CN205975968U - A take curb plate bolt node for eccentric beam column - Google Patents

A take curb plate bolt node for eccentric beam column Download PDF

Info

Publication number
CN205975968U
CN205975968U CN201620471840.0U CN201620471840U CN205975968U CN 205975968 U CN205975968 U CN 205975968U CN 201620471840 U CN201620471840 U CN 201620471840U CN 205975968 U CN205975968 U CN 205975968U
Authority
CN
China
Prior art keywords
steel plate
steel
plate
cavity
beam column
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
Application number
CN201620471840.0U
Other languages
Chinese (zh)
Inventor
樊春雷
郝际平
孙晓岭
薛强
陈永昌
刘斌
黄育琪
王磊
刘瀚超
何梦楠
尹伟康
赵子健
张峻铭
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Xian University of Architecture and Technology
Original Assignee
Xian University of Architecture and Technology
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Xian University of Architecture and Technology filed Critical Xian University of Architecture and Technology
Priority to CN201620471840.0U priority Critical patent/CN205975968U/en
Application granted granted Critical
Publication of CN205975968U publication Critical patent/CN205975968U/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Landscapes

  • Joining Of Building Structures In Genera (AREA)

Abstract

一种用于偏心梁柱的带侧板螺栓节点,包括设置在多腔钢管混凝土组合柱两侧的第一钢板和第二钢板,其中,第一钢板包括相连接的第一段钢板、第二段钢板和第三段钢板,第一段钢板和第三段钢板对称设置在第二段钢板两侧,第一段钢板、第三段钢板倾斜设置在第二段钢板的两端,多腔钢管混凝土组合柱的另一侧壁上还设置有第三钢板,第一段钢板、第三段钢板的两端均与第三钢板接触,第三段钢板、第三钢板均与第二钢板平行。本实用新型的节点装配化程度高,节点连接可靠,多腔钢管混凝土组合柱、钢板、钢梁、耳板、第三钢板和连接角钢均可在工厂预制完成,减少安装的焊接工作量,现场安装只需定位装配。

A bolted joint with side plate for eccentric beam-column, comprising a first steel plate and a second steel plate arranged on both sides of a multi-cavity concrete-filled steel pipe composite column, wherein the first steel plate includes a connected first section of steel plate, a second steel plate The first steel plate and the third steel plate are symmetrically arranged on both sides of the second steel plate, and the first steel plate and the third steel plate are arranged obliquely at both ends of the second steel plate. The multi-cavity steel pipe The other side wall of the concrete composite column is also provided with a third steel plate, both ends of the first steel plate and the third steel plate are in contact with the third steel plate, and the third steel plate and the third steel plate are parallel to the second steel plate. The utility model has a high degree of joint assembly and reliable joint connection. The multi-cavity steel pipe concrete composite column, steel plate, steel beam, ear plate, third steel plate and connecting angle steel can all be prefabricated in the factory, reducing the welding workload of installation. Installation simply requires positioning of the assembly.

Description

一种用于偏心梁柱的带侧板螺栓节点A bolted joint with side plate for eccentric beam-column

技术领域technical field

本实用新型涉及一种建筑工程技术领域的多腔钢管混凝土组合柱结构体系,具体涉及一种用于偏心梁柱的带侧板螺栓节点。The utility model relates to a multi-cavity steel pipe concrete composite column structure system in the technical field of construction engineering, in particular to a bolt node with side plates for eccentric beam columns.

背景技术Background technique

多腔钢管混凝土组合柱组合结构体系作为一种新型的钢管混凝土组合柱结构体系解决了住宅体系中柱脚外凸的问题,同时这种新型结构体系充分发挥了钢管和混凝土两种材料的长处,具有承载力高、塑性和韧性好、施工方便等优点。The multi-cavity steel pipe concrete composite column composite structure system is a new type of steel pipe concrete composite column structure system that solves the problem of protruding column feet in residential systems. It has the advantages of high bearing capacity, good plasticity and toughness, and convenient construction.

目前我国《矩形钢管混凝土结构技术规程》(GECS159:2004)提供的用于钢管混凝土组合柱钢梁节点主要由内隔板式、外环板式等形式的节点。但到目前为止,现有技术中钢管混凝土组合柱与钢梁节点连接存在以下不足:At present, my country's "Technical Regulations for Rectangular Concrete-filled Steel Tube Structures" (GECS159: 2004) provides steel-beam joints for concrete-filled steel tube composite columns, which mainly include inner diaphragm type and outer ring plate type. But so far, there are the following deficiencies in the connection between the steel pipe concrete composite column and the steel beam node in the prior art:

(1)内隔板式节点中的内隔板与梁的翼缘在同一水平面内时,节点满足刚性节点的要求,但这种节点当管柱边较长时才能使用。因为当边长较小时不仅焊接困难,而且将妨碍管内混凝土浇筑,另外梁翼缘与内隔板在柱壁同一处两侧熔透焊缝,钢材产生较大焊接残余应力,使得节点处的钢材容易产生分层或脆性破坏。(1) When the inner diaphragm and the flange of the beam in the inner diaphragm joint are in the same horizontal plane, the joint meets the requirements of rigid joints, but this kind of joint can only be used when the side of the pipe column is long. Because when the side length is small, it is not only difficult to weld, but also hinders the concrete pouring in the pipe. In addition, the beam flange and the inner partition plate penetrate the weld on both sides of the same column wall, and the steel produces a large welding residual stress, which makes the steel at the joint easy to produce Delamination or brittle failure.

