型具有如下显著优点： The utility model has the following significant advantages:
(1)延性高且耗能能力强。本实用新型在强震时利用防屈曲约束支撑的核心单元耗散地震能量，能够显著提高结构的抗震性能。 (1) High ductility and strong energy dissipation capacity. The utility model utilizes the core unit of the anti-buckling constraint support to dissipate the seismic energy during a strong earthquake, and can significantly improve the seismic performance of the structure.
(2)承载能力高。双层钢板组合剪力墙可充分发挥混凝土和钢板的各自优势，再加上外侧的防屈曲约束支撑可显著提高结构的承载力。 (2) High carrying capacity. The double-layer steel plate composite shear wall can give full play to the respective advantages of concrete and steel plates, and the external buckling restraint support can significantly improve the bearing capacity of the structure.
(3)施工方便。构件可以在工厂预制完成，在现场进行拼装，能够加快施工进程。 (3) Convenient construction. The components can be prefabricated in the factory and assembled on site, which can speed up the construction process.
附图说明 Description of drawings
图1为本实用新型实施例的结构示意图。 Fig. 1 is a schematic structural view of an embodiment of the utility model.
图2为本实用新型实施例的A-A剖面图。 Fig. 2 is A-A sectional view of the utility model embodiment.
图3为本实用新型实施例的防屈曲约束支撑与钢梁连接详图。 Fig. 3 is a detailed diagram of the connection between the anti-buckling restraint support and the steel beam according to the embodiment of the utility model.
附图中数字含义如下： The meanings of the numbers in the accompanying drawings are as follows:
1-防屈曲约束支撑；2-钢梁；3-双层钢板组合剪力墙；4-加劲肋；5-端板；6-高强螺栓；7-基础。 1-buckling restraint brace; 2-steel beam; 3-double-layer steel plate combined shear wall; 4-stiffener; 5-end plate; 6-high-strength bolt; 7-foundation.
具体实施方式 Detailed ways
以下结合附图对本实用新型作进一步详细说明。 Below in conjunction with accompanying drawing, the utility model is described in further detail.
如附图1～3所示，本实用新型是一种装配式耗能钢板剪力墙，它主要由防屈曲约束支撑1、钢梁2、双层钢板组合剪力墙3构成，所述的防屈曲约束支撑1在双层钢板组合剪力墙3两侧对称布置，并与双层钢板组合剪力墙3之间留有一定间隙，所述的钢梁2每间隔1到10层层高水平设置一道，并与防屈曲约束支撑1以及双层钢板组合剪力墙3连接。 As shown in accompanying drawings 1 to 3, the utility model is an assembled energy-dissipating steel plate shear wall, which is mainly composed of a buckling restraint support 1, a steel beam 2, and a double-layer steel plate composite shear wall 3. The described The anti-buckling restraint support 1 is symmetrically arranged on both sides of the double-layer steel plate composite shear wall 3, and a certain gap is left between the double-layer steel plate composite shear wall 3, and the steel beams 2 are separated by 1 to 10 storeys. One is arranged horizontally, and it is connected with buckling restraint support 1 and double-layer steel plate combined shear wall 3 .
所述的防屈曲约束支撑1由核心单元、约束单元和两者之间的无粘结层构成，所述的核心单元采用低屈服强度高延性钢材或高屈服强度高延性钢材制成，所述的约束单元为钢管内填混凝土或纯钢型约束，所述的无粘结层由无粘结材料制成。 The anti-buckling restraint support 1 is composed of a core unit, a restraint unit and an unbonded layer between the two, the core unit is made of low yield strength high ductility steel or high yield strength high ductility steel, the The constraint unit is a steel pipe filled with concrete or a pure steel constraint, and the unbonded layer is made of unbonded material.
所述的钢梁2截面为工字型截面或H型截面，并在其腹板布置加劲肋4。 The cross-section of the steel beam 2 is an I-shaped cross-section or an H-shaped cross-section, and stiffeners 4 are arranged on its web.
