Fabricated square steel tube concrete joint with comprehensive promotion of anti-seismic and anti-collapse

Abstract

The application discloses a kind of comprehensive promotion anti-seismic and anti-collapse fabricated square steel pipe concrete joint, including steel pipe concrete column, steel beam located in the both sides of steel pipe concrete column and beam-column connecting structure connected between the square steel pipe concrete column and steel beam, steel pipe concrete column and steel beam vertical layout;Steel pipe concrete column includes square steel pipe column, a group of opening longitudinal rib and core concrete structure;Beam-column connecting structure includes outer ring plate and box plate;Steel beam is connected with the outer ring plate of sleeve welding on square steel pipe column by bolted and welded connection, beam-column joint inside welding box plate column and is connected by steel bar, box plate side steel bar is fixed using high-strength nut, steel beam web main part is corrugated web design, the application design is reasonable, construction is simple and good mechanical property, can effectively alleviate steel pipe concrete column-steel beam joint stress concentration and strain concentration problem, and anti-seismic and anti-collapse performance is excellent.

Description

Technical Field

[0001] This invention belongs to the field of building construction technology, and in particular relates to a prefabricated square steel tube concrete joint that comprehensively improves earthquake resistance and collapse resistance. Background Technology

[0002] With rapid socio-economic development, land resources in my country's first- and second-tier cities are extremely scarce, and low- and mid-rise buildings can no longer meet the functional requirements of cities and people's growing living needs. Therefore, high-rise and super high-rise buildings are constantly emerging in my country's leading economic cities. Their strategic importance makes their earthquake resistance and collapse resistance particularly crucial. In frame structures, beam-column connection nodes are key components ensuring the coordinated work of beams and columns to form a structural whole. Their stress performance directly affects the stiffness, stability, and load-bearing capacity of the structural system. Under accidental loads such as earthquakes and explosions, these nodes are subjected to the combined effects of horizontal and vertical shear forces and bending moments. Failure at these nodes can have severe consequences, even leading to the collapse of the entire building.

[0003] Concrete-filled steel tubular (CFST) columns have been widely used in engineering practices such as large-span structures and high-rise buildings due to their significant advantages, including high load-bearing capacity, good ductility, and convenient construction. However, previous CFST column joints were mostly connected directly with anchor bolts, which resulted in unreliable connections and inconvenient construction, thus limiting the widespread application of CFST joints in engineering projects. Summary of the Invention

[0004] To address the shortcomings of the existing technology, this invention aims to provide a prefabricated square steel tube concrete joint that is simple in structure, reasonable in design, and easy to construct, thereby improving the seismic and collapse resistance of the structure.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0006] A prefabricated square steel tube concrete joint includes a square steel tube concrete column, a steel beam connected to the outside of the square steel tube concrete column, and a beam-column connection structure connecting the square steel tube concrete column and the steel beam. The square steel tube concrete column is arranged vertically, and the steel beam is arranged horizontally.

[0007] The square steel tube concrete column includes a square steel tube column, perforated longitudinal ribs arranged along the length of the square steel tube column, and a core concrete structure filled inside the square steel tube column. The perforated longitudinal ribs are arranged perpendicularly to the inner wall of the square steel tube column and welded and fixed to the inner wall of the square steel tube column. The perforated longitudinal ribs are cast in the core concrete. The perforated longitudinal ribs have four through holes in the direction of the steel beam, which are distributed in a rectangular shape at the four corners along the height direction of the square steel tube column. The reinforcing bars are set through the through holes and the square steel tube concrete column.

[0008] The beam-column connection structure includes an outer ring plate, a shear plate, and a box plate. The outer ring plate includes upper and lower flanges and a vertical connecting plate connecting the upper and lower flanges. The upper and lower flanges of the outer ring plate are arranged on the same plane as the corrugated web steel beam and are welded to the outside of the square steel pipe column. The upper and lower flanges of the outer ring plate are welded to the upper and lower flanges of the corrugated web steel beam, respectively. The shear plate is bolted to the outer ring plate connecting plate and the web of the corrugated web steel beam. The box plate is built into the end of the corrugated web steel beam and is fixed to the two sides of the steel beam near the square steel pipe column by steel bars and bolts passing through the square steel pipe concrete column.

[0009] Furthermore, the steel beam is a corrugated web steel beam, with the main body of the web being a corrugated web, the corrugation angle being 52°, the waveform size being 31×63×40, a complete wavelength being 188mm, and the thickness of the corrugated web being 3mm.

