CN105863056B - A kind of dual-sided board bolt joint and assembly method for beam column - Google Patents
A kind of dual-sided board bolt joint and assembly method for beam column Download PDFInfo
- Publication number
- CN105863056B CN105863056B CN201610343601.1A CN201610343601A CN105863056B CN 105863056 B CN105863056 B CN 105863056B CN 201610343601 A CN201610343601 A CN 201610343601A CN 105863056 B CN105863056 B CN 105863056B
- Authority
- CN
- China
- Prior art keywords
- steel plate
- steel
- section
- plate
- segment
- 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
Links
- 238000000034 method Methods 0.000 title claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 386
- 239000010959 steel Substances 0.000 claims abstract description 386
- 239000003351 stiffener Substances 0.000 claims description 14
- 238000005192 partition Methods 0.000 claims description 4
- 241001669679 Eleotris Species 0.000 claims 2
- 210000001015 abdomen Anatomy 0.000 claims 1
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 239000002689 soil Substances 0.000 claims 1
- 239000002131 composite material Substances 0.000 abstract description 38
- 238000009434 installation Methods 0.000 abstract description 11
- 238000003466 welding Methods 0.000 abstract description 6
- 230000006378 damage Effects 0.000 description 11
- 238000010586 diagram Methods 0.000 description 8
- 230000005540 biological transmission Effects 0.000 description 5
- 238000010276 construction Methods 0.000 description 5
- 230000007812 deficiency Effects 0.000 description 4
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 238000000926 separation method Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000032798 delamination Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000002955 isolation Methods 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 229910000746 Structural steel Inorganic materials 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000033228 biological regulation Effects 0.000 description 1
- 238000010924 continuous production Methods 0.000 description 1
- 238000005034 decoration Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/185—Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Joining Of Building Structures In Genera (AREA)
Abstract
一种用于梁柱的双侧板螺栓节点及装配方法，包括对称焊接于多腔钢管混凝土组合柱两侧的第一钢板和第二钢板，第一钢板和第二钢板结构相同；第一钢板包括第一段钢板、第二段钢板、第三段钢板和第四段钢板，第一段钢板和第三段钢板对称倾斜设置在第二段钢板两侧，第一段钢板、第三段钢板的端部均设置有与第二段钢板相平行的第四段钢板；钢梁上翼缘、下翼缘上均设置有耳板，耳板与第四段钢板相连，钢梁的腹板两侧对称设置有连接角钢。本发明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。
A double-side plate bolt joint and assembly method for beams and columns, including a first steel plate and a second steel plate symmetrically welded on both sides of a multi-cavity concrete-filled steel tube composite column, the first steel plate and the second steel plate have the same structure; the first steel plate Including the first steel plate, the second steel plate, the third steel plate and the fourth steel plate, the first steel plate and the third steel plate are arranged symmetrically and obliquely on both sides of the second steel plate, the first steel plate, the third steel plate The ends of the steel beams are provided with the fourth section of steel plates parallel to the second section of steel plates; the upper and lower flanges of the steel beams are provided with ear plates, the ear plates are connected with the fourth section of steel plates, and the webs of the steel beams are symmetrical on both sides Set with connection angles. The joints of the invention have a high degree of assembly, and the multi-cavity steel pipe concrete composite columns, steel plates, steel beams, lug plates and connecting angle steels can all be prefabricated in the factory, reducing the welding workload of installation, and only needing positioning and assembly for on-site installation. The node form is simple, the degree of assembly is high, and the installation is convenient and quick.
Description
技术领域technical field
本发明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，具体涉及一种用于梁柱的双侧板螺栓节点及装配方法。The invention relates to a multi-cavity steel pipe concrete composite column structure system in the technical field of construction engineering, in particular to a double-side plate bolt joint and an assembly method for a beam column.
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.
发明内容Contents of the invention
本发明针对现有技术的不足，提供了一种用于梁柱的双侧板螺栓节点及装配方法，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 present invention provides a double-side plate bolt joint and assembly method for 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 "strong column weak beam, strong Based on the design principle of "weak component of nodes", the structure of nodes is simple, the force transmission is clear, and the degree of assembly is high.
