CN105863080B - A kind of bilateral plate node and assembly method by lower flange connection - Google Patents
A kind of bilateral plate node and assembly method by lower flange connection Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 12
- 230000002146 bilateral effect Effects 0.000 title 1
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 209
- 239000010959 steel Substances 0.000 claims abstract description 209
- 239000002131 composite material Substances 0.000 claims abstract description 45
- 238000003466 welding Methods 0.000 claims description 11
- 238000005192 partition Methods 0.000 claims description 4
- 230000006378 damage Effects 0.000 abstract description 13
- 230000005540 biological transmission Effects 0.000 abstract description 7
- 230000007812 deficiency Effects 0.000 abstract description 5
- 238000000926 separation method Methods 0.000 abstract description 4
- 238000002955 isolation Methods 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 8
- 238000009434 installation Methods 0.000 description 7
- 238000010276 construction Methods 0.000 description 5
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 4
- 239000000463 material Substances 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
- 230000035515 penetration Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 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
- 239000003351 stiffener Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2415—Brackets, gussets, joining plates
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2454—Connections between open and closed section profiles
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Abstract
一种通过下翼缘连接的双侧板节点及装配方法，包括设置在多腔钢管混凝土组合柱两侧的钢板，两个钢板底部之间通过边底板相连；钢梁上翼缘设置有上盖板，钢梁下翼缘底部开设有通孔，钢梁下翼缘设置在边底板上，上盖板与钢板相连，钢梁的腹板两侧对称设置有连接角钢。本发明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。
A double-sided plate joint connected by a lower flange and an assembly method thereof, comprising steel plates arranged on both sides of a multi-cavity concrete-filled steel tube composite column, the bottoms of the two steel plates are connected by side bottom plates; the upper flange of the steel beam is provided with an upper cover plate, A through hole is opened at the bottom of the lower flange of the steel beam, the lower flange of the steel beam is arranged on the side bottom plate, the upper cover plate is connected with the steel plate, and connecting angle steels are arranged symmetrically on both sides of the web of the steel beam. The multi-cavity steel pipe concrete column and the double side plate of the steel beam in the present invention have a unique joint connection mode and force transmission mode due to the separation of the beam end from the column wall and the use of the full-height side plate. 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.
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结构，具体涉及一种通过下翼缘连接的双侧板节点及装配方法。The invention relates to a multi-cavity steel pipe concrete composite structure in the technical field of construction engineering, in particular to a double-side plate node connected by a lower flange and an assembly method.
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，提供了一种通过下翼缘连接的双侧板节点及装配方法，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-sided plate joint connected by the lower flange and an assembly method. By adopting the separation of the beam end from the column wall edge 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.
一种通过下翼缘连接的双侧板节点，包括设置在多腔钢管混凝土组合柱两侧的钢板，两个钢板底部之间通过边底板相连；钢梁上翼缘设置有上盖板，钢梁下翼缘底部开设有通孔，钢梁下翼缘设置在边底板上，上盖板与钢板相连，钢梁的腹板两侧对称设置有连接角钢。A double-sided slab joint connected by the lower flange, including steel plates arranged on both sides of the multi-cavity steel pipe concrete composite column, the bottoms of the two steel plates are connected by side bottom plates; the upper flange of the steel beam is provided with an upper cover plate, and the lower A through hole is opened at the bottom of the flange, the lower flange of the steel beam is set on the side bottom plate, the upper cover plate is connected with the steel plate, and connecting angle steels are arranged symmetrically on both sides of the web 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.
所述钢板通过焊缝设置在多腔钢管混凝土组合柱上。The steel plate is arranged on the multi-cavity steel pipe concrete composite column through the welding seam.
所述上盖板通过角焊缝与钢板连接。The upper cover plate is connected to the steel plate through a fillet weld.
所述边底板通过角焊缝与钢板连接。The side bottom plate is connected to the steel plate through a fillet weld.
每个钢板上均开设有定位开孔，连接角钢上开设有孔，通过螺栓将钢板和连接角钢固定。Positioning holes are provided on each steel plate, holes are provided on the connecting angle steel, and the steel plate and the connecting angle steel are fixed by bolts.
所述钢梁为工字钢梁。The steel beam is an I-shaped steel beam.
所述边底板上开设有螺纹孔，钢梁下翼缘上开设有螺纹孔，边底板和钢梁下翼缘通过螺栓连接。Threaded holes are opened on the side bottom plate, threaded holes are opened on the lower flange of the steel beam, and the side bottom plate and the lower flange of the steel beam are connected by bolts.