[0010] Furthermore, it also includes a haunch plate connecting the square steel pipe column and the lower flange of the steel beam, the haunch plate being welded between the end of the lower flange of the steel beam and the square steel pipe column.

[0011] Furthermore, the armpit plate is a triangular steel plate; the two right-angled sides are welded close to the lower flange of the steel beam and the side of the square steel pipe column, the height of the armpit plate is 1 / 3 of the height of the steel beam, and the angle between the horizontal side and the hypotenuse of the armpit plate is 30°.

[0012] Furthermore, the box-shaped steel box is a frame-like steel box with open holes, which is assembled to the connection position between the web of the steel beam and the column; the number of box-shaped steel boxes is twice that of the steel beams, and one box-shaped steel box is fixed on each side of the web of each steel beam; the box-shaped steel box is at the same height as the web of the steel beam.

[0013] Furthermore, the thickness of the perforated longitudinal rib is not greater than the wall thickness of the square steel pipe column; the width d1 of the perforated longitudinal rib is the cross-sectional width d2 of the square steel pipe column minus the wall thickness; the through hole is circular and its diameter d3 = 0.3d1 to 0.7d1; the distance d4 between two adjacent through holes is ≥ 2d3.

[0014] Furthermore, the square steel pipe column and the perforated longitudinal rib are made of welded steel plate, butt-jointed channel steel or cold-bent steel pipe.

[0015] Furthermore, the steel beam is an H-beam or an I-beam.

[0016] Furthermore, the length of the square steel pipe column is 2.5 to 3.5 times the height of the steel beam, and the side length of the square steel pipe column is slightly smaller than the height of the beam.

[0017] Furthermore, the contact surfaces of the box-type plate with the shaped steel tube concrete column and steel beam are welded together, and the bolts are 10.9 grade M16 high-strength bolts.

[0018] Compared with the prior art, the present invention has the following advantages:

[0019] The prefabricated node includes a square steel tube concrete column and a steel beam connected to the outside of the square steel tube concrete column. The main components are prefabricated components, which have a simple structure, reasonable design and low construction cost.

[0020] The box slabs are built into the steel beams, which can effectively reduce the occupation of the building's usable space. As the main prefabricated components of this prefabricated node, they can effectively shorten the construction time and workload. Since the perforated longitudinal ribs directly participate in the force transmission of the node, the force transmission path of the node is improved. Therefore, eliminating the external partitions of traditional nodes can reduce the occupation of the building's usable space and the restriction on the building's functions.

[0021] The structure features a rational force transmission mechanism. The perforated longitudinal ribs enhance the interaction between the square steel tube columns and the core concrete, providing stiffness and improving the force transmission path at the joints. The box slabs, reinforced with steel bars, strengthen the connection between the steel beams and columns, improving the overall integrity of the steel-concrete composite structure, making the overall force transmission clearer, and improving force distribution. The haunches ensure a more uniform transition of force lines, reducing secondary internal forces. The combined use of welds and bolts at the shear plates simplifies connection nodes and improves the load-bearing performance of each component. The structure is lightweight and exhibits good seismic and torsional resistance, offering flexible usage options.

[0022] To alleviate stress and strain concentration at nodes, the perforated longitudinal ribs effectively reduce stress and strain concentration at nodes by transferring tensile and shear forces within the nodes, preventing buckling of steel pipes and weld cracking. The box slabs are fixed by continuous reinforcing bars, which greatly improves the load-bearing capacity. The haunches have a smooth transition effect, reducing torsional and distortional stresses. The bolted-welded hybrid connection improves the load-bearing capacity of the components, although welding stress is generated, it is generally alleviated. The corrugated web is subjected to uniform stress, which can avoid the local deformation caused by flat webs, resulting in high load-bearing capacity and high rigidity.

[0023] The structure exhibits superior seismic and collapse resistance. The use of perforated longitudinal ribs makes the structural stress distribution more rational. The haunch plate can improve the torsional and bending stiffness of the cross section. Under seismic loading, this invention has strong energy dissipation capacity and superior seismic performance. The combination of tie-fixing of the box plate and bolt-welding of the shear plate makes the beam-column joint more integrated, effectively improving the structure's collapse resistance. The corrugated web design results in a smaller structural self-weight and significantly improved seismic performance.