(2)影响建筑外观和使用。如外环板节点,该节点施工简单、传力明确,并不受钢管边长的限制,但需要足够大的水平环板保证节点的强度,用钢量比内隔板节点大。并应用于边角柱时,水平环板不仅妨碍墙板的安装,而且造成加强环突出建筑立面,使得室内外节点处有凸角,影响观感,需要靠装饰或吊顶来解决。(2) Affect the appearance and use of the building. Such as the outer ring plate joint, the construction of this joint is simple, the force transmission is clear, and it is not limited by the side length of the steel pipe, but a sufficiently large horizontal ring plate is required to ensure the strength of the joint, and the amount of steel used is larger than that of the inner diaphragm joint. And when applied to corner columns, the horizontal ring plate not only hinders the installation of wall panels, but also causes the reinforcing ring to protrude from the building facade, causing convex corners at the indoor and outdoor nodes, which affects the look and feel, which needs to be solved by decoration or ceiling.

(3)节点力学性能和施工的简易性、经济性不能两全。在实际应用中,有些节点类型力学性能较好,节点的整体刚度也好,但材料用量大,施工复杂。(3) The mechanical properties of joints and the simplicity and economy of construction cannot be both. In practical applications, some types of joints have better mechanical properties and overall stiffness of the joints, but the amount of materials used is large and the construction is complicated.

实用新型内容Utility model content

本实用新型针对现有技术的不足,提供了一种用于偏心梁柱的带侧板螺栓节点,通过采用梁端与柱壁缘分离和全高度侧板,满足“强柱弱梁,强节点弱构件”的设计原则,节点构造简单,传力明确,装配程度高。Aiming at the deficiencies of the prior art, the utility model provides a bolted joint with side plates for eccentric beams and columns. By adopting the separation of the beam end from the wall edge of the column and the full-height side plate, the utility model satisfies the requirements of "strong column, weak beam, strong joint". Based on the design principle of "weak components", the joint structure is simple, the force transmission is clear, and the assembly degree is high.

为实现上述目的,本实用新型通过以下技术方案实现。In order to achieve the above object, the utility model is realized through the following technical solutions.

一种用于偏心梁柱的带侧板螺栓节点,包括设置在多腔钢管混凝土组合柱两侧的第一钢板和第二钢板,其中,第一钢板包括相连接的第一段钢板、第二段钢板和第三段钢板,第一段钢板和第三段钢板对称设置在第二段钢板两侧,第一段钢板、第三段钢板倾斜设置在第二段钢板的两端,多腔钢管混凝土组合柱的另一侧壁上还设置有第三钢板,第一段钢板、第三段钢板的两端均与第三钢板接触,第三段钢板、第三钢板均与第二钢板平行;钢梁上翼缘、下翼缘上均设置有耳板,耳板与第二钢板、第三钢板相连,钢梁的腹板两侧对称设置有连接角钢。A bolted joint with side plate for eccentric beam-column, comprising a first steel plate and a second steel plate arranged on both sides of a multi-cavity concrete-filled steel pipe composite column, wherein the first steel plate includes a connected first section of steel plate, a second steel plate The first steel plate and the third steel plate are symmetrically arranged on both sides of the second steel plate, and the first steel plate and the third steel plate are arranged obliquely at both ends of the second steel plate. The multi-cavity steel pipe The other side wall of the concrete composite column is also provided with a third steel plate, both ends of the first steel plate and the third steel plate are in contact with the third steel plate, and the third steel plate and the third steel plate are parallel to the second steel plate; Both the upper flange and the lower flange of the steel girder are provided with ear plates, the ear plates are connected with the second steel plate and the third steel plate, and connecting angle steels are arranged symmetrically on both sides of the web plate of the steel beam.

所述多腔钢管混凝土组合柱包括位于两端的暗柱,两个暗柱之间设置有相平行的腹板,腹板之间通过隔板连接。The multi-cavity steel pipe concrete composite column includes hidden columns located at both ends, parallel webs are arranged between the two hidden columns, and the webs are connected by partitions.

所述第一钢板、第二钢板均通过焊缝焊接于多腔钢管混凝土组合柱上。Both the first steel plate and the second steel plate are welded to the multi-cavity steel pipe concrete composite column through weld seams.

所述钢梁上翼缘顶部沿长度方向设置两个相平行的耳板,钢梁下翼缘底部沿长度方向设置两个相平行的耳板。The top of the upper flange of the steel beam is provided with two parallel ear plates along the length direction, and the bottom of the lower flange of the steel beam is provided with two parallel ear plates along the length direction.

所述第三钢板、耳板和连接角钢上均开设有孔,耳板与第三钢板通过螺栓相连,连接角钢与第三钢板通过螺栓相连。The third steel plate, ear plate and connecting angle steel are all provided with holes, the ear plate is connected with the third steel plate through bolts, and the connecting angle steel is connected with the third steel plate through bolts.

所述钢梁为工字钢梁。The steel beam is an I-shaped steel beam.

所述钢梁的端部设置有加劲肋。The ends of the steel beams are provided with stiffeners.

所述第三钢板与第二钢板之间设置有加劲肋。Stiffening ribs are arranged between the third steel plate and the second steel plate.

所述加劲肋顶部和底部均设置有盖板。Both the top and the bottom of the stiffener are provided with cover plates.