为实现上述目的，本发明通过以下技术方案实现。In order to achieve the above object, the present invention is achieved through the following technical solutions.
一种用于梁柱的双折板螺栓连接节点，包括对称焊接于多腔钢管混凝土组合柱两侧的第一钢板和第二钢板，第一钢板和第二钢板结构相同；第一钢板包括第一段钢板、第二段钢板、第三段钢板和第四段钢板，第一段钢板和第三段钢板对称倾斜设置在第二段钢板两侧，第一段钢板、第三段钢板的端部均设置有与第二段钢板相平行的第四段钢板；钢梁上翼缘、下翼缘上均设置有耳板，耳板与第四段钢板相连，钢梁的腹板两侧对称设置有连接角钢。A double-folded plate bolt connection node for beam-column, comprising a first steel plate and a second steel plate symmetrically welded on both sides of a multi-cavity steel pipe concrete composite column, the first steel plate and the second steel plate have the same structure; the first steel plate includes the second steel plate The first steel plate, the second steel plate, the third steel plate and the fourth steel plate, the first steel plate and the third steel plate are arranged symmetrically and obliquely on both sides of the second steel plate, and the ends of the first steel plate and the third steel plate are There is a fourth section of steel plate parallel to the second section of steel plate; ear plates are provided on the upper and lower flanges of the steel beam, and the ear plates are connected with the fourth section of steel plate, and the web of the steel beam is symmetrically arranged on both sides. Connect angle iron.
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.
所述第四段钢板、耳板和连接角钢上均开设有孔，耳板与第四段钢板通过高强螺栓相连，连接角钢与第四段钢板通过高强螺栓相连。The fourth steel plate, the ear plate and the connecting angle steel are all provided with holes, the ear plate is connected with the fourth steel plate through high-strength bolts, and the connecting angle steel is connected with the fourth steel plate through high-strength bolts.
所述钢梁为工字钢梁，并且钢梁的端部设置有加劲肋。The steel beam is an I-shaped steel beam, and the ends of the steel beam are provided with stiffeners.
第一钢板的第四段钢板与第二钢板的第四段钢板平行设置，并且第一钢板的第四段钢板与第二钢板的第四段钢板之间设置有加劲肋。The fourth steel plate of the first steel plate is arranged parallel to the fourth steel plate of the second steel plate, and a stiffener is arranged between the fourth steel plate of the first steel plate and the fourth steel plate of the second steel plate.
所述加劲肋的两端还与第一钢板的第一段钢板、第二钢板的第一段钢板的端部相连。The two ends of the stiffener are also connected with the ends of the first section of the steel plate of the first steel plate and the first section of the steel plate of the second steel plate.
一种用于梁柱的双折板螺栓连接节点，在多腔钢管混凝土组合柱两侧通过焊缝设置结构相同的第一钢板和第二钢板，第一段钢板和第三段钢板对称倾斜设置在第二段钢板两侧，第一钢板包括第一段钢板、第二段钢板、第三段钢板和第四段钢板，第一段钢板、第三段钢板倾斜设置在第二段钢板的两端，然后在第一钢板的第四段钢板与第二钢板的第四段钢板之间设置加劲肋，得到预制好的多腔钢管混凝土组合柱；A double-folded plate bolt connection node for beams and columns, the first steel plate and the second steel plate with the same structure are arranged through welds on both sides of the multi-cavity steel pipe concrete composite column, and the first steel plate and the third steel plate are arranged symmetrically and obliquely On both sides of the second steel plate, the first steel plate includes the first steel plate, the second steel plate, the third steel plate and the fourth steel plate, the first steel plate and the third steel plate are obliquely arranged on the two sides of the second steel plate end, and then a stiffener is set between the fourth steel plate of the first steel plate and the fourth steel plate of the second steel plate to obtain a prefabricated multi-cavity steel tube concrete composite column;
在钢梁上翼缘顶部沿长度方向设置两个相平行的耳板，在钢梁下翼缘底部沿长度方向设置两个相平行的耳板，在钢梁的腹板两侧对称设置有连接角钢，得到预制好的钢梁；Set two parallel ear plates along the length direction on the top of the upper flange of the steel beam, set two parallel ear plates along the length direction on the bottom of the lower flange of the steel beam, and set connecting angle steel symmetrically on both sides of the web of the steel beam. Get prefabricated steel beams;
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，再将预制好的钢梁吊装到节点区域，通过螺栓将耳板与第一钢板的第四段钢板、第二钢板的第四段钢板相连，将钢梁两侧的连接角钢与第一钢板的第四段钢板、第二钢板的第四段钢板相连，完成装配。Then transport the prefabricated multi-cavity concrete-filled steel tube composite columns and steel beams to the site, pour concrete into the multi-cavity steel tube concrete composite columns, and then hoist the prefabricated steel beams to the joint area, and connect the lug plates to the first through bolts. The fourth steel plate of the steel plate and the fourth steel plate of the second steel plate are connected, and the connecting angle steel on both sides of the steel beam is connected with the fourth steel plate of the first steel plate and the fourth steel plate of the second steel plate to complete the assembly.