[0024] The construction method is simple, the design is reasonable, the construction efficiency is high, and the use effect is good. The assembled node structure has a simple structure, good mechanical properties, and small structural space occupation. It has the advantages of ensuring the quality of concrete pouring, clear and reasonable force transmission at the node, and relief of stress concentration. It also has excellent seismic and collapse resistance performance. It can effectively solve the problems of existing beam-column node construction quality not being easy to guarantee, stress concentration easily occurring in the node area, and poor seismic and collapse resistance performance. Attached Figure Description

[0025] Figure 1 This is a schematic diagram of the planar cross-section of a node in this invention.

[0026] Figure 2 for Figure 1 LL plan view

[0027] Figure 3 This is a top view of the nodes in this invention.

[0028] Figure 4 This is a three-dimensional view of the nodes in this invention.

[0029] Figure 5 for Figure 4 AA 3D ​​cross-section

[0030] Figure 6 This is a schematic diagram of the planar cross-section of the edge node of the present invention.

[0031] Figure 7 This is a three-dimensional representation of the edge nodes of the present invention.

[0032] Figure 8 3D detailed drawing of the perforated longitudinal rib

[0033] Figure 9 Detailed drawings and 3D renderings of the corrugated web.

[0034] Figure 10 Rendering of the reinforcement bars for the box slab

[0035] Figure 11 A rendering of the axillary plate

[0036] Figure 12 Rendering of a bolted-welded hybrid shear plate

[0037] Figure 13 This is a rendering of the connection between the outer ring plate and the steel beam.

[0038] Figure 14 For the detailed drawings of the bolts involved

[0039] In the figure: 1-Square steel tube concrete column, 2-Corrugated web steel beam, 3-Perforated longitudinal rib, 4-Outer ring plate, 5-Shear plate, 6-Half plate, 7-Box plate, 8-Corrugated web, 9-Bolt, 10-Reinforcing bar, 11-Through hole. Detailed Implementation

[0040] The present invention will be further described in detail below with reference to specific embodiments. These descriptions are for explanation purposes only and are not intended to limit the scope of the invention.

[0041] See Figure 1 and Figure 2As shown, the prefabricated square steel tube concrete joint of the present invention includes a square steel tube concrete column 1, a corrugated web steel beam 2, a perforated longitudinal rib 3, an outer ring plate 4, a shear plate 5, a haunch plate 6, a box plate 7, a corrugated web 8, bolts 9, reinforcing bars 10, and a through hole 11.

[0042] The prefabricated square steel tube concrete joint includes a square steel tube concrete column 1, a steel beam connected to the outside of the square steel tube concrete column 1, and a beam-column connection structure connecting the square steel tube concrete column 1 and the steel beam. The square steel tube concrete column 1 is arranged vertically, the steel beam is arranged horizontally, and the square steel tube concrete column 1 and the steel beam are arranged perpendicularly.

[0043] The square steel-concrete composite column 1 includes a square steel-concrete composite column, a set of perforated longitudinal ribs 3 arranged on the inner wall of the square steel-concrete composite column 1, and a core concrete structure filled inside the square steel-concrete composite column. The perforated longitudinal ribs 3 are cast in the core concrete, and the size of all the openings of the perforated longitudinal ribs 3 is the same as the diameter of the continuous reinforcing bars 10. The perforated longitudinal ribs 3 are arranged along the length of the square steel-concrete composite column. The perforated longitudinal ribs 3 are rectangular steel ribs, which are arranged perpendicular to the inner wall of the square steel-concrete composite column to which they are arranged, and the outer wall of the rectangular steel ribs is welded and fixed. On the inner wall of the square steel pipe column, the rectangular steel rib plate has four through holes distributed at the four corners of the column along the height direction in the direction of the steel beam; among them, the perforated longitudinal rib 3 is welded in the middle of the square steel pipe concrete column 1, and is flush with the square steel pipe column from top to bottom. The square steel pipe column, the perforated longitudinal rib 3 and the core concrete structure are all the same length. The top of the core concrete structure and the top of the perforated longitudinal rib are flush with the top of the square steel pipe column, and the bottom of the core concrete structure and the bottom of the perforated longitudinal rib are flush with the bottom of the square steel pipe column.

