CN104912197A - Connecting node for steel pipe concrete post and outside U-shaped steel and concrete composite beam - Google Patents
Connecting node for steel pipe concrete post and outside U-shaped steel and concrete composite beam Download PDFInfo
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Abstract
本发明提供了一种钢管混凝土柱与外包U形钢混凝土组合梁连接节点，为了避免钢管壁产生层状撕裂以及柱壁板的外表面变形，在组合梁底板处的钢管内设置贯穿钢管的贯通隔板，钢管在贯通隔板处断开，上下两钢管与贯通隔板的上下两端面采用带剖口的对接焊缝连接，U形钢底板切肢后与贯通隔板采用对接焊缝连接，其焊缝不易开裂，连接强度高，抗震性能好。钢管中沿组合梁长度方向的相对两端分别对应设置有可与负弯矩钢筋端部活动连接的套筒，套筒与钢管的外壁焊接，这种结构形式可以降低因在钢管侧壁上开孔造成对钢管承载力的削弱，同时又减少焊接工作量、便于施工与实现装配化。为了有效传递荷载，在钢管内腔与套筒位置对应处固定焊接有水平加劲板。
The invention provides a connection node between a steel pipe concrete column and an outer U-shaped steel concrete composite beam. In order to avoid layered tearing of the steel pipe wall and deformation of the outer surface of the column wall plate, a steel pipe penetrating through the steel pipe is provided in the steel pipe at the bottom plate of the composite beam. Through the partition, the steel pipe is disconnected at the partition, the upper and lower steel pipes are connected to the upper and lower ends of the partition by butt welds with cutouts, and the U-shaped steel bottom plate is connected to the partition by butt welds after cutting limbs , the weld seam is not easy to crack, the connection strength is high, and the seismic performance is good. The opposite ends of the steel pipe along the length direction of the composite beam are respectively provided with sleeves that can be flexibly connected to the ends of the steel bars with negative bending moments. The sleeves are welded to the outer wall of the steel pipe. The holes weaken the bearing capacity of the steel pipe, and at the same time reduce the welding workload, facilitate construction and realize assembly. In order to effectively transmit the load, a horizontal stiffening plate is fixedly welded at the position corresponding to the inner cavity of the steel pipe and the position of the sleeve.
Description
技术领域technical field
本发明涉及的是一种钢管混凝土柱与外包U形钢混凝土组合梁，尤其是一种钢管混凝土柱与外包U形钢混凝土组合梁连接节点。The invention relates to a concrete-filled steel pipe column and an outsourcing U-shaped steel-concrete composite beam, in particular to a connection node between a steel-pipe concrete column and an outsourcing U-shaped steel-concrete composite beam.
背景技术Background technique
钢管混凝土柱是指在钢管内填充混凝土而形成的竖向构件，具有承载力高、塑性和延性好、刚度大、施工方便、耐火性能好等优点，近年来受到了工程界的广泛关注，在多高层建筑、桥梁工程中得到越来越多的应用。根据截面形式不同，钢管混凝土柱可以分为圆钢管混凝土柱、矩形钢管混凝土柱以及多边形钢管混凝土柱。外包U形钢混凝土组合梁是将钢板直接焊接或冷弯成带外翻边的U形钢，然后在U形钢内部及其上翼缘上部浇筑混凝土，并通过抗剪连接件将U形钢与T形截面混凝土连接在一起共同承担荷载，具有强度高、稳定性好、延性好、耐火性好、施工便捷等优越的性能。因而，由钢管混凝土柱与外包U形钢混凝土组合梁形成的结构体系具有以下显著的优越性：Concrete-filled steel pipe column refers to the vertical member formed by filling concrete in the steel pipe. It has the advantages of high bearing capacity, good plasticity and ductility, high rigidity, convenient construction, and good fire resistance. It has received extensive attention from the engineering community in recent years. It is used more and more in multi-high-rise buildings and bridge engineering. According to different cross-sectional forms, CFST columns can be divided into circular CFST columns, rectangular CFST columns and polygonal CFST columns. Outer U-shaped steel-concrete composite beam is directly welded or cold-bent the steel plate into U-shaped steel with outer flange, then pours concrete inside the U-shaped steel and on the upper part of the upper flange, and connects the U-shaped steel through shear connectors. It is connected with the T-shaped section concrete to bear the load together, and has the advantages of high strength, good stability, good ductility, good fire resistance, and convenient construction. Therefore, the structural system formed by CFST columns and U-shaped steel-concrete composite beams has the following significant advantages:
(1)能充分发挥钢材、混凝土两种材料的特性，材料消耗少：外包U形钢混凝土组合梁与钢管混凝土柱承载力高、刚度大，使得构件截面大幅度减小，不仅有效增大了空间使用面积，而且减少了钢材和混凝土的用量，有效降低了资源的消耗；(1) It can give full play to the characteristics of steel and concrete, and the material consumption is less: the outsourcing U-shaped steel concrete composite beam and the steel pipe concrete column have high bearing capacity and high rigidity, which greatly reduces the cross section of the component, not only effectively increases The space usage area is large, and the amount of steel and concrete is reduced, which effectively reduces the consumption of resources;
(2)工业化生产程度高：外包U形钢与钢管均可在工厂生产，其机械化、商品化程度较高，质量可靠稳定，有利于实现建筑技术的集成化和产业化；(2) High degree of industrialized production: Outsourced U-shaped steel and steel pipes can be produced in the factory, which has a high degree of mechanization and commercialization, reliable and stable quality, and is conducive to the integration and industrialization of construction technology;
(3)耐火性能增强：外包U形钢与钢管内填充的混凝土是较好的耐火材料，可吸收热量，延长构件的升温时间，增强结构的耐火性能；(3) Enhanced fire-resistant performance: Outsourcing U-shaped steel and concrete filled in steel pipes are better refractory materials, which can absorb heat, prolong the heating time of components, and enhance the fire-resistant performance of the structure;
(4)施工能耗低，施工速度快：外包U形钢与钢管不仅是受力构件，而且均可作为浇筑混凝土的模板，另外U形钢外伸的上翼缘可兼做楼板模板的支承，从而减少模板用量、脚手架搭设及支模工序，减少现场湿作业量、噪声和粉尘，符合绿色生态文明环保的建筑施工要求；(4) Low construction energy consumption and fast construction speed: Outsourcing U-shaped steel and steel pipes are not only force-bearing components, but also can be used as formwork for pouring concrete. In addition, the protruding upper flange of U-shaped steel can also be used as a support for floor formwork , so as to reduce the amount of formwork, scaffolding and formwork support procedures, reduce the amount of wet work, noise and dust on site, and meet the construction requirements of green ecological civilization and environmental protection;
(5)材料回收利用率较高：该类结构部分材料是钢材，属于再生材料，当建筑物寿命周期结束时，其结构钢材可被回收利用；(5) The material recycling rate is relatively high: the structural part of this type of material is steel, which is a recycled material. When the life cycle of the building ends, its structural steel can be recycled;
(6)可采用与结构体系配套的轻质墙板、复合楼板等新型材料，具有良好的隔音保温性能，符合建筑节能的要求。(6) New materials such as lightweight wall panels and composite floor slabs matching the structural system can be used, which have good sound insulation and thermal insulation performance and meet the requirements of building energy conservation.