与现有技术相比,本实用新型的有益效果体现在:Compared with the prior art, the beneficial effects of the utility model are reflected in:

(1)本实用新型通过在组合柱两侧设置第一钢板和第二钢板,并于组合柱另一侧设置第三钢板,并且第三钢板与第一钢板的端部接触,第三钢板与第二钢板平行,在钢梁上翼缘和下翼缘上设置耳板,并使耳板与第一钢板、第三钢板相连,钢梁的腹板两侧对称设置有连接角钢,并将连接角钢与第三钢板相连,完成偏心柱梁节点的装配,本实用新型中多腔钢管混凝土柱与钢梁双侧板刚性连接节点连接方式以及传力方式独特,由于梁端与柱壁分离和全高度侧板的使用。梁、柱之间的物理隔离改变了传统节点的传力路径,消除了三轴应力集中,不仅能使塑性铰由节点处外移到梁上,而且消除了传统节点柱翼缘撕裂破坏和节点转动能力对柱腹板薄弱板区的依赖的缺陷。满足“强柱弱梁,强节点弱构件”的设计及原则。(1) The utility model arranges the first steel plate and the second steel plate on both sides of the combined column, and arranges the third steel plate on the other side of the combined column, and the third steel plate is in contact with the end of the first steel plate, and the third steel plate is in contact with the end of the first steel plate. The second steel plate is parallel, and ear plates are arranged on the upper flange and the lower flange of the steel beam, and the ear plates are connected with the first steel plate and the third steel plate, and connecting angle steels are arranged symmetrically on both sides of the web of the steel beam, and the connecting angle steels are connected with the steel beams. The third steel plate is connected to complete the assembly of the eccentric column-beam joint. The connection mode and force transmission mode of the rigid joint joint between the multi-cavity steel pipe concrete column and the steel beam double-side plate in the utility model are unique. Because the beam end is separated from the column wall and the full-height side board usage. The physical isolation between the beam and the column changes the force transmission path of the traditional joint, eliminates the triaxial stress concentration, not only enables the plastic hinge to move outward from the joint to the beam, but also eliminates the tear damage and damage of the traditional joint column flange. Deficiencies in the dependency of the joint rotational capacity on the weak plate area of the column web. Meet the design and principles of "strong columns and weak beams, strong nodes and weak members".

(2)由于全高度双侧板(即第一钢板和第二钢板)的使用,多腔钢管混凝土组合柱身保持完整性,使得钢管内混凝土浇筑更加方便,容易保证节点域混凝土的浇筑质量。(2) Due to the use of full-height double-sided slabs (i.e., the first steel plate and the second steel plate), the multi-cavity concrete-filled steel tube composite column maintains its integrity, making it more convenient to pour concrete inside the steel tube, and it is easy to ensure the quality of concrete pouring in the node area.

(3)由于钢梁只通过耳板以及连接角钢将弯矩剪力传递给第一钢板和第三钢板,使得钢梁可以与柱端分离,减少了钢梁的净跨,可以一定程度上降低钢梁的高度,满足住宅用户对住宅功能的需求。(3) Since the steel beam only transmits the bending moment and shear force to the first steel plate and the third steel plate through the ear plate and the connecting angle steel, the steel beam can be separated from the column end, which reduces the clear span of the steel beam and can reduce the The height of the steel beams meets the needs of residential users for residential functions.

(4)本实用新型的节点装配化程度高,多腔钢管混凝土组合柱、钢板、钢梁、耳板、第三钢板和连接角钢均可在工厂预制完成,减少安装的焊接工作量,现场安装只需定位装配。节点形式简单,装配化程度高,安装方便快捷。由于现场安装时避免采用传统的熔透焊,传统熔透焊容易使钢材产生较大焊接残余应力,使得节点处的钢材容易产生分层或脆性破坏。本实用新型节点现场安装时全部采用高强螺栓连接,装配化程度高,节点连接可靠。(4) The joints of the utility model have a high degree of assembly. The multi-cavity steel pipe concrete composite column, steel plate, steel beam, ear plate, third steel plate and connecting angle steel can all be prefabricated in the factory, reducing the welding workload of installation, and on-site installation Just position the assembly. The node form is simple, the degree of assembly is high, and the installation is convenient and quick. Due to the avoidance of traditional penetration welding during on-site installation, traditional penetration welding tends to cause large welding residual stress on the steel, which makes the steel at the joints prone to delamination or brittle failure. The nodes of the utility model are all connected by high-strength bolts when installed on site, so the degree of assembly is high, and the node connections are reliable.

进一步的,由于第一钢板、第二钢板与钢管混凝土组合柱只在外柱壁通过焊缝连接,钢管混凝土内部没有焊缝,与传统节点相比,该节点构造简单,受力合理。Furthermore, since the first steel plate, the second steel plate and the CFST composite column are only connected by welds on the outer column wall, and there are no welds inside the CFST, the structure of this joint is simple and the stress is reasonable compared with traditional joints.

附图说明Description of drawings

图1为预制多腔钢管混凝土组合柱的示意图;其中,图1(a)~图1(e)为多腔钢管混凝土组合柱的装配过程示意图。Fig. 1 is a schematic diagram of a prefabricated multi-cavity concrete-filled steel tube composite column; wherein, Fig. 1(a) to Fig. 1(e) are schematic diagrams of the assembly process of a multi-cavity concrete-filled steel tube composite column.