[0044] like Figure 7 and Figure 8 As shown, the thickness of the perforated longitudinal rib 3 is not greater than the wall thickness of the square steel pipe column, and the greater the wall thickness of the square steel pipe column, the greater the thickness of the perforated longitudinal rib; multiple through holes are evenly distributed, and the structure and size of the multiple through holes are the same; the through hole size is circular; it also includes m reinforcing bars penetrating the square steel pipe column and the perforated longitudinal rib, the m reinforcing bars are arranged in parallel, and all m reinforcing bars are arranged perpendicular to the square steel pipe column, where m is a positive integer and m is 4 times the number of square steel pipe concrete columns; all m reinforcing bars are cast in the core concrete structure, and the reinforcing bars are 10mm HRB400 hot-rolled ribbed high-strength reinforcing bars according to the specifications; the width d1 of the perforated longitudinal rib 3 is the cross-sectional width of the square steel pipe column excluding the wall thickness, the cross-sectional length of the square steel pipe column is d2, d1 < d2; the through hole is circular and its diameter d3 = 0.3d1 ~ 0.7d1, and the distance between two adjacent through holes d4 ≥ 2d3.

[0045] The number of through holes 11 in the perforated longitudinal rib 3 is m, and m reinforcing bars 10 pass through each of the m through holes in each of the perforated longitudinal rib 3, where m is a positive integer and m is 4 times the number of square steel tube concrete columns. The through holes 11 are circular, and the structure and size of the multiple through holes are identical. The reinforcing bars 10 are 10mm HRB400 hot-rolled ribbed high-strength reinforcing bars.

[0046] The beam-column connection structure includes an outer ring plate 4, a shear plate 5, and a box plate 7. The outer ring plate 4 includes upper and lower flanges and a vertical connecting plate connecting the upper and lower flanges. The upper and lower flanges of the outer ring plate 4 are arranged on the same plane as the corrugated web steel beam 2 and are welded to the outside of the square steel pipe column. The upper and lower flanges of the outer ring plate 4 are welded to the upper and lower flanges of the corrugated web steel beam 2. The shear plate 5 is connected and fixed to the connecting plate of the outer ring plate 4 and the web of the corrugated web steel beam 2 by bolts 9.

[0047] like Figures 3-6 As shown, the steel beams are located on both sides of the middle of the square steel pipe column. The length of the square steel pipe column is 2.5 to 3.5 times the height of the steel beam. The side length of the square steel pipe column is slightly smaller than the height of the beam. There are N steel beams, where N is a positive integer and N = 1 or 2. The N steel beams are respectively arranged on the outside of the N side walls of the square steel pipe column, and each steel beam is arranged perpendicular to the side wall of the square steel pipe column on which it is arranged.

[0048] like Figure 9 As shown, the steel beam is a corrugated web steel beam 2. The upper and lower flange ends of the corrugated web steel beam 2 are welded to the axle plate 6. The web and the outer ring plate 4 are bolted together by shear plates 5. The box plate 7 placed near the column side of the web is bolted to the square steel pipe column by reinforcing bars and welded to the contact surface of the beam and column for reinforcement. The main body of the web is a corrugated web 8. According to the "Technical Specification for Corrugated Web Steel Structures", the waveform recommended by Ouben Steel Structure is selected. The corrugated angle is 52°, the waveform size is 31×63×40, the complete wavelength is 188mm, the thickness of the corrugated web is 3mm, and the waveform design starts from the far column side of the shear plate.

[0049] In the aforementioned beam-column connection node, the rectangular steel pipes of the square steel tube concrete column 1 and the perforated longitudinal rib 3 are welded steel plates, butt-jointed channel steel, or cold-formed steel pipes; the steel beams are H-beams or I-beams.

[0050] The concrete mentioned is ordinary concrete, high-strength concrete, or self-compacting concrete.

[0051] The perforated longitudinal rib 3 is connected to the side wall of the square steel tube concrete column 1, the armpit plate 6 is connected to the square steel tube concrete column 1 and the outer ring plate 4, and the corrugated web steel beam 2 by fillet welds.