由此可见，钢管混凝土柱与外包U形钢混凝土组合梁形成的结构体系具有良好的社会效益和经济效益。特别是随着国民经济建设的高速发展、住宅产业化的推广，这种绿色结构体系的应用前景将十分广阔。It can be seen that the structural system formed by the steel tube concrete column and the outsourcing U-shaped steel concrete composite beam has good social and economic benefits. Especially with the rapid development of national economic construction and the promotion of housing industrialization, the application prospect of this green structural system will be very broad.
在结构体系中，节点对结构来说无疑是最重要的，是结构构件间的传力枢纽，直接关系到结构的工作性能和安全性，合理的节点形式是开拓新型结构体系的前提。然而，目前国内外还没有外包U形钢混凝土组合梁与钢管混凝土柱形成的结构体系的应用实例和相关研究资料，主要是因为可用的节点形式非常匮乏。因此，随着对构件研究的不断深入，研究外包U形钢混凝土组合梁与钢管混凝土柱连接节点的合理构造形式，是开拓、推动这种绿色结构体系在工程中应用的关键技术，具有重要的理论意义和实用价值。In the structural system, the node is undoubtedly the most important to the structure. It is the force transmission hub between the structural components and is directly related to the working performance and safety of the structure. A reasonable node form is the premise of developing a new structural system. However, at present, there are no application examples and relevant research materials of the structural system formed by outsourcing U-shaped steel-concrete composite beams and steel-filled steel tube columns, mainly because the available joint forms are very scarce. Therefore, with the continuous deepening of component research, research on the reasonable structural form of the connection joint between the U-shaped steel concrete composite beam and the steel tube concrete column is the key technology to develop and promote the application of this green structural system in engineering, and it is of great importance Theoretical significance and practical value.
目前，有三种钢管混凝土柱与外包U形钢混凝土组合梁的连接节点形式：(1)在组合梁底板位置处的钢管外侧设置下加强环板，并与组合梁底板搭接焊，组合梁侧板与钢管壁直接焊接，负弯矩钢筋通过在钢管壁上打孔连续贯通节点区；(2)在组合梁底板与翼板负弯矩钢筋位置处的钢管外侧设置上下加强环板，组合梁底板与下加强环板搭接焊，负弯矩钢筋在节点区断开，并与上加强环板焊接，组合梁侧板与钢管壁直接焊接；(3)对于宽扁梁，在节点上焊接类似“扁担”的负弯矩钢板，在组合梁底板位置处的钢管外侧设置外环板，组合梁底板与外环板焊接、上翼缘及侧板采用角焊缝与钢管壁直接连接。At present, there are three types of connection joints between CFST columns and U-shaped steel-concrete composite beams: (1) A lower reinforcing ring plate is installed on the outside of the steel pipe at the position of the bottom plate of the composite beam, and it is lap-welded with the bottom plate of the composite beam. The plate is directly welded to the steel pipe wall, and the negative moment steel bars are drilled on the steel pipe wall to continuously penetrate the node area; The bottom plate and the lower reinforced ring plate are lap-welded, the negative moment reinforcement is disconnected at the joint area, and welded to the upper reinforced ring plate, and the side plate of the composite beam is directly welded to the steel pipe wall; (3) For wide flat beams, welded at the joint Similar to the "shoulder pole" negative moment steel plate, an outer ring plate is set outside the steel pipe at the bottom plate of the composite beam. The bottom plate of the composite beam is welded to the outer ring plate, and the upper flange and side plate are directly connected to the steel pipe wall by fillet welds.
现有的钢管混凝土柱与外包U形钢混凝土组合梁连接节点的可用形式很少。虽然钢管混凝土柱与外包U形钢混凝土组合梁的连接可以借鉴上述三种连接节点的构造处理，但是这三种节点形式存在以下缺点。There are few available forms of connecting joints between steel pipe concrete columns and outsourcing U-shaped steel concrete composite beams. Although the connection between the CFST column and the U-shaped steel-concrete composite beam can refer to the structural treatment of the above three connection nodes, these three connection types have the following disadvantages.