一种通过下翼缘连接的双侧板节点的装配方法，先将钢板通过焊缝固定在多腔钢管混凝土组合柱两侧，再于钢板底部设置边底板，边底板将钢板连接，得到预制好的多腔钢管混凝土组合柱；在工字钢梁上翼缘上设置上盖板，将两根连接角钢设置在工字钢梁腹板处，并在工字钢梁下翼缘开设螺纹孔，得到预制好的钢梁；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，使得工字钢梁下翼缘与边底板接触，采用螺栓将连接角钢与钢板固定，再采用螺栓将边底板与工字钢梁下翼缘连接，将上盖板与钢板通过焊接连接，完成装配。An assembly method of double-sided plate joints connected by lower flanges. Firstly, the steel plates are fixed on both sides of the multi-cavity concrete-filled steel pipe composite column through welding seams, and then the side bottom plates are arranged at the bottom of the steel plates, and the side bottom plates connect the steel plates to obtain a prefabricated The multi-cavity steel pipe concrete composite column; set the upper cover plate on the upper flange of the I-shaped steel beam, set the two connecting angle steels at the web of the I-shaped steel beam, and open threaded holes in the lower flange of the I-shaped steel beam to obtain prefabricated Good steel beams; 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 hoist the prefabricated steel beams to the joint area from top to bottom , so that the lower flange of the I-beam beam is in contact with the side bottom plate, the connecting angle steel and the steel plate are fixed with bolts, and then the side bottom plate is connected with the lower flange of the I-beam beam with bolts, and the upper cover plate and the steel plate are connected by welding to complete 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)本发明通过边底板将设置在组合柱两侧的钢板底部相连，在钢梁上翼缘设置上盖板，在钢梁下翼缘开设孔，通过上盖板与钢板连接，钢梁下翼缘设置在边底板上，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 present invention connects the bottoms of the steel plates arranged on both sides of the composite column through the side base plates, sets the upper cover plate on the upper flange of the steel beam, opens a hole in the lower flange of the steel beam, and connects the steel plate through the upper cover plate, and the lower wing of the steel beam The edge is set on the side floor, and the rigid joint connection mode between the multi-cavity steel pipe concrete column and the steel beam double side slab and the force transmission method 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-side slabs (ie, steel plates), the integrity of the multi-cavity concrete-filled steel tube composite column is maintained, 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)由于钢梁只通过上盖板、边底板以及连接角钢将弯矩剪力传递给双侧板(即钢板)，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 transmits the bending moment and shear force to the double side plates (that is, the steel plate) only through the upper cover plate, side bottom plate and connecting angle steel, the steel beam can be separated from the column end, which reduces the clear span of the steel beam and can To a certain extent, the height of the steel beams is reduced to 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、上盖板、边底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。(4) The joint assembly degree of the present invention is high, multi-cavity steel pipe concrete composite column, steel plate, steel beam, upper cover plate, side bottom plate and connecting angle steel can all be prefabricated in the factory, reduce the welding workload of installation, only need to be installed on site Positioning assembly is required. 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.
本发明节点现场安装时采用角焊缝连接，焊缝质量容易保证，节点连接可靠。The nodes of the invention are connected by fillet welds when installed on site, so the quality of the welds can be easily guaranteed and the nodes are connected reliably.
进一步的，由于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 composite column of steel plate and steel tube concrete is only connected by welds on the outer column wall, and there is no weld inside the steel tube concrete, compared with the traditional joint, the structure of this joint is simple and the force is reasonable.
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为钢板，4为上盖板，5为边底板，6为连接角钢，7为螺栓。In the figure, 1 is a multi-cavity steel pipe concrete composite column, 2 is a steel beam, 3 is a steel plate, 4 is an upper cover plate, 5 is a side bottom plate, 6 is a connecting angle steel, and 7 is a bolt.
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，本发明包括设置在多腔钢管混凝土组合柱两侧的钢板3，即2个钢板设置在多腔钢管混凝土组合柱两侧，两个钢板3底部通过边底板5相连，并且边底板5的一端与多腔钢管混凝土组合柱接触；上盖板4、边底板5均通过角焊缝与钢板3连接，并且钢板3通过焊缝设置在多腔钢管混凝土组合柱上。Referring to Fig. 3, the present invention includes steel plates 3 arranged on both sides of the multi-cavity concrete-filled steel pipe composite column, that is, two steel plates are arranged on both sides of the multi-cavity concrete-filled steel pipe composite column, and the bottoms of the two steel plates 3 are connected by side bottom plates 5, and the side bottom plates One end of 5 is in contact with the multi-cavity concrete-filled steel tube composite column; the upper cover plate 4 and the side bottom plate 5 are connected to the steel plate 3 through fillet welds, and the steel plate 3 is set on the multi-cavity steel tube concrete composite column through the weld.