[0052] like Figure 10As shown, the number of box-type plates 7 is twice that of the steel beams; the box-type plates 7 are embedded in the ends of the corrugated web steel beams 2, with through-beam reinforcing bars 10 passing through and fixed with bolts 9. The box-type plates 7 are bolted to both sides of the steel beams near the square steel pipe columns by reinforcing bars, and their contact surfaces with the beams and columns are welded. Both the box-type plates and the square steel pipe columns have through holes for the reinforcing bars to pass through; the bolts are 10.9 grade M16 high-strength bolts, such as... Figure 14 The box-type slab is connected to the far end face of the box-type slab on the other side of the column by bolted reinforcing bars at the mid-node and the other side of the column by bolted reinforcing bars at the side node. The box-type slab is welded to the contact surfaces of the steel-concrete composite column and the upper and lower flanges of the steel beam. The box-type slab is a frame-like steel box with open holes, assembled to the connection position between the beam web and the column. The box-type slab is arranged along the direction of the steel beam. The box-type slab has the same height as the web of the steel beam, and its length is from the column side to the far edge of the shear plate. It is the main prefabricated component of this prefabricated node.

[0053] like Figure 11 As shown, it also includes a haunch plate 6 connecting the square steel pipe column and the lower flange of the steel beam. The number of haunch plates is the same as the number of steel beams. The haunch plate is welded between the end of the lower flange of the beam and the square steel pipe column. The main body of the haunch plate is a triangular steel plate. The two right-angled sides of the haunch plate are welded and arranged along one side of the beam and column. According to the specifications, in order to give the joint better deformation capacity, the height of the haunch plate is selected to be 1 / 3 of the beam height, and the included angle of the haunch plate is 30°. The horizontal projection length is obtained from the geometric relationship. The main body of the haunch plate 6 is triangular, and the two right-angled sides are welded close to the lower flange of the beam and the side of the column. The number of haunch plates is the same as the number of steel beams.

[0054] like Figure 12 As shown, shear plates 5 are connected between the connecting plate of the outer ring plate 4 and the web of the corrugated web steel beam 2. The number of shear plates is the same as the number of steel beams. The web shear plates are arranged on the same plane as the outer ring plate and the steel beams. Both the shear plates and the connecting plate of the outer ring plate 4 are rectangular steel plates of the same thickness. The shear plates are bolted between the corrugated web plate 8 and the outer ring plate 4 of the outer steel pipe. The shear plates are rectangular steel plates and are arranged along the length of the square steel pipe column. All shear plates are arranged perpendicular to the outer wall of the square steel pipe column to which they are arranged. Both the shear plates 5 and the connecting plate of the outer ring plate 4 are rectangular steel plates of the same thickness.

[0055] like Figure 13 As shown, the components attached to the steel beams and columns have the same structure and dimensions, including an outer ring plate fitted on the outside of the square steel pipe column, armpit plates arranged on the upper and lower flanges and near the column, and box plates welded inside the web of the beam. All of these are arranged on the same plane. The number of armpit plates on the lower flange is the same as the number of steel beams, and the number of box plates is twice the number of steel beams. The outer ring plate is welded and fixed to the square steel pipe column as a whole or is fabricated as a whole.

[0056] On the other hand, the present invention also provides a method for constructing prefabricated square steel tube concrete joints, the method comprising the following steps:

[0057] Step 1: Welding of square steel pipe column components: Weld longitudinal ribs with a width of d2 to the inner walls of two opposite rectangular steel plates spliced ​​into a square steel pipe column, weld the rectangular steel plates into a square steel pipe column, then weld an outer ring plate at the middle length of the square steel pipe column and open through holes mirroring the longitudinal ribs, and finally weld an outer ring plate at the middle length of the column; the rectangular steel plates are all the same length.

[0058] After the four rectangular steel plates are welded into a square steel pipe column and through holes are drilled, m reinforcing bars need to be installed separately, so that each reinforcing bar passes through the through holes of the square steel pipe column and the through holes of the perforated longitudinal ribs; the ribs are continuous with the square steel pipe column; the m reinforcing bars are arranged at the four corners, and the m reinforcing bars are all arranged perpendicular to the square steel pipe column, where m is a positive integer and m≥4; the number of through holes drilled in the perforated longitudinal ribs 3 is m, the number of through holes drilled in the square steel pipe column is 2m, and the m reinforcing bars pass through the m through holes of the perforated longitudinal ribs 3 through the front and rear 2m through holes of the square steel pipe column respectively; the through holes are circular holes;

[0059] Step 2: Determining the location of beam-column connection structure: Based on the height of the steel beam and its connection location on the square steel pipe column, determine the layout positions of the haunch plate, the shear plate, and the box plate;

[0060] When determining the location of the beam-column connection structure, after determining the position of the steel beam, the first step is to pass the reinforcing bars of the square steel pipe column through the box slab and fix them with bolts (only one side of the box slab is used in the edge node). Then, the position of the shear plate is determined, and the position of the steel beam is determined accordingly. The haunch plate is the last step in this process. The shear plate is a rectangular steel plate and is arranged along the length of the square steel pipe column. The haunch plate and stiffening angle body are triangular, and each right angle side is arranged according to the angle of the square steel pipe column and the steel beam. The ratio of the number of through holes in the shear plate, outer ring plate and beam web is: m1 = 2m2 = 2m3.