1、结构形式(1)：负弯矩钢筋贯通型1. Structural form (1): Negative bending moment steel bar through type
(1)由于组合梁底板与下加强环板采用搭接焊，在地震荷载作用下，焊缝容易开裂，无法满足抗震要求；(1) Since the bottom plate of the composite beam and the lower reinforced ring plate are lap welded, under the action of earthquake load, the weld seam is easy to crack and cannot meet the seismic requirements;
(2)由于负弯矩钢筋全部贯通节点区，钢管壁上开洞数量多，因而对钢管承载力消弱较大，需要采取相应的补强措施，如补焊钢板、加劲肋、钢筋等，不仅增加了用钢量，而且增大了施工难度；(2) Since the steel bars with negative bending moment all pass through the node area, there are many holes in the steel pipe wall, so the bearing capacity of the steel pipe is greatly weakened, and corresponding reinforcement measures need to be taken, such as repair welding steel plates, stiffeners, steel bars, etc. It not only increases the amount of steel used, but also increases the difficulty of construction;
(3)由于组合梁侧板与钢管壁采用焊缝连接，现场焊接工作量大，不仅费力费时，而且焊缝质量难以保证，不利于大型工程使用。(3) Since the side plate of the composite beam and the steel pipe wall are connected by welds, the on-site welding workload is large, which is not only laborious and time-consuming, but also the quality of the welds is difficult to guarantee, which is not conducive to large-scale projects.
2、结构形式(2)：负弯矩钢筋与加强环板焊接型2. Structural form (2): Welding type of negative moment steel bar and reinforced ring plate
(1)由于组合梁底板与下加强环板采用搭接焊，在地震荷载作用下，焊缝容易开裂，无法满足抗震要求；(1) Since the bottom plate of the composite beam and the lower reinforced ring plate are lap welded, under the action of earthquake load, the weld seam is easy to crack and cannot meet the seismic requirements;
(2)由于负弯矩钢筋焊接在上加强环板上，以实现钢筋传递弯矩，所以这种焊接的质量要求很高。但是钢筋的焊接通常为现场焊，不仅焊接质量难以保证，而且由于钢筋的重力作用，焊接操作困难。另外，组合梁侧板与钢管壁也采用焊缝连接，进一步增加了现场的焊接工作量。这种需大量焊接操作的节点结构费力费时，导致施工周期长，不利于大型工程使用。(2) Since the negative bending moment reinforcement is welded on the upper reinforcing ring plate to realize the transfer of bending moment by the reinforcement, the quality of this welding is required to be very high. However, the welding of steel bars is usually on-site welding, not only the welding quality is difficult to guarantee, but also the welding operation is difficult due to the gravity of the steel bars. In addition, the side plate of the composite beam and the steel pipe wall are also connected by welds, which further increases the welding workload on site. This joint structure requiring a large number of welding operations is laborious and time-consuming, resulting in a long construction period, which is not conducive to the use of large-scale projects.
3、结构形式(3)：负弯矩钢板型3. Structural form (3): Negative bending moment steel plate type
(1)由于节点中的负弯矩钢筋由类似“扁担”的负弯矩钢板代替，而负弯矩钢板需焊接在U形钢的外伸上翼缘及钢柱侧壁上，因此，该类型节点只适用于宽扁梁，无法适用于普通尺寸的外包U形钢混凝土组合梁，适用范围非常有限。另外，负弯矩钢板需焊接在组合梁和钢管上，进一步增加了现场的焊接工作量；(1) Since the negative moment steel bar in the joint is replaced by a negative moment steel plate similar to a "shoulder pole", and the negative moment steel plate needs to be welded on the extended upper flange of the U-shaped steel and the side wall of the steel column, therefore, the Type joints are only suitable for wide flat beams, and cannot be applied to U-shaped steel-concrete composite beams of ordinary sizes, and the scope of application is very limited. In addition, negative bending moment steel plates need to be welded on composite beams and steel pipes, which further increases the welding workload on site;
(2)由于组合梁侧板与钢管壁采用焊缝连接，现场焊接工作量大，不仅费力费时，而且焊缝质量难以保证，不利于大型工程使用。(2) Since the side plate of the composite beam and the steel pipe wall are connected by welds, the on-site welding workload is large, which is not only laborious and time-consuming, but also the quality of the welds is difficult to guarantee, which is not conducive to large-scale projects.
发明内容Contents of the invention
本发明要解决的技术问题，就是针对现有技术所存在的不足，而提供一种钢管混凝土柱与外包U形钢混凝土组合梁连接节点，该节点在保证连接强度的情况下，可以避免钢管壁产生层状撕裂以及钢管壁板的外表面变形，避免了钢管侧壁开孔对其承载力的削弱，并能有效传递载荷，减少现场焊接工作量。The technical problem to be solved by the present invention is to provide a connection node between a steel pipe concrete column and an outsourcing U-shaped steel concrete composite beam, which can avoid the steel pipe wall under the condition of ensuring the connection strength. Lamellar tearing and deformation of the outer surface of the steel pipe wall plate avoid the weakening of the steel pipe's side wall openings to its bearing capacity, and can effectively transfer loads, reducing the workload of on-site welding.
本方案是通过如下技术措施来实现的：该钢管混凝土柱与外包U形钢混凝土组合梁连接节点包括贯通隔板和水平加劲板，所述贯通隔板和水平加劲板上分别设置有浇筑孔和透气孔，所述贯通隔板中沿组合梁长度方向的相对两端分别与切肢后的U形钢底板通过对接焊缝连接，所述贯通隔板的上下两端面分别与上下两钢管焊接；所述钢管中沿组合梁长度方向的相对两端分别对应设置有可与负弯矩钢筋端部活动连接的套筒，所述套筒与钢管的外壁焊接，所述水平加劲板位于钢管内腔与套筒位置对应处并与钢管内壁焊接固定。This scheme is realized through the following technical measures: the connection joint between the steel pipe concrete column and the outer U-shaped steel concrete composite beam includes a through partition and a horizontal stiffening plate, and the through partition and the horizontal stiffening plate are respectively provided with pouring holes and Ventilation holes, the opposite ends of the through partition along the length direction of the composite beam are respectively connected to the U-shaped steel bottom plate after the limb is cut through butt welds, and the upper and lower ends of the through partition are respectively welded to the upper and lower steel pipes; The opposite ends of the steel pipe along the length direction of the composite beam are respectively provided with sleeves that can be movably connected to the ends of the steel bars with negative bending moments. The sleeves are welded to the outer wall of the steel pipe, and the horizontal stiffener is located in the inner cavity Corresponding to the position of the sleeve and fixed by welding with the inner wall of the steel pipe.