与现有技术相比，本发明的有益效果体现在：Compared with the prior art, the beneficial effects of the present invention are reflected in:
(1)本发明通过在组合柱两侧设置结构相同的第一钢板和第二钢板，在钢梁上翼缘和下翼缘上设置耳板，将第一钢板的第四段钢板进和第二钢板的加劲肋之间设置钢梁，并使耳板与第一钢板的第四段钢板和第二钢板的第四段钢板相连，钢梁的腹板两侧对称设置连接角钢，完成柱梁节点的装配，本发明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) In the present invention, the first steel plate and the second steel plate with the same structure are arranged on both sides of the composite column, and ear plates are arranged on the upper flange and the lower flange of the steel beam, and the fourth steel plate of the first steel plate is inserted into the second steel plate Set steel beams between the stiffeners, and connect the ear plate with the fourth steel plate of the first steel plate and the fourth steel plate of the second steel plate, and set connecting angle steel symmetrically on both sides of the web of the steel beam to complete the column-beam joint. Assembling, in the present invention, the multi-cavity concrete-filled steel tube column and the steel beam double-side slab rigid connection node connection mode and force transmission mode are unique, due to the separation of the beam end from the column wall and the use of full-height side slabs. 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)由于钢梁只通过第四段钢板、耳板以及连接角钢将弯矩剪力传递给第一钢板和第四段钢板，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 fourth steel plate through the fourth steel plate, lug plate and connecting angle steel, the steel beam can be separated from the column end, reducing the net span of the steel beam , can reduce the height of steel beams to a certain extent, and meet the needs of residential users for residential functions.
(4)本发明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。本发明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 present invention have a high degree of assembly, and the multi-cavity steel pipe concrete composite columns, steel plates, steel beams, ear plates and connecting angles can all be prefabricated in the factory, reducing the welding workload of installation, and only needing positioning and assembly for on-site installation. 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 invention 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，该种节点适用于柱宽远大于梁宽的情况。Furthermore, this type of joint is suitable for the case where the column width is much larger than the beam width.
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；Fig. 1 is the schematic diagram of prefabricated multi-cavity concrete filled steel tube composite column;
图2为预制钢梁的示意图。Figure 2 is a schematic diagram of a prefabricated steel beam.
图3为本发明的装配示意图。Fig. 3 is a schematic diagram of assembly of the present invention.
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为第四段钢板，6为连接角钢，7为耳板，8为加劲肋。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 fourth steel plate, 6 is the connecting angle steel, 7 is the lug plate, and 8 is the stiffener .
具体实施方式Detailed ways
下面结合附图对本发明的实施例作详细说明：本实施例在本发明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，但本发明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 invention is described in detail: present embodiment implements under the premise of the technical scheme of the present invention, has provided detailed implementation mode and concrete operation process, but protection scope of the present invention is not limited to the following the embodiment.