钢梁上翼缘设置有上盖板4，上盖板4通过角焊缝与钢板3连接，钢梁下翼缘底部开设有通孔，钢梁下翼缘设置在边底板5上，上盖板4两侧与钢板3相连，钢梁的腹板处对称设置有连接角钢6，即钢梁的腹板一侧设置一个连接角钢6，每个连接角钢6上开设有孔，每个钢板3上开设有定位开孔，将连接角钢6通过螺栓与钢板3固定。本发明中钢梁通过上盖板、第一加强肋连接于多腔钢管混凝土组合柱两侧的钢板3的外伸端。The upper flange of the steel girder is provided with an upper cover plate 4, which is connected to the steel plate 3 through a fillet weld. The two sides are connected with the steel plate 3, and the web of the steel beam is symmetrically provided with connecting angle steel 6, that is, a connecting angle steel 6 is arranged on one side of the web of the steel beam, and each connecting angle steel 6 is provided with a hole, and each steel plate 3 is provided with a There are positioning openings, and the connecting angle steel 6 is fixed with the steel plate 3 by bolts. In the present invention, the steel beam is connected to the outstretched ends of the steel plates 3 on both sides of the multi-cavity concrete filled steel pipe composite column through the upper cover plate and the first reinforcing rib.
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.
上述一种通过下翼缘连接的双侧板节点的装配方法，参见图1，预先在钢板按照设计定位开孔，再将钢板3通过焊缝固定在多腔钢管混凝土组合柱两侧，再于每个钢板底部设置边底板5，边底板5将多腔钢管混凝土组合柱两侧的钢板连接，得到预制好的多腔钢管混凝土组合柱；参见图2，先在连接角钢6上开设孔洞，再将上盖板4设置在工字钢梁上翼缘上，在工字钢梁下翼缘上开设螺纹孔，将两根连接角钢6设置在工字钢梁腹板处，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，使得工字钢梁下翼缘与边底板5接触，采用螺栓7将连接角钢6与钢板3固定，再采用螺栓7将工字钢梁下翼缘与边底板5固定，将上盖板4与两侧的钢板相连，完成装配。The above-mentioned assembly method of the double-sided plate joint connected by the lower flange, see Figure 1, pre-drills holes in the steel plate according to the design, and then fixes the steel plate 3 on both sides of the multi-cavity steel pipe concrete composite column through welding seams, and then The bottom of each steel plate is provided with a side base plate 5, and the side base plate 5 connects the steel plates on both sides of the multi-cavity concrete-filled steel tube composite column to obtain a prefabricated multi-cavity steel tube concrete composite column; referring to Fig. 2, holes are opened on the connecting angle steel 6 first, and then The upper cover plate 4 is arranged on the upper flange of the I-shaped steel beam, threaded holes are opened on the lower flange of the I-shaped steel beam, and two connecting angle steels 6 are arranged at the web of the I-shaped steel beam to obtain a prefabricated steel beam; See Figure 3, and then transport the prefabricated multi-cavity concrete-filled steel pipe composite columns and steel beams to the site, pour concrete into the multi-cavity concrete-filled steel pipe composite columns, and then hoist the prefabricated steel beams to the joint area from top to bottom, The lower flange of the I-beam is in contact with the side base plate 5, the bolt 7 is used to fix the connecting angle steel 6 and the steel plate 3, and then the bolt 7 is used to fix the lower flange of the I-beam and the side base plate 5, and the upper cover plate 4 and the side base plate 5 are fixed. The steel plates on both sides are connected to complete the assembly.
本发明中可以在工厂预制完成钢板按照定位焊接于多腔钢管混凝土组合柱两侧，并在两个钢板3底部设置边底板，通过边底板将两个钢板相连。在工厂内先预制钢梁、上盖板和连接角钢，然后再于工厂内将上盖板按照设计尺寸焊接于钢梁上翼缘和按照设计尺寸在钢梁下翼缘开设螺纹孔，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，固定钢梁的位置。In the present invention, the steel plates can be prefabricated in the factory and welded on both sides of the multi-cavity concrete-filled steel tube composite column according to the positioning, and side bottom plates are arranged at the bottom of the two steel plates 3, and the two steel plates are connected through the side bottom plates. Prefabricate the steel beam, upper cover plate and connecting angle steel in the factory first, then weld the upper cover plate to the upper flange of the steel beam according to the designed size and open threaded holes in the lower flange of the steel beam according to the designed size, and connect the connecting angle steel according to the design size The positioning dimensions are welded at the web of the steel beam. 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, and the steel plates connecting the angle steel and the two sides of the multi-cavity concrete-filled steel pipe composite column are connected by installation screws to 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 joints 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.
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