上述套筒的中心线与负弯矩钢筋的中心线重合。The center line of the above-mentioned sleeve coincides with the center line of the negative bending moment steel bar.
上述套筒与负弯矩钢筋端部的活动连接为螺纹连接。The movable connection between the above-mentioned sleeve and the end of the negative bending moment steel bar is a screw connection.
上述U形钢的两侧板通过高强螺栓连接有连接板，所述连接板通过焊接方式与钢管混凝土柱中的钢管外壁连接。The two side plates of the above-mentioned U-shaped steel are connected with a connecting plate through high-strength bolts, and the connecting plate is connected with the outer wall of the steel pipe in the steel pipe concrete column by welding.
上述连接板与钢管混凝土柱中的钢管外壁的焊接方式为角焊。The welding method between the connecting plate and the outer wall of the steel pipe in the steel pipe concrete column is fillet welding.
上述U形钢底板的切肢长度为：沿组合梁的长度方向，贯通隔板的一端伸出钢管外壁的长度。The cutting limb length of the above-mentioned U-shaped steel bottom plate is: along the length direction of the composite beam, the length extending from one end of the penetrating partition to the outer wall of the steel pipe.
上述贯通隔板在隔板变截面处设置圆弧倒角，所述圆弧倒角的半径大于或等于35mm。The above-mentioned through partition is provided with circular arc chamfers at the variable section of the partition, and the radius of the circular arc chamfers is greater than or equal to 35mm.
上述贯通隔板和U形钢底板的对接焊缝与圆弧倒角的圆弧端点之间的距离L大于或等于20mm。The distance L between the butt weld of the above-mentioned penetrating partition and the U-shaped steel bottom plate and the arc end point of the arc chamfer is greater than or equal to 20 mm.
上述上下两钢管与贯通隔板的上下两端面的焊接为带剖口的对接焊缝连接，所述套筒与钢管外壁采用的焊接方式为部分焊透与角接组合焊缝连接。The above-mentioned upper and lower steel pipes are welded to the upper and lower end surfaces of the penetrating partition by butt welds with notches, and the welding method used for the sleeve and the outer wall of the steel pipes is a combination of partial penetration and fillet welds.
上述钢管的横截面为矩形、圆形或多边形。The cross section of the steel pipe is rectangular, circular or polygonal.
本方案的有益效果可根据对上述方案的叙述得知，该钢管混凝土柱与外包U形钢混凝土组合梁连接节点中，为了避免钢管壁产生层状撕裂以及柱壁板的外表面变形，在组合梁底板处的钢管内设置贯穿钢管的贯通隔板，钢管在贯通隔板处断开，上下两钢管与贯通隔板的上下两端面采用带剖口的对接焊缝连接，U形钢底板切肢后与贯通隔板采用对接焊缝连接，其焊缝不易开裂，连接强度高，抗震性能好。此外，所述钢管中沿组合梁长度方向的相对两端分别对应设置有可与负弯矩钢筋端部活动连接的套筒，所述套筒与钢管的外壁焊接，该焊接工作在工厂完成，从而减少了现场焊接工作量。这种结构形式可以降低因在钢管侧壁上开孔造成对钢管承载力的削弱，同时又减少焊接工作量、便于施工与实现装配化。为了进一步减少现场焊接工作量，U形钢侧板与钢管壁通过连接板采用高强螺栓连接，连接板通过角焊缝与钢管壁连接，焊接在工厂内完成。为了有效传递荷载，在钢管内腔与套筒位置对应处固定焊接有水平加劲板。由此可见，本发明与现有技术相比，具有突出的实质性特点和显著的进步，其实施的有益效果也是显而易见的。The beneficial effect of this scheme can be known from the description of the above scheme. In the connection joint between the steel pipe concrete column and the outer U-shaped steel concrete composite beam, in order to avoid lamellar tearing of the steel pipe wall and deformation of the outer surface of the column wall plate, the The steel pipe at the bottom plate of the composite beam is provided with a through partition that runs through the steel pipe. The steel pipe is disconnected at the through partition. The back of the limb and the through partition are connected by butt welds, the welds are not easy to crack, the connection strength is high, and the seismic performance is good. In addition, the opposite ends of the steel pipe along the length direction of the composite beam are respectively provided with sleeves that can be flexibly connected to the end of the negative moment steel bar, and the sleeves are welded to the outer wall of the steel pipe. The welding work is completed in the factory. Thereby reducing on-site welding workload. This structural form can reduce the weakening of the bearing capacity of the steel pipe caused by opening holes on the side wall of the steel pipe, and at the same time reduce the welding workload, facilitate construction and realize assembly. In order to further reduce the on-site welding workload, the U-shaped steel side plate and the steel pipe wall are connected by high-strength bolts through the connecting plate, and the connecting plate is connected with the steel pipe wall through fillet welds, and the welding is completed in the factory. In order to effectively transmit the load, a horizontal stiffening plate is fixedly welded at the position corresponding to the inner cavity of the steel pipe and the sleeve. It can be seen that, compared with the prior art, the present invention has outstanding substantive features and remarkable progress, and the beneficial effects of its implementation are also obvious.