参见图3，本发明包括焊接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，第一钢板3与第二钢板4对称设置，并且第一钢板3与第二钢板4结构相同。其中，第一钢板3包括第一段钢板、第二段钢板、第三段钢板和第四段钢板5，第一段钢板和第三段钢板对称设置在第二段钢板两侧，并且第一段钢板、第三段钢板倾斜设置在第二段钢板的两端，第一段钢板、第三段钢板的端部均设置有与第二段钢板相平行的第四段钢板5；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，第一钢板3的第四段钢板与第二钢板4的第四段钢板平行设置，并且第一钢板的第四段钢板与第二钢板4的第四段钢板之间设置有加劲肋8，并且加劲肋8两端还与第一钢板的第一段钢板、第二钢板的第一段钢板的端部相连。Referring to Fig. 3, the present invention includes the first steel plate 3 and the second steel plate 4 welded on both sides of the multi-cavity steel pipe concrete composite column, that is, the two steel plates are arranged on both sides of the multi-cavity steel pipe concrete composite column, the first steel plate 3 and the second steel plate The steel plates 4 are arranged symmetrically, and the first steel plate 3 and the second steel plate 4 have the same structure. Wherein, the first steel plate 3 comprises a first section steel plate, a second section steel plate, a third section steel plate and a fourth section steel plate 5, the first section steel plate and the third section steel plate are arranged symmetrically on both sides of the second section steel plate, and the first The section steel plate and the third section steel plate are obliquely arranged at the two ends of the second section steel plate, and the ends of the first section steel plate and the third section steel plate are all provided with a fourth section steel plate 5 parallel to the second section steel plate; 3 and the second steel plate 4 are installed on the multi-cavity steel pipe concrete composite column through fillet welds, the fourth steel plate of the first steel plate 3 is set in parallel with the fourth steel plate of the second steel plate 4, and the fourth steel plate of the first steel plate Stiffeners 8 are arranged between the section steel plate and the fourth section steel plate of the second steel plate 4, and both ends of the stiffener 8 are also connected with the ends of the first section steel plate of the first steel plate and the first section steel plate of the second steel plate.
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；第一钢板的第四段钢板、第二钢板的第四段钢板、耳板7和连接角钢6上均开设有孔，钢梁一侧的耳板7通过高强螺栓与第一钢板的第四段钢板5相连，另一侧的耳板7通过高强螺栓与第二钢板4的第四段钢板相连，钢梁的腹板一侧的连接角钢6通过螺栓与第一钢板的第四段钢板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的第四段钢板相连。The top of the upper flange of the steel beam is provided with two parallel ear plates 7 along the length direction, and the bottom of the lower flange of the steel beam is provided with two parallel ear plates 7 along the length direction; the fourth steel plate of the first steel plate, the second steel plate of the second steel plate There are holes in the four-segment steel plate, ear plate 7 and connecting angle steel 6, the ear plate 7 on one side of the steel beam is connected with the fourth steel plate 5 of the first steel plate by high-strength bolts, and the ear plate 7 on the other side is connected by high-strength bolts Connected with the fourth steel plate of the second steel plate 4, the connecting angle steel 6 on the web side of the steel beam is connected with the fourth steel plate 5 of the first steel plate through bolts, and the connecting angle steel 6 on the other side of the web of the steel beam is passed The bolt is connected with the fourth section steel plate of the second steel plate 4 .
本发明中钢梁通过第一钢板的第四段钢板、第二钢板的第四段钢板、耳板连接于多腔钢管混凝土组合柱两侧的钢板的外伸端。In the present invention, the steel beam is connected to the outstretched ends of the steel plates on both sides of the multi-cavity concrete-filled steel pipe composite column through the fourth steel plate of the first steel plate, the fourth steel plate of the second steel plate, and the lug plate.
第一段钢板、第三段钢板与第二段钢板所成的角度根据横梁具体的尺寸设定。The angles formed by the first steel plate, the third steel plate and the second steel plate are set according to the specific size of the beam.
本发明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，混凝土浇筑其中。The multi-cavity steel pipe concrete composite column in the present invention includes hidden columns located at both ends, parallel webs are arranged between the two hidden columns, and the webs are connected by partitions, and concrete is poured into them.
所述钢梁为工字钢梁，并且钢梁与组合柱连接的端部设置有加劲肋。The steel beam is an I-shaped steel beam, and the end of the steel beam connected to the composite column is provided with a stiffener.