所述的双层钢板组合剪力墙3为双层钢板内布置分布钢筋并浇筑混凝土的剪力墙，双层钢板组合剪力墙3的端部设置约束边缘构件。 The double-layer steel plate composite shear wall 3 is a shear wall in which steel bars are distributed in the double-layer steel plate and concrete is poured. The ends of the double-layer steel plate composite shear wall 3 are provided with constrained edge members.
所述的防屈曲约束支撑1与钢梁2端部采用铰接或刚性连接。 The anti-buckling restraint support 1 is hinged or rigidly connected to the end of the steel beam 2 .
所述的双层钢板组合剪力墙3的双层钢板端部与钢梁2采用焊接或高强螺栓6连接。 The ends of the double-layer steel plate composite shear wall 3 and the steel beam 2 are connected by welding or high-strength bolts 6 .
所述的一种装配式耗能钢板剪力墙中，其防屈曲约束支撑1、双层钢板组合剪力墙3以及钢梁2都可以在工厂预制完成，运到现场后安装。 In the prefabricated energy-dissipating steel plate shear wall, the anti-buckling restraint support 1, the double-layer steel plate composite shear wall 3 and the steel beam 2 can all be prefabricated in the factory and installed after being transported to the site.
具体在附图所示实施例中，钢梁2每间隔10层层高水平设置一道，并与防屈曲约束支撑1以及双层钢板组合剪力墙3连接。防屈曲约束支撑1的核心单元采用低屈服强度高延性钢材，其截面为十字形截面。钢梁2截面为工字型截面，并在其腹板布置加劲肋4。防屈曲约束支撑1与钢梁2端部采用刚性连接，即通过高强螺栓6连接。双层钢板组合剪力墙3的双层钢板端部与钢梁2采用焊接连接。 Specifically, in the embodiment shown in the drawings, steel beams 2 are arranged horizontally at intervals of 10 storeys, and are connected with buckling restraint supports 1 and double-layer steel plate composite shear walls 3 . The core unit of anti-buckling restraint brace 1 is made of low yield strength high ductility steel, and its cross-section is cross-shaped. The section of the steel beam 2 is an I-shaped section, and stiffeners 4 are arranged on its web. The anti-buckling restraint support 1 is rigidly connected to the end of the steel beam 2, that is, connected by high-strength bolts 6 . The ends of the double-layer steel plate composite shear wall 3 and the steel beam 2 are connected by welding.
本实用新型具有抗震性能优越、延性高、滞回耗能能力强等特点。本实用新型概念清晰、施工方便、造价合理，将广泛应用于高层、超高层建筑结构中。 The utility model has the characteristics of superior seismic performance, high ductility, strong hysteresis energy consumption capacity and the like. The utility model has the advantages of clear concept, convenient construction and reasonable cost, and will be widely used in high-rise and super high-rise building structures.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104674972A (en) * | 2015-02-07 | 2015-06-03 | 海南大学 | Assembled-type energy dissipating steel plate shear wall |
| CN108118802A (en) * | 2018-02-12 | 2018-06-05 | 沈阳建筑大学 | A kind of fabricated shear wall horizontal connection energy-dissipation structure and its construction method |
| CN114687478A (en) * | 2022-04-18 | 2022-07-01 | 北京工业大学 | Built-in lattice column type double-steel-plate shear wall with shear wall-beam joint domain |
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- 2015-02-07 CN CN201520085811.6U patent/CN204491883U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104674972A (en) * | 2015-02-07 | 2015-06-03 | 海南大学 | Assembled-type energy dissipating steel plate shear wall |
| CN108118802A (en) * | 2018-02-12 | 2018-06-05 | 沈阳建筑大学 | A kind of fabricated shear wall horizontal connection energy-dissipation structure and its construction method |
| CN114687478A (en) * | 2022-04-18 | 2022-07-01 | 北京工业大学 | Built-in lattice column type double-steel-plate shear wall with shear wall-beam joint domain |
| CN114687478B (en) * | 2022-04-18 | 2024-03-22 | 北京工业大学 | Built-in lattice column type double-steel-plate shear wall with shear wall-beam node domain |
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Granted publication date: 20150722 Termination date: 20160207 |