附图说明Description of drawings
图1为本发明具体实施方式的主视结构示意图。Fig. 1 is a schematic diagram of the front view structure of a specific embodiment of the present invention.
图2为图1中A-A剖面图。Fig. 2 is a sectional view of A-A in Fig. 1 .
图3为图1中B-B剖面图。Fig. 3 is a B-B sectional view in Fig. 1 .
图4为图1的左视结构示意图。FIG. 4 is a schematic structural diagram of the left view of FIG. 1 .
图5为图1的俯视结构示意图。FIG. 5 is a schematic top view of the structure in FIG. 1 .
图6为本发明具体实施方式的立体局部剖视结构示意图。Fig. 6 is a three-dimensional partial cross-sectional structural schematic diagram of a specific embodiment of the present invention.
图7为贯通隔板的结构示意图。Fig. 7 is a schematic diagram of the structure of the through partition.
图8为水平加劲板的结构示意图。Fig. 8 is a structural schematic diagram of a horizontal stiffener.
图9为浇筑混凝土后节点的主视结构示意图。Fig. 9 is a schematic diagram of the front view structure of the node after pouring concrete.
图10为浇筑混凝土后节点的左视结构示意图。Fig. 10 is a left view structural schematic diagram of the node after pouring concrete.
图11为试件A-1的滞回曲线。Figure 11 is the hysteresis curve of specimen A-1.
图12为试件B-1的滞回曲线。Figure 12 is the hysteresis curve of specimen B-1.
图13为试件C-1的滞回曲线。Figure 13 is the hysteresis curve of specimen C-1.
图14为三个试件的骨架曲线。Figure 14 shows the skeleton curves of the three specimens.
图中：1-钢管，2-U形钢，3-贯通隔板，4-负弯矩钢筋，5-套筒，6-水平加劲板，7-连接板，8-高强螺栓，9-抗剪连接件，10-焊缝，11-圆弧倒角，12-浇筑孔，13-透气孔，14-钢管混凝土柱，15-组合梁。In the figure: 1-steel pipe, 2-U-shaped steel, 3-through partition, 4-negative moment reinforcement, 5-sleeve, 6-horizontal stiffening plate, 7-connecting plate, 8-high-strength bolt, 9-resistance Shear connector, 10-weld, 11-arc chamfer, 12-pouring hole, 13-venting hole, 14-concrete steel tube column, 15-composite beam.
具体实施方式Detailed ways
为能清楚说明本方案的技术特点，下面通过具体实施方式，并结合其附图，对本方案进行阐述。In order to clearly illustrate the technical characteristics of this solution, the following will describe this solution through specific implementation modes and in conjunction with the accompanying drawings.
切肢：是指按要求将U形钢的底板切去一部分。Limb cutting: refers to cutting off a part of the bottom plate of the U-shaped steel as required.
组合梁：是指外包U形钢混凝土组合梁的简称。Composite beam: refers to the abbreviation of U-shaped steel concrete composite beam.
高强螺栓：是指高强度的螺栓，属于一种标准件。一般情况下，高强螺栓可承受的载荷比同规格的普通螺栓要大。High-strength bolts: refer to high-strength bolts, which are a standard part. In general, high-strength bolts can withstand a larger load than ordinary bolts of the same specification.
一种钢管混凝土柱与外包U形钢混凝土组合梁连接节点，如图所示，它包括贯通隔板3和水平加劲板6，所述贯通隔板3和水平加劲板6上分别设置有浇筑孔12和透气孔13，保证钢管1内混凝土浇筑的顺利进行。所述贯通隔板3中沿组合梁15长度方向的相对两端分别与切肢后的U形钢2底板通过对接焊缝连接，以保证焊缝10不易开裂，提高连接强度和抗震性能。所述U形钢2底板的切肢长度为：沿组合梁15的长度方向，贯通隔板3的一端伸出钢管1外壁的长度，以保证贯通隔板3与U形钢2底板能够准确的实现对接焊。所述贯通隔板3的上下两端面分别与上下两钢管1焊接，上下两钢管1与贯通隔板3的上下两端面的焊接为带剖口的对接焊缝连接，以保证焊缝不易开裂，提高连接强度。A connection node between a steel pipe concrete column and an outer U-shaped steel concrete composite beam, as shown in the figure, it includes a through partition 3 and a horizontal stiffening plate 6, and the through partition 3 and the horizontal stiffening plate 6 are respectively provided with pouring holes 12 and vent hole 13, guarantee the smooth progress of concrete pouring in steel pipe 1. The opposite ends of the through partition 3 along the length direction of the composite beam 15 are respectively connected to the bottom plate of the U-shaped steel 2 after the limb is cut through butt welds to ensure that the weld 10 is not easy to crack and improve the connection strength and seismic performance. The cutting length of the U-shaped steel 2 bottom plate is: along the length direction of the composite beam 15, one end of the penetrating partition 3 extends out the length of the outer wall of the steel pipe 1, so as to ensure that the penetrating partition 3 and the U-shaped steel 2 bottom can be accurately connected. Realize butt welding. The upper and lower end surfaces of the through partition 3 are respectively welded with the upper and lower steel pipes 1, and the welding between the upper and lower steel pipes 1 and the upper and lower end surfaces of the through partition 3 is a butt weld connection with a cutout to ensure that the welds are not easy to crack. Improve connection strength.