[0061] Step 3, Steel Beam Connection: Fix the shear plate at the connection position between the outer ring plate and the web of the steel beam with bolts; fix the reinforcing bars that penetrate the box plate and the square steel pipe column with bolts; weld the contact surfaces of the box plate with the steel pipe concrete column and the upper and lower flanges of the steel beam; weld the right-angled side of the haunch plate with the contact surface of the square steel pipe column and the steel beam.

[0062] When connecting steel beams, the web of the steel beam is a corrugated web, and the angle and dimensions are strictly specified. The upper and lower flanges of the steel beam must also be welded to the corresponding positions of the outer ring plate. All bolts required for bolt connection are M16 high-strength bolts.

[0063] Step 4: Concrete pouring: Concrete is poured inside the square steel pipe column to form the core concrete structure, resulting in a prefabricated square steel pipe concrete joint.

[0064] The method of the present invention will be described below through specific embodiments.

[0065] Implementation Step 1

[0066] This step describes in detail the implementation method for the interior and surrounding area of ​​the square steel tube concrete column 1, involving components such as the perforated longitudinal rib 3, the outer ring plate 4, the reinforcing bar 10, and the through hole 11.

[0067] In practical use, the implementation process of this example is as follows:

[0068] 1) Fabricate the perforated longitudinal ribs 3 according to the dimensions of the square steel-concrete composite column 1. The thickness of the perforated longitudinal ribs 3 shall not exceed the wall thickness of the square steel-concrete composite column 1. The cross-sectional area of ​​the square steel-concrete composite column 1 is 0.09m². 2 ~4m 2 Furthermore, its wall thickness is 12mm to 25mm, and the thickness of the perforated longitudinal ribs is 8mm to 22mm.

[0069] 2) Reserve through holes 11 for reinforcing bars on the perforated longitudinal ribs 3 and the square steel tube concrete column 1. The diameter of the through holes is slightly larger than that of the bolts 9. The reserved through holes need to correspond to the openings in the box plate 7.

[0070] 3) Connect the perforated longitudinal rib 3 and the column wall of the square steel tube concrete column 1 through 4 steel bars 10.

[0071] 4) Based on the dimensions of the square steel tube concrete column 1 and the corrugated web steel beam 2, process the outer ring plate 4 (the outer ring plate of the edge node is weakened and flattened on the outside of the node). Weld the outer ring plate 4 onto the column and drill 4 holes equal to the bolt diameter according to the bolt 9. The same applies to the web of the corrugated web steel beam 2.

[0072] 5) Symmetrical holes slightly larger than the bolt diameter are opened on both sides of the column, and the width of the upper and lower flanges of the outer ring plate 4 is the same as the width of the upper and lower flanges of the corrugated web steel beam 2.

[0073] Implementation Step 2

[0074] Implementation step 2 specifically details the end connection between the corrugated web steel beam 2 and the outer ring plate 4. The web and flanges are connected in different ways, using shear plates 5 and bolts 9. In practical application, Example 2 is implemented as follows:

[0075] 1) Process the corrugated web 8 of the corrugated web steel beam 2 with an included angle of 52° and dimensions of 31×63×40. A complete wavelength of 180mm is formed. Process the shear plate 5 according to the web dimensions of the corrugated web steel beam 2 and the outer ring plate 4. The area of ​​the shear plate 5 is equal to the size of the end of the outer ring plate 4 and the corrugated web steel beam 2, and the height is the same as the height of the beam web. Open 8 holes with dimensions that conform to the outer ring plate and the steel beam.

[0076] 2) The corrugated web steel beam 2 has 4 holes identical to those in the outer ring plate 4, and their diameter is slightly larger than that of the bolt 9.

[0077] 3) The corrugated web steel beam 2 and the outer ring plate 4 have arc-shaped cuts near the upper and lower flanges. The radius of the cut arc can be 35mm to facilitate subsequent welding.