图2为预制钢梁的示意图。其中,图2(a)~图2(c)为钢梁的装配过程示意图。Figure 2 is a schematic diagram of a prefabricated steel beam. Among them, Fig. 2(a) to Fig. 2(c) are schematic diagrams of the assembly process of the steel beam.

图3为本实用新型的装配示意图。其中,图3(a)~图3(c)为整体装配过程示意图。Fig. 3 is a schematic diagram of assembly of the utility model. 3(a) to 3(c) are schematic diagrams of the overall assembly process.

图4为梁上下翼缘屈服示意图。Figure 4 is a schematic diagram of the yielding of the upper and lower flanges of the beam.

图5为梁端出现塑性铰示意图。Figure 5 is a schematic diagram of the plastic hinge at the end of the beam.

图6为盖板破坏示意图。Figure 6 is a schematic diagram of cover damage.

图7为最终破坏示意图。Figure 7 is a schematic diagram of the final destruction.

图8为滞回曲线图。Figure 8 is a hysteresis curve diagram.

图中,1为多腔钢管混凝土组合柱,2为钢梁,3为第一钢板,4为第二钢板,5为第三钢板,6为连接角钢,7为耳板,8为加劲肋,9为盖板。In the figure, 1 is the multi-cavity steel pipe concrete composite column, 2 is the steel beam, 3 is the first steel plate, 4 is the second steel plate, 5 is the third steel plate, 6 is the connecting angle steel, 7 is the lug plate, 8 is the stiffener, 9 is a cover plate.

具体实施方式detailed description

下面结合附图对本实用新型的实施例作详细说明:本实施例在本实用新型技术方案为前提下进行实施,给出了详细的实施方式和具体的操作过程,但本实用新型的保护范围不限于下述的实施例。Below in conjunction with accompanying drawing the embodiment of the present utility model is described in detail: the present embodiment is implemented under the premise of the technical scheme of the present utility model, has provided detailed embodiment and concrete operation process, but the protection scope of the present utility model is not Limited to the following examples.

参见图3,本实用新型包括设置在多腔钢管混凝土组合柱两侧的第一钢板3和第二钢板4,即2个钢板设置在多腔钢管混凝土组合柱两侧,其中,第一钢板3包括相连接的第一段钢板、第二段钢板和第三段钢板,第一段钢板和第三段钢板对称设置在第二段钢板两侧,第一段钢板、第三段钢板倾斜设置在第二段钢板的两端,多腔钢管混凝土组合柱的另一侧壁上还设置有第三钢板5,第一段钢板、第三段钢板的两端均与第三钢板5接触,第三段钢板、第三钢板5均与第二钢板4平行;第一钢板3和第二钢板4均通过角焊缝设置在多腔钢管混凝土组合柱上。第三钢板5与第二钢板4之间设置有加劲肋8,加劲肋8的顶部和底部设置有盖板9。Referring to Fig. 3, the utility model includes a first steel plate 3 and a second steel plate 4 arranged on both sides of the multi-cavity steel pipe concrete composite column, that is, two steel plates are arranged on both sides of the multi-cavity steel pipe concrete composite column, wherein the first steel plate 3 Including the connected first steel plate, second steel plate and third steel plate, the first steel plate and the third steel plate are symmetrically arranged on both sides of the second steel plate, and the first steel plate and the third steel plate are arranged obliquely on the The two ends of the second steel plate and the other side wall of the multi-cavity steel pipe concrete composite column are also provided with a third steel plate 5, both ends of the first steel plate and the third steel plate are in contact with the third steel plate 5, and the third The section steel plate and the third steel plate 5 are all parallel to the second steel plate 4; the first steel plate 3 and the second steel plate 4 are all arranged on the multi-cavity steel pipe concrete composite column through fillet welds. Stiffeners 8 are arranged between the third steel plate 5 and the second steel plate 4 , and cover plates 9 are arranged at the top and bottom of the stiffeners 8 .

钢梁上翼缘顶部沿长度方向设置两个相平行的耳板7,钢梁下翼缘底部沿长度方向设置两个相平行的耳板7;第三钢板5、耳板7和连接角钢6上均开设有孔,一侧的耳板7通过螺栓与第三钢板5相连,另一侧的耳板7通过螺栓与第二钢板4相连,钢梁的腹板一侧的连接角钢6通过螺栓与第三钢板5相连,钢梁的腹板另一侧的连接角钢6通过螺栓与第二钢板4相连。Two parallel ear plates 7 are arranged along the length direction on the top of the upper flange of the steel beam, and two parallel ear plates 7 are arranged along the length direction on the bottom of the lower flange of the steel beam; Holes are opened, the ear plate 7 on one side is connected to the third steel plate 5 by bolts, the ear plate 7 on the other side is connected to the second steel plate 4 by bolts, and the connecting angle steel 6 on the web side of the steel beam is connected to the third steel plate 5 by bolts. The three steel plates 5 are connected, and the connecting angle steel 6 on the other side of the web of the steel beam is connected with the second steel plate 4 through bolts.

本实用新型中钢梁通过第一钢板、第二钢板、第三钢板、耳板连接于多腔钢管混凝土组合柱两侧的第二钢板4的外伸端。The steel beam in the utility model is connected to the outstretched end of the second steel plate 4 on both sides of the multi-cavity steel pipe concrete composite column through the first steel plate, the second steel plate, the third steel plate and the lug plate.