为了减轻U形钢2底板与贯通隔板3连接处的应力水平，贯通隔板3在隔板变截面处设置圆弧倒角11，所述圆弧倒角11的半径大于或等于35mm。所述贯通隔板3和U形钢2底板的对接焊缝10与圆弧倒角11的圆弧端点之间的距离L大于或等于20mm，以使焊缝10远离贯通隔板3的变截面处，减少应力集中对焊缝10的影响。In order to reduce the stress level at the connection between the bottom plate of the U-shaped steel 2 and the through partition 3, the through partition 3 is provided with a circular arc chamfer 11 at the variable section of the partition, and the radius of the circular chamfer 11 is greater than or equal to 35mm. The distance L between the butt weld 10 of the penetrating partition 3 and the bottom plate of the U-shaped steel 2 and the arc end point of the arc chamfer 11 is greater than or equal to 20 mm, so that the weld 10 is far away from the variable section of the penetrating partition 3 , reducing the influence of stress concentration on the weld 10.
所述钢管1中沿组合梁15长度方向的相对两端分别对应设置有可与负弯矩钢筋4端部活动连接的套筒5，优选套筒5与负弯矩钢筋4端部的活动连接为螺纹连接，所述套筒5与钢管1的外壁焊接，优选套筒5与钢管1外壁采用的焊接方式为部分焊透与角接组合焊缝连接。所述套筒5的中心线与负弯矩钢筋4的中心线重合，套筒5与负弯矩钢筋4的端部螺纹连接，负弯矩钢筋4的端部进行车丝处理后直接拧入套筒5内，即与套筒5连接的负弯矩钢筋4在节点处断开，这种结构形式可以降低因在钢管1侧壁上开孔造成对钢管1承载力的削弱，同时又可以减少焊接工作量、便于施工与实现装配化。The opposite ends of the steel pipe 1 along the length direction of the composite beam 15 are respectively provided with sleeves 5 that can be flexibly connected to the ends of the negative moment reinforcement bars 4, preferably the sleeve 5 is flexibly connected to the ends of the negative moment reinforcement bars 4 For screw connection, the sleeve 5 is welded to the outer wall of the steel pipe 1, preferably the sleeve 5 and the outer wall of the steel pipe 1 are welded in a combination of partial penetration and fillet welds. The centerline of the sleeve 5 coincides with the centerline of the negative moment reinforcement 4, the sleeve 5 is threadedly connected to the end of the negative moment reinforcement 4, and the end of the negative moment reinforcement 4 is threaded and directly screwed into the Inside the sleeve 5, that is, the negative moment steel bar 4 connected to the sleeve 5 is disconnected at the node. This structural form can reduce the weakening of the bearing capacity of the steel pipe 1 caused by opening holes on the side wall of the steel pipe 1, and at the same time can Reduce welding workload, facilitate construction and realize assembly.
所述水平加劲板6位于钢管1内腔与套筒5位置对应处，且水平加劲板6的周边与钢管1内壁焊接固定，通过水平加劲板6可以实现荷载的有效传递。The horizontal stiffening plate 6 is located at the corresponding position between the inner cavity of the steel pipe 1 and the sleeve 5 , and the periphery of the horizontal stiffening plate 6 is welded and fixed to the inner wall of the steel pipe 1 , and the effective transmission of load can be realized through the horizontal stiffening plate 6 .
为了减少现场焊接工作量，所述U形钢2的两侧板通过高强螺栓8连接有连接板7，所述连接板7通过焊接方式与钢管混凝土柱14中的钢管1外壁连接，优选连接板7与钢管混凝土柱14中的钢管1外壁的焊接方式为角焊，该焊接工作在工厂内完成。In order to reduce the on-site welding workload, the two side plates of the U-shaped steel 2 are connected with a connecting plate 7 through high-strength bolts 8, and the connecting plate 7 is connected with the outer wall of the steel pipe 1 in the steel pipe concrete column 14 by welding, preferably the connecting plate 7 and the outer wall of the steel pipe 1 in the steel pipe concrete column 14 are welded by fillet welding, and the welding work is completed in the factory.
所述钢管1的横截面为矩形、圆形或多边形，该节点的适用范围比较广。The cross-section of the steel pipe 1 is rectangular, circular or polygonal, and the applicable range of this node is relatively wide.
下面通过具体实验来说明本发明的有益效果。The beneficial effect of the present invention will be illustrated through specific experiments below.
一、试件说明1. Test piece description
表1 试验试件尺寸Table 1 Dimensions of test specimens
注：表中试件尺寸单位均为mmNote: The unit of test piece size in the table is mm
表中的试件A-1为本发明中的隔板贯通钢筋套筒式节点；试件B-1为隔板贯通钢筋截断式节点，其与本发明的区别为负弯矩钢筋在节点区断开；试件C-1为隔板贯通部分钢筋贯穿式节点，其与本发明的区别为一部分钢筋在节点区断开，一部分钢筋贯穿节点区。与试件A-1相比，试件B-1、C-1除了钢筋的连接方式不同之外，U形钢侧板与钢管壁的连接方式也不相同，即试件A-1与钢管壁通过连接板采用高强螺栓连接，而试件B-1、C-1与钢管壁直接采用角焊缝连接。The test piece A-1 in the table is the clapboard penetrating steel bar sleeve type joint in the present invention; the test piece B-1 is the clapboard penetrating steel bar truncated joint, and its difference from the present invention is that the negative moment steel bar is in the joint area Disconnection: Specimen C-1 is a joint through which the clapboard penetrates part of the steel bars. The difference between it and the present invention is that a part of the steel bars is broken in the node area, and a part of the steel bars pass through the node area. Compared with specimen A-1, specimens B-1 and C-1 have different connection methods of steel bars, and the connection mode of U-shaped steel side plate and steel pipe wall is also different, that is, specimen A-1 and steel pipe wall The wall is connected by high-strength bolts through the connecting plate, while the test pieces B-1 and C-1 are directly connected with the steel pipe wall by fillet welds.