上述一种用于梁柱的双侧板螺栓节点的装配方法，参见图1，将第一钢板3和第二钢板4通过焊缝焊接在多腔钢管混凝土组合柱两侧，第一钢板3与第二钢板4对称设置，并且结构相同，按照设计在第一钢板的第四段钢板和第二钢板的加劲肋上开设螺纹孔，第四段钢板5与第二钢板4平行，然后在第四段钢板5与第二钢板4之间设置加劲肋8，得到预制好的多腔钢管混凝土组合柱；参见图2，先在钢梁上翼缘两侧沿长度方向设置两个相平行的耳板7，钢梁下翼缘两侧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，将钢梁一侧的耳板7通过高强螺栓与第一钢板的第四段钢板5相连，另一侧的耳板7通过高强螺栓与第二钢板4的第四段钢板相连，钢梁的腹板一侧的连接角钢6通过高强螺栓与第一钢板的第四段钢板5相连，钢梁的腹板另一侧的连接角钢6通过高强螺栓与第二钢板4的第四段钢板相连，完成装配。The above-mentioned assembly method for double-sided plate bolt joints of beams and columns, referring to Fig. 1, welds the first steel plate 3 and the second steel plate 4 on both sides of the multi-cavity steel pipe concrete composite column through weld seams, the first steel plate 3 and the second steel plate 4 The second steel plate 4 is arranged symmetrically and has the same structure. According to the design, threaded holes are opened on the fourth steel plate of the first steel plate and the stiffener of the second steel plate. The fourth steel plate 5 is parallel to the second steel plate 4, and then the fourth A stiffener 8 is set between the segment steel plate 5 and the second steel plate 4 to obtain a prefabricated multi-cavity concrete-filled steel tube composite column; referring to Fig. 2, two parallel lug plates 7 are first arranged along the length direction on both sides of the upper flange of the steel beam, Two parallel lugs 7 are arranged along the length direction on both sides of the lower flange of the steel beam, and connecting angle steels 6 are arranged symmetrically on both sides of the web of the steel beam, that is, one connecting angle steel 6 is arranged on one side of the web of the steel beam to obtain a prefabricated Good steel beams; see Figure 3, then transport the prefabricated multi-cavity concrete-filled steel pipe composite columns and steel beams to the site, pour concrete into the multi-cavity steel pipe concrete composite columns, and then place the prefabricated steel beams from top to bottom Hoist to the node area, connect the ear plate 7 on one side of the steel beam with the fourth steel plate 5 of the first steel plate through high-strength bolts, and connect the ear plate 7 on the other side with the fourth steel plate of the second steel plate 4 through high-strength bolts The connecting angle steel 6 on one side of the web of the steel beam is connected with the fourth steel plate 5 of the first steel plate through high-strength bolts, and the connecting angle steel 6 on the other side of the web of the steel beam is connected with the fourth steel plate 4 of the second steel plate through high-strength bolts. The steel plates are connected to complete the assembly.
本发明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。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，将耳板与两侧的钢板的第四段钢板连接，固定钢梁的位置。In the present invention, 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. 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, and the ear plate is connected with the fourth steel plate of the steel plates on both sides. Fix the position of the steel beam.
本发明节点有两大创新：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 inventive joint has two major innovations: the separation of the beam ends from the column flanges 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 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". 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.