本实用新型中多腔钢管混凝土组合柱包括位于两端的暗柱,两个暗柱之间设置有相平行的腹板,腹板之间通过隔板连接。The multi-cavity steel pipe concrete composite column in the utility model includes hidden columns located at both ends, parallel webs are arranged between the two hidden columns, and the webs are connected by partitions.

所述钢梁为工字钢梁,并且钢梁的与组合柱相连接的一端部设置有加劲肋。The steel beam is an I-shaped steel beam, and one end of the steel beam connected to the composite column is provided with a stiffener.

上述一种用于偏心梁柱的带侧板螺栓节点的装配方法,参见图1,预先按照设计在钢板定位开孔,再将第一钢板3和第二钢板4通过焊缝固定在多腔钢管混凝土组合柱两侧,再于多腔钢管混凝土组合柱的另一侧壁上通过焊缝设置第三钢板5,使得第三钢板5与第一钢板3的两端接触,第三钢板5与第二钢板4平行,然后在第三钢板5与第二钢板4之间设置加劲肋8,加劲肋8与多腔钢管混凝土组合柱的侧壁间隔设置,加劲肋8顶部和底部均设置有盖板9,得到预制好的多腔钢管混凝土组合柱;参见图2,先在钢梁上翼缘顶部沿长度方向设置两个相平行的耳板7,钢梁下翼缘底部沿长度方向设置两个相平行的耳板7,在钢梁的腹板两侧对称设置有连接角钢6,即钢梁腹板一侧设置一个连接角钢6,得到预制好的钢梁;参见图3,然后将预制好的多腔钢管混凝土组合柱和钢梁运输到现场,将混凝土浇筑于多腔钢管混凝土组合柱内,再将预制好的钢梁从上向下吊装到节点区域,将一侧的耳板7通过螺栓与第三钢板5相连,另一侧的耳板7通过螺栓与第二钢板4相连,钢梁的腹板一侧的连接角钢6通过螺栓与第三钢板5相连,钢梁的腹板另一侧的连接角钢6通过螺栓与第二钢板4相连,完成装配。The above-mentioned assembling method for eccentric beam-column joints with side plate bolts, see Figure 1, pre-positions holes in the steel plates according to the design, and then fixes the first steel plate 3 and the second steel plate 4 to the multi-cavity steel pipe through welding seams On both sides of the concrete composite column, the third steel plate 5 is set on the other side wall of the multi-cavity steel pipe concrete composite column through the weld, so that the third steel plate 5 contacts with the two ends of the first steel plate 3, and the third steel plate 5 contacts with the first steel plate 3. The two steel plates 4 are parallel, and then a stiffening rib 8 is arranged between the third steel plate 5 and the second steel plate 4, and the stiffening rib 8 is spaced from the side wall of the multi-cavity steel pipe concrete composite column, and the top and bottom of the stiffening rib 8 are provided with cover plates 9. Obtain the prefabricated multi-cavity concrete-filled steel tube composite column; see Figure 2, first set two parallel lugs 7 along the length direction on the top of the upper flange of the steel beam, and set two parallel lugs 7 along the length direction at the bottom of the lower flange of the steel beam. The ear plate 7 of the steel girder is provided with connecting angle steel 6 symmetrically on both sides of the web plate of the steel beam, that is, a connecting angle steel 6 is arranged on one side of the web plate of the steel beam to obtain a prefabricated steel beam; referring to Fig. 3, the prefabricated multiple The concrete-filled steel tube composite columns and steel beams are transported to the site, the concrete is poured in the multi-cavity concrete-filled steel tube composite columns, and the prefabricated steel beams are hoisted to the joint area from top to bottom, and the lug plate 7 on one side is connected with the The third steel plate 5 is connected, the ear plate 7 on the other side is connected with the second steel plate 4 through bolts, the connecting angle steel 6 on one side of the web of the steel beam is connected with the third steel plate 5 through bolts, and the other side of the web of the steel beam The connecting angle steel 6 is connected with the second steel plate 4 through bolts, and the assembly is completed.

本实用新型中可以在工厂预制完成第一钢板、第二钢板按照定位焊接于多腔钢管混凝土组合柱两侧,并在多腔钢管混凝土组合柱的另一侧壁上还设置第三钢板5。在工厂内先预制钢梁、耳板和连接角钢,然后再于工厂内将耳板按照设计尺寸焊接于钢梁上翼缘和下翼缘上,再按照设计尺寸在耳板上开设螺纹孔,将连接角钢按照定位尺寸焊接在钢梁腹板处,上述过程均是在工厂中提前预制好的,节省了现场制作的不便,提高了效率。现场安装时,将钢梁自上而下吊装定位于节点区域,连接角钢和多腔钢管混凝土组合柱两侧的钢板通过安装螺丝连接,将耳板与第二钢板、第三钢板连接,固定钢梁的位置。In the utility model, the first steel plate and the second steel plate can be prefabricated in the factory and welded on both sides of the multi-cavity steel pipe concrete composite column according to the positioning, and the third steel plate 5 is also arranged on the other side wall of the multi-cavity steel pipe concrete composite column. Prefabricate steel beams, lugs and connecting angle steels in the factory, and then weld the lugs to the upper and lower flanges of the steel beams in the factory according to the design size, and then open threaded holes on the lugs according to the design size to connect the joints. The angle steel is welded to the web of the steel beam according to the positioning size. The above process is prefabricated in the factory in advance, which saves the inconvenience of on-site production and improves the efficiency. During on-site installation, the steel beam is hoisted from top to bottom and positioned at the joint area, the steel plates connecting the angle steel and the two sides of the multi-cavity steel pipe concrete composite column are connected by installation screws, the ear plate is connected with the second steel plate and the third steel plate, and the steel plate is fixed. beam position.