二、试验条件和方法2. Test conditions and methods
试验采用在钢管1顶部施加竖向荷载，组合梁15端施加低周反复荷载的方式测试节点的抗震性能。试验时，将节点试件安装在反力架内，钢管1的下端放于与地面相连的球铰支座，该支座约束钢管1底部的水平、竖向移动及平面外转动，允许钢管1底部在试件平面内自由转动。为了避免钢管底部与支座偏心引起节点的附加弯矩，安装试件时，尽量使钢管1截面形心与球铰支座中心对齐。加载过程中，为了防止钢管1发生侧向偏移，在钢管1的顶部设置水平支撑，同时为了不约束钢管1顶部的转动，在支撑与钢管1壁连接处设置线铰，即在左右支撑前端的角钢背面焊接圆钢，并设置长圆孔用紧固螺栓连接两支撑。钢管1顶部竖向荷载由支承于加载短柱上的200吨油压千斤顶提供，组合梁15端低周反复荷载由两个支承于反力架横梁上的50吨MTS作动器施加，作动器的行程为±350mm。In the test, a vertical load is applied to the top of the steel pipe 1, and a low-cycle repetitive load is applied to the end of the composite beam 15 to test the seismic performance of the joint. During the test, the joint specimen is installed in the reaction frame, and the lower end of the steel pipe 1 is placed on the spherical joint support connected to the ground. The support restrains the horizontal and vertical movement and out-of-plane rotation of the bottom of the steel pipe 1, allowing The bottom rotates freely in the plane of the specimen. In order to avoid the additional bending moment of the node caused by the eccentricity of the bottom of the steel pipe and the support, when installing the test piece, try to align the centroid of the section of the steel pipe 1 with the center of the spherical joint support. During the loading process, in order to prevent the steel pipe 1 from laterally shifting, a horizontal support is set on the top of the steel pipe 1, and at the same time, in order not to constrain the rotation of the top of the steel pipe 1, a line hinge is set at the connection between the support and the wall of the steel pipe 1, that is, at the front end of the left and right supports The back of the angle steel is welded with round steel, and an oblong hole is set to connect the two supports with fastening bolts. The vertical load on the top of the steel pipe 1 is provided by a 200-ton hydraulic jack supported on the loading short column, and the low-cycle repetitive load at the 15th end of the composite beam is applied by two 50-ton MTS actuators supported on the crossbeam of the reaction frame. The stroke of the device is ±350mm.
三、三种试件的试验数据对比3. Comparison of test data of three kinds of specimens
通过对三种不同构造的节点进行低周反复荷载作用下的抗震性能试验研究，完整记录节点在弹性、屈服、强化和破坏阶段的P-Δ滞回曲线、骨架曲线等试验数据，考察各类节点的承载力、延性、耗能能力等抗震性能指标，对比分析不同构造节点的抗震性能。Through the experimental research on the seismic performance of nodes with three different structures under low-cycle repeated loads, the test data such as P-Δ hysteretic curves and skeleton curves of the nodes in the elastic, yielding, strengthening and failure stages are completely recorded, and various types of The aseismic performance indicators such as the bearing capacity, ductility, and energy dissipation capacity of the nodes are used to compare and analyze the aseismic performance of different structural nodes.
1、荷载(P)-位移(Δ)滞回曲线：1. Load (P)-displacement (Δ) hysteresis curve:
由三种节点试件的滞回曲线可以看出，试件A-1的滞回曲线最为饱满，节点破坏时的位移较大，表现出了较好的延性和耗能能力；而试件B-1由于部分钢筋与外环板的连接焊缝开裂，试件C-1由于贯穿钢筋发生滑移、两节点的变形发展都不充分，节点达到极限荷载时位移较小。From the hysteretic curves of the three joint specimens, it can be seen that the hysteretic curve of specimen A-1 is the fullest, and the displacement of the joint is larger when the joint is damaged, showing better ductility and energy dissipation capacity; while specimen B -1 Due to the cracking of the joint weld between some steel bars and the outer ring plate, specimen C-1 slipped through the steel bars, and the deformation development of the two nodes was not sufficient, and the displacement of the joints was small when the ultimate load was reached.
2、荷载(P)-位移(Δ)骨架曲线：2. Load (P)-displacement (Δ) skeleton curve:
由各节点试件骨架曲线确定的特征荷载和特征位移如表2所示，表中的正荷载值表示梁承受正弯矩，负值表示梁承受负弯矩。The characteristic load and characteristic displacement determined by the skeleton curve of each node specimen are shown in Table 2. The positive load value in the table means that the beam bears positive bending moment, and the negative value means that the beam bears negative bending moment.
表2 各节点的特征荷载和特征位移Table 2 Characteristic load and characteristic displacement of each node
由图11、图12、图13和表2可以看出，试件A-1的承载能力明显高于试件B-1、C-1。It can be seen from Figure 11, Figure 12, Figure 13 and Table 2 that the bearing capacity of specimen A-1 is significantly higher than that of specimens B-1 and C-1.
3、延性和耗能能力：3. Ductility and energy dissipation capacity:
表3 试件的延性与耗能Table 3 Ductility and energy dissipation of specimens
试件A-1的延性系数μ、能量耗散系数E、等效粘滞阻尼系数he明显大于试件B-1、C-1，由此可见，试件A-1的延性和耗能能力明显优于试件B-1、C-1，具有较好的抗震性能。The ductility coefficient μ, energy dissipation coefficient E, and equivalent viscous damping coefficient h e of specimen A-1 are significantly greater than those of specimens B-1 and C-1. It can be seen that the ductility and energy dissipation of specimen A-1 The ability is obviously better than that of specimens B-1 and C-1, and it has better seismic performance.
本发明中未经描述的技术特征可以通过现有技术实现，在此不再赘述。本发明并不仅限于上述具体实施方式，本领域普通技术人员在本发明的实质范围内做出的变化、改型、添加或替换，也应属于本发明的保护范围。The technical features not described in the present invention can be realized by the prior art, and will not be repeated here. The present invention is not limited to the above-mentioned specific implementation methods, and changes, modifications, additions or substitutions made by those skilled in the art within the essential scope of the present invention should also fall within the protection scope of the present invention.