[0078] 4) After the corrugated web steel beam 2 is connected to the outer ring plate 4, bolts 9 are used to pass through the shear plate 5 to connect the outer ring plate column and the steel beam opening for fixing.

[0079] 5) After bolt connection, connect the outer ring plate 4 to the upper and lower flanges of the corrugated web steel beam 2 through the slit weld.

[0080] 6) The steel beams on both sides of the column are connected by a combination of bolts and welds, implemented symmetrically. The number of shear plates is the same as that of the steel beams, and the number of bolts is 8 times that of the steel beams.

[0081] 7) The shear plate 5 is a rectangular steel plate located between the upper and lower flanges of the corrugated web steel beam 2, close to the web of the beam, and arranged in a square pattern along the length of the square steel tube concrete column 1.

[0082] Implementation Step 3

[0083] The difference between implementation step 3 and implementation step 2 is that the corrugated web steel beam 2 has a box plate 7 with connecting steel bars added to the web. The box plate is a shell-type strip box plate, which is embedded into the steel beam and connected to the steel bars to tie and fix the beam-column joint. Then, the box plate is welded to the contact surface of the steel pipe concrete column and the upper and lower flanges of the steel beam to further improve the mechanical properties.

[0084] In practical use, the implementation process of this example is as follows:

[0085] 1) Fabricate box plate 7 according to the beam width and web size of corrugated web steel beam 2. The width of the box plate is slightly less than the flange width minus half the width of the web (to reserve the length of the shear plate nut). The length is approximately equal to the position of the shear plate at the web of the column side channel, and the height is equal to the inner height of the web.

[0086] 2) The through holes 11 made by the longitudinal ribs 3 and the square steel pipe column 1 are the openings for the box plate. The through holes are the same in size and dimensions. Two steel bars pass through one side of the box plate, and the I-beams have symmetrical openings on both sides.

[0087] 3) The reinforcing bars 10, which are pre-passed through the square steel pipe concrete column 1 and the perforated longitudinal rib 3, are passed through the box slab and built into the I-shaped steel beam, which is symmetrically arranged on both sides of the I-shaped steel beam.

[0088] 4) Secure the reinforcing bars that pass through the box slab or column with bolts 9.

[0089] 5) Weld the side of the box plate that contacts the column and the upper and lower flanges that contact the steel beam to reinforce the joint, making the joint a whole.

[0090] 6) Bolt 9 in the edge node fixes the reinforcing bars that pass through the box plate and the column on the other side.

[0091] 7) The box slab 7 is symmetrically arranged on both sides of the square steel tube concrete column 1 in the middle node, and only arranged on the inner side in the side node.

[0092] 8) The number of box plates 7 is twice the number of corrugated web steel beams 2, and the number of bolts 9 is four times the number of steel beams.

[0093] Implementation Step 4

[0094] The difference between implementation step 4 and implementation step 3 is that a haunch plate 6, which has a smooth transition function, is added at the lower flange connection between the directional steel tube concrete column 1 and the corrugated web steel beam 2. The haunch plate is connected to the square steel tube column by one right angle and to the lower flange by another right angle. The addition of the haunch plate strengthens the entire node.

[0095] In practical use, the implementation process of this example is as follows:

[0096] 1) Based on the column height of the square steel tube concrete column 1 and the length of the corrugated web steel beam 2, the main body of the armpit plate 6 is made with appropriate dimensions. The main body of the armpit plate is a triangular steel plate with two right-angled sides arranged close to the node.

[0097] 2) Weld the right-angled sides of the completed armpit plate 6 to the side of the square steel tube concrete column 1 and the lower flange of the corrugated web steel beam 2 respectively, using welded connections.

[0098] 3) The armpit plate 6 is symmetrically arranged on the lower flange of the corrugated web steel beam 2 in the middle node, and only on the lower flange of the side with the steel beam in the side node.

[0099] 4) The number of armhole plates 6 is the same as the number of steel beams.

[0100] After confirming that the previous steps have been completed, pour the concrete.