本实用新型节点有两大创新:梁端与柱壁缘分离和全高度侧板的使用。梁、柱之间的物理隔离改变了传统节点的传力路径,消除了三轴应力集中,不仅能使塑性铰由节点处外移到梁上,而且消除了传统节点柱翼缘撕裂破坏和节点转动能力对柱腹板薄弱板区的依赖的缺陷。满足“强柱弱梁,强节点弱构件”的设计及原则。同时节点可以分为2部分分别在工厂预制完成,现场安装只需简单装配,节点构造简单装配化程度高。The utility model node has two major innovations: the separation of the beam end from the column wall edge and the use of full-height side panels. The physical isolation between the beam and the column changes the force transmission path of the traditional joint, eliminates the triaxial stress concentration, not only enables the plastic hinge to move outward from the joint to the beam, but also eliminates the tear damage and damage of the traditional joint column flange. Deficiencies in dependence of joint rotational capacity on the weak plate area of the column web. Meet the design and principles of "strong columns and weak beams, strong nodes and weak members". At the same time, the node can be divided into two parts and prefabricated in the factory respectively. On-site installation only needs simple assembly, and the node structure is simple and highly assembling.

下面对本实用新型的破坏模式和节点的抗震性能进行说明。The failure modes of the utility model and the anti-seismic performance of the nodes are described below.

现以多腔钢管混凝土组合柱—钢梁U形刚接节点为列说明新型节点的力学性能。利用ABAQUS软件对节点进行有限元分析,节点柱为200x600的多腔钢管混凝土组合柱,梁采用H350x150x6x10的焊接工字钢,节点处双侧板以及盖板厚度均与梁翼缘同厚。有限元分析结果如下。The mechanical properties of the new type of joints are described by taking multi-cavity steel pipe concrete composite column-steel beam U-shaped rigid joints as a column. Using ABAQUS software to conduct finite element analysis on the joints, the joint column is a 200x600 multi-cavity concrete-filled steel pipe composite column, the beam is made of H350x150x6x10 welded I-beam, and the thickness of both side plates and cover plates at the joint is the same as that of the beam flange. The results of finite element analysis are as follows.

1.破坏模式1. Destruction mode

本实用新型的多腔钢管混凝土组合柱—钢梁刚性连接节点,由于采用多腔钢管混凝土组合柱,钢管对混凝土有较强的约束作用,柱身整体的承载力以及延性均比较好,实现了强柱弱梁,强节点弱构件的设计要求。本实用新型的连接节点的破坏顺序如图4-7所示。(1)当 水平外力作用时,节点区域梁端上下翼缘首先进入塑性,而盖板和侧板除了少部分应力集中区域屈服外,其余大部分区域钢材仍处于弹性阶段(如图4所示)。(2)随着外力增大,梁端先于其他部分首先出现塑性铰(如图5所示),此时盖板部分区域钢材屈服进入塑性阶段,而侧板除少部分应力集中区域外,大部分区域钢材仍处于弹性阶段。(3)由于钢材材料的强化作用,当外力荷载持续增大时,盖板两侧与侧板连接区域钢板剪切屈服,钢材进入塑性发展阶段,此时节点侧板大部分区域仍处于弹性阶段,只有少部分应力集中处钢板屈服(如图6所示)。(4)如图7所示,随着荷载的不断增加,结构最终破坏,此时梁端上下翼缘屈曲,而侧板仍只有部分进入塑性阶段,节点区域的侧板大部分仍处于弹性阶段。The multi-cavity steel pipe concrete composite column-steel beam rigid connection node of the utility model adopts the multi-cavity steel pipe concrete composite column, the steel pipe has a strong restraint effect on the concrete, and the overall bearing capacity and ductility of the column body are relatively good, realizing Design requirements for strong columns and weak beams, strong nodes and weak members. The destruction sequence of the connecting nodes of the present invention is shown in Figures 4-7. (1) When the horizontal external force acts, the upper and lower flanges of the beam ends in the joint area first enter into plasticity, while the cover plate and side plate except a small part of the stress concentration area yield, the steel in most other areas is still in the elastic stage (as shown in Figure 4 ). (2) As the external force increases, plastic hinges first appear at the end of the beam before other parts (as shown in Figure 5). At this time, the steel in some areas of the cover plate yields and enters the plastic stage, while the side plate except for a small part of the stress concentration area, most of the Regional steel is still in the elastic phase. (3) Due to the strengthening effect of the steel material, when the external force load continues to increase, the steel plate in the connection area between the two sides of the cover plate and the side plate yields in shear, and the steel enters the plastic development stage. At this time, most of the joint side plate is still in the elastic stage , only a small part of the stress concentration of the steel plate yields (as shown in Figure 6). (4) As shown in Figure 7, as the load continues to increase, the structure eventually fails. At this time, the upper and lower flanges of the beam end buckle, but only part of the side plate enters the plastic stage, and most of the side plates in the joint area are still in the elastic stage .