Claims (10)
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105002930A (en) * | 2015-07-16 | 2015-10-28 | 上海建工四建集团有限公司 | Beam column joint structure constructed through steel annular plate and method of beam column joint structure |
| CN108412044A (en) * | 2018-05-18 | 2018-08-17 | 莫导贤 | The method for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node |
| CN108442509A (en) * | 2018-05-18 | 2018-08-24 | 上海建工二建集团有限公司 | Concrete steel pipe superposed column beam column connecting device and connecting method thereof |
| CN109914613A (en) * | 2019-04-15 | 2019-06-21 | 国网河北省电力有限公司经济技术研究院 | Diaphragm through-type joint assembly, diaphragm through-type beam-column joint and building |
| CN110863569A (en) * | 2019-09-25 | 2020-03-06 | 北京工业大学 | Sliding type compound steel pipe concrete column-beam joint and column-column connecting system |
| CN112746672A (en) * | 2021-02-04 | 2021-05-04 | 渝建建筑科技集团有限公司 | Novel beam column node |
| CN112922152A (en) * | 2021-01-18 | 2021-06-08 | 罗洪湖 | Steel pipe concrete beam column structure for building and manufacturing method thereof |
| CN113216380A (en) * | 2021-05-24 | 2021-08-06 | 哈尔滨工业大学 | Steel-concrete composite beam and concrete-filled steel tubular column joint and construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003343008A (en) * | 2002-05-27 | 2003-12-03 | Nippon Steel Corp | High-strength bolted joints between concrete-filled steel tubular columns and H-section beams and high-strength anchor bolts |
| CN102561530A (en) * | 2012-03-19 | 2012-07-11 | 天津大学 | Rectangular steel tube concrete column and steel beam all-bolt connecting joint |
| CN103161224A (en) * | 2013-03-07 | 2013-06-19 | 天津大学 | Rectangular concrete filled steel tubular column - steel beam connection node and construction methods thereof |
| CN203145194U (en) * | 2013-03-12 | 2013-08-21 | 山东科技大学 | Internal diaphragm joint of variable flange steel I-beam and square concrete filled steel tubular column |
| CN203742000U (en) * | 2014-03-24 | 2014-07-30 | 江苏中宝钢构有限公司 | U-shaped-steel-concrete composite beam and rectangular concrete filled steel tubular column joint assembly |
-
2015
- 2015-06-15 CN CN201510329922.1A patent/CN104912197A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003343008A (en) * | 2002-05-27 | 2003-12-03 | Nippon Steel Corp | High-strength bolted joints between concrete-filled steel tubular columns and H-section beams and high-strength anchor bolts |
| CN102561530A (en) * | 2012-03-19 | 2012-07-11 | 天津大学 | Rectangular steel tube concrete column and steel beam all-bolt connecting joint |
| CN103161224A (en) * | 2013-03-07 | 2013-06-19 | 天津大学 | Rectangular concrete filled steel tubular column - steel beam connection node and construction methods thereof |
| CN203145194U (en) * | 2013-03-12 | 2013-08-21 | 山东科技大学 | Internal diaphragm joint of variable flange steel I-beam and square concrete filled steel tubular column |
| CN203742000U (en) * | 2014-03-24 | 2014-07-30 | 江苏中宝钢构有限公司 | U-shaped-steel-concrete composite beam and rectangular concrete filled steel tubular column joint assembly |
Non-Patent Citations (2)
| Title |
|---|
| 林彦等: "方钢管混凝土柱-外包钢混凝土组合梁隔板贯通节点抗震性能研究", 《土木工程学报》 * |
| 聂建国等: "方钢管混凝土柱与钢-混凝土组合梁连接的内隔板式节点的抗震性能试验研究", 《建筑结构学报》 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105002930A (en) * | 2015-07-16 | 2015-10-28 | 上海建工四建集团有限公司 | Beam column joint structure constructed through steel annular plate and method of beam column joint structure |
| CN105002930B (en) * | 2015-07-16 | 2017-03-29 | 上海建工四建集团有限公司 | The beam-column node structure built using steel loop plate and its method |
| CN108412044A (en) * | 2018-05-18 | 2018-08-17 | 莫导贤 | The method for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node |
| CN108442509A (en) * | 2018-05-18 | 2018-08-24 | 上海建工二建集团有限公司 | Concrete steel pipe superposed column beam column connecting device and connecting method thereof |
| CN109914613A (en) * | 2019-04-15 | 2019-06-21 | 国网河北省电力有限公司经济技术研究院 | Diaphragm through-type joint assembly, diaphragm through-type beam-column joint and building |
| CN109914613B (en) * | 2019-04-15 | 2023-09-05 | 国网河北省电力有限公司经济技术研究院 | Partition through type node assembly, partition through type beam column node and building |
| CN110863569A (en) * | 2019-09-25 | 2020-03-06 | 北京工业大学 | Sliding type compound steel pipe concrete column-beam joint and column-column connecting system |
| CN112922152A (en) * | 2021-01-18 | 2021-06-08 | 罗洪湖 | Steel pipe concrete beam column structure for building and manufacturing method thereof |
| CN112746672A (en) * | 2021-02-04 | 2021-05-04 | 渝建建筑科技集团有限公司 | Novel beam column node |
| CN112746672B (en) * | 2021-02-04 | 2022-08-26 | 渝建建筑科技集团有限公司 | Novel beam column node |
| CN113216380A (en) * | 2021-05-24 | 2021-08-06 | 哈尔滨工业大学 | Steel-concrete composite beam and concrete-filled steel tubular column joint and construction method |
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Application publication date: 20150916 |