下面对本发明的破坏模式和节点的抗震性能进行说明。The failure modes of the present invention and the 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
本发明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。本发明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 present invention 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 strong Design requirements for column-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。本发明的刚性连接节点，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 present invention 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 (6)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610343601.1A CN105863056B (en) | 2016-05-20 | 2016-05-20 | A kind of dual-sided board bolt joint and assembly method for beam column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610343601.1A CN105863056B (en) | 2016-05-20 | 2016-05-20 | A kind of dual-sided board bolt joint and assembly method for beam column |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105863056A CN105863056A (en) | 2016-08-17 |
| CN105863056B true CN105863056B (en) | 2018-07-10 |
Family
ID=56635531
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610343601.1A Expired - Fee Related CN105863056B (en) | 2016-05-20 | 2016-05-20 | A kind of dual-sided board bolt joint and assembly method for beam column |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105863056B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106968338A (en) * | 2017-04-24 | 2017-07-21 | 西安建筑科技大学 | A kind of full bolting steel coupling beam of assembled bilateral template |
| CN107090910A (en) * | 2017-05-22 | 2017-08-25 | 郎佃富 | A kind of steel girt strip nodal connection device |
| CN110468966B (en) * | 2019-08-29 | 2021-08-24 | 内蒙古科技大学 | Joints between steel plate concrete walls and steel beams based on prefabricated crossed U-shaped connectors |
| CN111119334A (en) * | 2020-01-07 | 2020-05-08 | 重庆大学 | Replaceable coupling beam-shear wall node and post-manufacturing method thereof |
| US10900215B1 (en) | 2020-03-24 | 2021-01-26 | King Saud University | Reinforced joint for beam-column connection |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10252142A (en) * | 1997-03-10 | 1998-09-22 | Kawasaki Steel Corp | Joint structure of steel members |
| CN102995758A (en) * | 2012-12-14 | 2013-03-27 | 金天德 | Rigid-connection node of combined steel-pipe concrete column and steel beam |
| CN105569191A (en) * | 2016-01-23 | 2016-05-11 | 安徽鸿路钢结构(集团)股份有限公司 | Steel-encased concrete composite beam-steel pipe column connection joint |
| CN205712476U (en) * | 2016-05-20 | 2016-11-23 | 西安建筑科技大学 | A kind of dual-sided board bolt joint for beam column |
-
2016
- 2016-05-20 CN CN201610343601.1A patent/CN105863056B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10252142A (en) * | 1997-03-10 | 1998-09-22 | Kawasaki Steel Corp | Joint structure of steel members |
| CN102995758A (en) * | 2012-12-14 | 2013-03-27 | 金天德 | Rigid-connection node of combined steel-pipe concrete column and steel beam |
| CN105569191A (en) * | 2016-01-23 | 2016-05-11 | 安徽鸿路钢结构(集团)股份有限公司 | Steel-encased concrete composite beam-steel pipe column connection joint |
| CN205712476U (en) * | 2016-05-20 | 2016-11-23 | 西安建筑科技大学 | A kind of dual-sided board bolt joint for beam column |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105863056A (en) | 2016-08-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101265724B (en) | Joints between steel-plated square concrete-filled steel tube columns and I-beams | |
| CN105821961B (en) | A kind of tee girder column connected node | |
| CN204551758U (en) | For the sticking board type mental node that girder steel, bracing members are connected with Flat steel pipe concrete column | |
| CN105863056B (en) | A kind of dual-sided board bolt joint and assembly method for beam column | |
| CN105839793A (en) | Rigid connection joint of multi-cavity concrete-filled steel tube composite column and steel beam as well as assembly method | |
| CN105821968B (en) | Multi-cavity steel tube concrete coupled column and girder steel U-shaped connecting node and assembly method | |
| CN205975968U (en) | A take curb plate bolt node for eccentric beam column | |
| CN103790243A (en) | Steel rib concrete cross-shaped column-steel beam connecting joint | |
| CN106436926A (en) | Square steel tube column-H-shaped steel beam end-plate connecting node | |
| 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 | |
| CN108755955A (en) | Reinforcement structure between light gauge cold-formed steel shape house longitudinal cross wall | |
| 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 | |
| CN205637170U (en) | Multicavity steel pipe -concrete composite post and girder steel rigid connection node | |
| CN205712508U (en) | Run through iris type multi-chamber concrete filled steel tube coupled column steel beam joint | |
| CN205637172U (en) | Multicavity steel pipe -concrete composite post and girder steel bolted connection node | |
| CN205637122U (en) | T beam -column connecting joint that appears | |
| CN205712476U (en) | A kind of dual-sided board bolt joint for beam column | |
| CN106013466A (en) | Double-side-plate joint in bolted connection and assembling method | |
| CN205637143U (en) | A bolted connection node for eccentric beam column | |
| CN205637171U (en) | Two curb plate nodes through lower flange connection | |
| CN105604194A (en) | Through angle steel type square steel tube concrete column and H-shaped steel beam connection node | |
| CN106759885A (en) | Cold formed steel structure house inner wall structural system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| 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: 20180710 |