2.节点的抗震性能2. Seismic performance of nodes

根据抗震概念设计原则,结构应具备多道抗震设防线,避免因部分构件破坏而导致整体体系破坏,同时也要求结构应具备必要的强度、良好的变形能力和耗能能力。本实用新型的刚性连接节点,采用柱与梁端隔离的方式,通过全高度侧板以及盖板构成的节点连接件来传递梁端弯矩以及剪力。According to the principle of seismic concept design, the structure should have multiple seismic fortification lines to avoid the damage of the whole system due to the damage of some components. At the same time, it is also required that the structure should have the necessary strength, good deformation capacity and energy dissipation capacity. The rigid connection node of the utility model adopts the method of isolating the column and the beam end, and transmits the beam end bending moment and shear force through the node connector composed of the full-height side plate and the cover plate.

由于上述的破坏顺序,当地震作用时,梁端首先出现塑性铰,消耗一定的地震能量,之后盖板剪切屈服,进一步耗散地震能量,最终破坏时,节点区域侧板只是部分屈服进入塑性,大部分仍处于弹性阶段。整体结构满足“强柱弱梁,强节点弱构件”的设计原则。Due to the above failure sequence, when an earthquake acts, a plastic hinge first appears at the end of the beam, which consumes a certain amount of seismic energy, and then the cover plate shears and yields to further dissipate the seismic energy. , most are still in the elastic stage. The overall structure meets the design principle of "strong columns and weak beams, strong nodes and weak members".

延性是指结构或破坏之前,其承载力无显著降低的条件下经受非弹性变形能力,在结构的抗震设计中,延性指标是一个重要特性。多腔钢管混凝土组合柱—钢梁U形刚接节点的层间位移角为7%—10%,满足我国规范要求。Ductility refers to the ability of a structure to withstand inelastic deformation without a significant reduction in its bearing capacity before failure. In the seismic design of structures, the ductility index is an important characteristic. The interstory displacement angle of multi-cavity steel pipe concrete composite column-steel beam U-shaped rigid joint is 7%-10%, which meets the requirements of my country's code.

当结构处于地震作用时,结构有一个能量吸收和耗散的持续过程。当结构进入弹塑性状态时,其抗震性能主要取决于构件耗能能力。滞回曲线中加载阶段曲线所包围的面积可以反映结构吸收能量的大小;而卸载时的曲线与加载时曲线所包围的面积即为耗散能量。这些能 量是通过材料的内摩阻或局部损伤而将能量变为热能散失到空间中去。散失的能量越多,结构破坏的可能性越小。由于上述的节点破坏顺序,梁端以及盖板先后耗散大量地震能量,最终保证节点的具有较好的耗能能力。如图8所示,节点的滞回曲线饱满,没有明显的捏缩现象,耗散大量地震能量,节点的耗能能力好,具有较强的抗震性能。When a structure is under seismic action, the structure has a continuous process of energy absorption and dissipation. When the structure enters the elastic-plastic state, its seismic performance mainly depends on the energy dissipation capacity of the components. The area enclosed by the curve in the loading stage in the hysteresis curve can reflect the amount of energy absorbed by the structure; while the area enclosed by the unloading curve and the loading curve is the dissipated energy. These energies are converted into heat energy and dissipated into space through internal friction or local damage of the material. The more energy that is dissipated, the less likely it is that the structure will fail. Due to the above-mentioned node failure sequence, the beam end and the cover plate successively dissipate a large amount of seismic energy, which finally ensures that the node has a better energy dissipation capacity. As shown in Figure 8, the hysteresis curve of the node is full, without obvious pinching phenomenon, and dissipates a large amount of seismic energy. The energy dissipation capacity of the node is good, and it has strong seismic performance.

Claims (7)

1. a kind of band side plate bolt node for eccentric beam column is it is characterised in that include being arranged on multi-cavity steel tube concrete group First steel plate (3) of zygostyle both sides and the second steel plate (4), wherein, first paragraph steel plate that the first steel plate (3) inclusion is connected, the Two-stage nitration steel plate and the 3rd section of steel plate, first paragraph steel plate and the 3rd section of steel plate are symmetricly set on second segment steel plate both sides, first paragraph steel Plate, the 3rd section of steel plate are inclined at the two ends of second segment steel plate, and the opposite side wall of multi-cavity steel tube concrete coupled column also sets It is equipped with the 3rd steel plate (5), first paragraph steel plate, the two ends of the 3rd section of steel plate are all contacted with the 3rd steel plate (5), the 3rd section of steel plate, Three steel plates (5) are all parallel with the second steel plate (4);Otic placode (7), otic placode (7) and second are provided with girder steel top flange, lower flange Steel plate (4), the 3rd steel plate (5) are connected, and the web both sides of girder steel are symmetrically arranged with angle cleat (6);
Described multi-cavity steel tube concrete coupled column includes the sleeper positioned at two ends, is provided with parallel abdomen between two sleeper Plate, is connected by dividing plate between web;
Described first steel plate (3), the second steel plate (4) are all welded on multi-cavity steel tube concrete coupled column by weld seam.
2. a kind of band side plate bolt node for eccentric beam column according to claim 1 is it is characterised in that described girder steel Top flange top arranges two parallel otic placodes (7) along its length, and girder steel lower flange bottom arranges two along its length Parallel otic placode (7).
3. a kind of band side plate bolt node for eccentric beam column according to claim 1 is it is characterised in that the described 3rd Hole is all offered on steel plate (5), otic placode (7) and angle cleat (6), otic placode (7) is connected by bolt with the 3rd steel plate (5), even Connect angle steel (6) to be connected by bolt with the 3rd steel plate (5).
4. a kind of band side plate bolt node for eccentric beam column according to claim 1 is it is characterised in that described girder steel For steel I-beam.
5. a kind of band side plate bolt node for eccentric beam column according to claim 4 is it is characterised in that described girder steel End be provided with ribbed stiffener.
6. a kind of band side plate bolt node for eccentric beam column according to claim 1 is it is characterised in that the described 3rd It is provided with ribbed stiffener between steel plate (5) and the second steel plate (4).
7. a kind of band side plate bolt node for eccentric beam column according to claim 6 is it is characterised in that described put more energy into Rib top and bottom are provided with cover plate (9).
CN201620471840.0U 2016-05-20 2016-05-20 A take curb plate bolt node for eccentric beam column Expired - Fee Related CN205975968U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201620471840.0U CN205975968U (en) 2016-05-20 2016-05-20 A take curb plate bolt node for eccentric beam column