Claims

1. A prefabricated square steel tube concrete joint that comprehensively improves earthquake resistance and collapse resistance, characterized in that: It includes a square steel tube concrete column (1), a steel beam connected to the outside of the square steel tube concrete column (1), and a beam-column connection structure connecting the square steel tube concrete column (1) and the steel beam. The square steel tube concrete column (1) is arranged vertically, and the steel beam is arranged horizontally. The square steel tube concrete column (1) includes a square steel tube column, perforated longitudinal ribs (3) arranged along the length of the square steel tube column (1) and a core concrete structure filled in the square steel tube column. The perforated longitudinal ribs (3) are arranged perpendicularly to the inner wall of the square steel tube column and welded and fixed to the inner wall of the square steel tube column. The perforated longitudinal ribs (3) are poured into the core concrete. The perforated longitudinal ribs (3) have four through holes (11) in the direction of the steel beam, which are distributed in a rectangular shape at the four corners along the height direction of the square steel tube column. The reinforcing bars (10) are set through the through holes (11) and the square steel tube concrete column (1). The beam-column connection structure includes an outer ring plate (4), a shear plate (5), and a box plate (7). The outer ring plate (4) includes upper and lower flanges and a vertical connecting plate connected between the upper and lower flanges. The upper and lower flanges of the outer ring plate (4) are arranged on the same plane as the corrugated web steel beam (2) and are welded to the outside of the square steel pipe column. The upper and lower flanges of the outer ring plate (4) are welded to the upper and lower flanges of the corrugated web steel beam (2) respectively. The shear plate (5) is connected to the outer ring plate connecting plate and the web of the corrugated web steel beam (2) by bolts (9). The box plate (7) is built into the end of the corrugated web steel beam (2) and is fixed to the steel beam near the square steel pipe column by steel bars (10) passing through the square steel pipe concrete column (1) and bolts (9).

2. The fabricated square CFST joint with integrated seismic and collapse resistance according to claim 1, wherein: The steel beam is a corrugated web steel beam (2), the main body of the web is a corrugated web (8), the corrugation angle is 52°, the waveform size is 31×63×40, a complete wavelength is 188mm, and the thickness of the corrugated web is 3mm.

3. The fabricated square CFST joint with integrated seismic and collapse resistance according to claim 2, wherein: It also includes a yoke plate (6) connecting the square steel pipe column and the lower flange of the steel beam, the yoke plate (6) being welded between the end of the lower flange of the steel beam and the square steel pipe column.

4. The fabricated square CFST joint with integrated seismic and collapse resistance according to claim 3, wherein: The armpit plate (6) is a triangular steel plate; the two right-angled sides are welded close to the lower flange of the steel beam and the side of the square steel pipe column. The height of the armpit plate is 1 / 3 of the height of the steel beam, and the angle between the horizontal side and the hypotenuse of the armpit plate is 30°.

5. The fabricated square CFST joint with integrated seismic and collapse resistance according to any one of claims 1-4, wherein: The box plate (7) is a strip steel box with open holes, which is assembled to the connection position between the web of the steel beam and the column; the number of box plates (7) is twice that of the steel beam, and one box plate (7) is fixed on each side of the web of each steel beam; the box plate is a steel structure with a thickness of 25mm and the same height as the web of the steel beam.

6. The fabricated square CFST joint with integrated seismic and collapse resistance according to any one of claims 1-4, wherein: The thickness of the perforated longitudinal rib (3) is not greater than the wall thickness of the square steel pipe column; the width d1 of the perforated longitudinal rib (3) is the cross-sectional width d2 of the square steel pipe column excluding the wall thickness; the through hole (11) is circular and its diameter d3 = 0.3d1 ~ 0.7d1; the distance d4 between two adjacent through holes is ≥ 2d3.

7. The fabricated square CFST joint with integrated seismic and collapse resistance according to any one of claims 1-4, wherein: The square steel pipe column and the perforated longitudinal rib (3) are made of welded steel plate, butt-jointed channel steel or cold-bent steel pipe.

8. The fabricated square CFST joint with integrated seismic and collapse resistance according to any one of claims 1-4, wherein: The steel beams are H-beams or I-beams.

9. The fabricated square CFST joint with integrated seismic and collapse resistance according to any one of claims 1-4, wherein: The length of the square steel pipe column is 2.5-3.5 times of the beam entity height of the steel beam, and the side length of the square steel pipe column is slightly smaller than the beam height.

10. The fabricated square CFST joint with integrated seismic and collapse resistance according to any one of claims 1-4, wherein: The box plate (7) is welded with the contact surface of the steel pipe concrete column (1) and the steel beam, and the bolt is a 10.9 grade M16 high-strength bolt.

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