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201620471840.0U CN205975968U (en) 2016-05-20 2016-05-20 A take curb plate bolt node for eccentric beam column

Publications (1)

Publication Number Publication Date
CN205975968U true CN205975968U (en) 2017-02-22

Family

ID=58020005

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201620471840.0U Expired - Fee Related CN205975968U (en) 2016-05-20 2016-05-20 A take curb plate bolt node for eccentric beam column

Country Status (1)

Country Link
CN (1) CN205975968U (en)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105839779A (en) * 2016-05-20 2016-08-10 西安建筑科技大学 Bolted joint with side plate used for eccentric beam column and assembly method for bolted joint
CN108149794A (en) * 2018-01-17 2018-06-12 沈阳建筑大学 The multi-functional sizing protection canopy of assembled and its assemble method
CN108179895A (en) * 2018-01-17 2018-06-19 沈阳建筑大学 One-shot job canopy can be assembled
CN110130494A (en) * 2019-06-10 2019-08-16 西安建筑科技大学 Beam end torsion joints with double-sided plate-type single-sided bolt connection
CN111335460A (en) * 2020-03-30 2020-06-26 华电郑州机械设计研究院有限公司 A bolted prefabricated concrete connection point structure

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105839779A (en) * 2016-05-20 2016-08-10 西安建筑科技大学 Bolted joint with side plate used for eccentric beam column and assembly method for bolted joint
CN108149794A (en) * 2018-01-17 2018-06-12 沈阳建筑大学 The multi-functional sizing protection canopy of assembled and its assemble method
CN108179895A (en) * 2018-01-17 2018-06-19 沈阳建筑大学 One-shot job canopy can be assembled
CN110130494A (en) * 2019-06-10 2019-08-16 西安建筑科技大学 Beam end torsion joints with double-sided plate-type single-sided bolt connection
CN111335460A (en) * 2020-03-30 2020-06-26 华电郑州机械设计研究院有限公司 A bolted prefabricated concrete connection point structure

Similar Documents

Publication Publication Date Title
CN205975968U (en) A take curb plate bolt node for eccentric beam column
CN105821961B (en) A kind of tee girder column connected node
CN105863056B (en) A kind of dual-sided board bolt joint and assembly method for beam column
CN101265724B (en) Joints between steel-plated square concrete-filled steel tube columns and I-beams
CN105821968B (en) Multi-cavity steel tube concrete coupled column and girder steel U-shaped connecting node and assembly method
CN105839793A (en) Rigid connection joint of multi-cavity concrete-filled steel tube composite column and steel beam as well as assembly method
CN106049671A (en) Fabricated steel frame and steel plate shear wall structure replaceable after earthquake
CN104251038A (en) Encased steel plate-concrete composite coupling beam and construction method thereof
CN102635166A (en) Connecting node of square steel pipe column and H-shaped steel beams
CN106638957B (en) Cold formed steel structure external wall of house structural system
CN105863080B (en) A kind of bilateral plate node and assembly method by lower flange connection
CN105863081B (en) Multi-cavity steel tube concrete coupled column and girder steel bolt connection node and assembly method
CN106869567A (en) A kind of energy-dissipating type cold-formed thin-walled steel pipe concrete Lateral Resistant System
CN108755955A (en) Reinforcement structure between light gauge cold-formed steel shape house longitudinal cross wall
CN106436926A (en) Square steel tube column-H-shaped steel beam end-plate connecting node
CN105863082B (en) T shapes run through iris type multi-chamber concrete filled steel tube coupled column steel beam joint and assembly method
CN205677091U (en) A kind of bolted dual-sided board node
CN205677077U (en) Multi-cavity steel tube concrete coupled column is connected node with girder steel U-shaped
CN209670066U (en) A kind of laterally attached angle-steel reinforced assembled beam-column node
CN205637172U (en) Multicavity steel pipe -concrete composite post and girder steel bolted connection node
CN205712508U (en) Run through iris type multi-chamber concrete filled steel tube coupled column steel beam joint
CN205637170U (en) Multicavity steel pipe -concrete composite post and girder steel rigid connection node
CN107780564B (en) A kind of assembled ribbing steel plate-shear wall
CN106013466A (en) Double-side-plate joint in bolted connection and assembling method
CN205712476U (en) A kind of dual-sided board bolt joint for beam column

Legal Events

Date Code Title Description
C14 Grant of patent or utility model
GR01 Patent grant
CF01 Termination of patent right due to non-payment of annual fee
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20170222