Concrete beam column structure locally internally provided with thin-wall steel pipes and mounting method of concrete beam column structure

Abstract

The invention belongs to the technical field of concrete beam column structures, and particularly relates to a beam column structure locally internally provided with thin-wall steel pipes and a mounting method of the beam column structure. By reasonably arranging the internally-arranged steel pipes and the reinforcing steel bars, the effects of reducing the dead weight of the structure and improving the bearing capacity are achieved. Due to the application of the steel pipe, the bending resistance and the shearing resistance of the concrete member are enhanced, and generation and expansion of cracks are effectively delayed. In addition, as the steel pipe has high strength and rigidity, the structure can still keep stable under the condition of high load, and is particularly suitable for occasions needing high bearing capacity, such as bridges and buildings. The stress characteristics of beam column components are fully considered, and a novel design method for internally-arranged steel pipe concrete is provided. Through detailed analysis of construction details and working principles, professional technicians can implement the method according to description, so that the safety and economical efficiency of an engineering structure are effectively improved. The shear resistance, the bending resistance and the overall stability of the structure are improved.

Description

Technical Field

[0001] The invention belongs to the technical field of concrete beam-column structures, and in particular relates to a concrete beam-column structure partially equipped with thin-walled steel pipes and an installation method thereof. Background Art

[0002] Since its birth, reinforced concrete structures have undergone many innovations and gradually evolved into a variety of new structural forms, such as composite structures such as internal steel concrete structures, external thin-walled steel tube concrete structures, and box structures such as box beams and hollow piers. The emergence of these new structures has brought new development opportunities for traditional concrete structures. The local internal thin-walled steel tube concrete structure studied in this paper is an innovative form that aims to improve the overall performance and economy through improvements in structural design. At present, domestic and foreign scholars have conducted preliminary explorations in the study of the bearing capacity of internal thin-walled steel tube concrete beams, but the research is still in its infancy. The research mainly focuses on the bending bearing capacity. The results show that the internal thin-walled steel tube concrete beam has high ductility. The thickness of the thin-walled steel tube, the longitudinal reinforcement ratio, and whether the concrete is filled inside have a significant effect on the bending performance of the beam. For example, Cai Jian conducted bending tests on multiple internal thin-walled steel tube concrete beams and established a corresponding calculation method. Xie Hengyan's research further shows that the internal thin-walled steel tube concrete beam not only has strong deformation capacity, but also has large bending stiffness. However, the research on the shear performance of this type of beam has not been carried out, and the calculation method and design theory of shear bearing capacity are still blank. Compared with the research on beams, the research on the bearing performance of thin-walled steel tube concrete columns is even more scarce, and there are almost no relevant experimental data and theoretical results. However, reinforced concrete hollow piers with similar structural characteristics have been widely used in bridge engineering, and their research results can provide a reference for this project. Related studies have shown that box sections have larger moments of inertia and torsional stiffness. Compared with solid columns of the same volume, the ultimate bearing capacity, ductility and energy dissipation capacity of box section columns are significantly improved. In addition, the research on some prefabricated steel concrete columns shows that the bearing capacity and stiffness of solid columns are usually higher than those of hollow columns, especially under large eccentric pressure, the bending stiffness of hollow columns is significantly lower. These results provide a reference for the design of thin-walled steel tube concrete columns, but more experiments are still needed to improve the bearing capacity calculation method. Summary of the invention

[0003] The present invention provides a beam-column structure partially equipped with thin-walled steel pipes and an installation method thereof, so as to solve the technical problems existing in the prior art that the defect position in the thin-walled steel pipe cannot be accurately located, the defects need to be marked manually, and the high defects in the thin-walled steel pipe cannot be marked.

[0004] In order to achieve the above object, the present invention adopts the following technical solution: A concrete beam-column structure partially equipped with thin-walled steel pipes, wherein thin-walled steel pipes are arranged at the core positions in the beams and columns, end wing rings are installed at both ends of the thin-walled steel pipes, connecting reinforcement ribs are welded on the end wing rings, and steel bars are arranged on the thin-walled steel pipes, and the steel bars pass through the end wing rings at both ends of the thin-walled steel pipes.

[0005] The thin-walled steel pipe is made of Q355 steel using high-frequency coil welding technology.

[0006] A filler inlet pipe is arranged at one end of the outer side of the thin-walled steel pipe, and an overflow pipe is arranged at the other end.

[0007] Concrete is poured on the outer periphery of the thin-walled steel pipe, bolts are arranged on the outer periphery of the thin-walled steel pipe, and the thin-walled steel pipe is tightly connected to the surrounding concrete through the bolts.

[0008] The studs on the thin-walled steel pipe are evenly distributed along the length direction of the thin-walled steel pipe, the length of the studs is 6 cm, and the diameter of the studs is not less than 1 cm.

[0009] The steel bars are arranged at the upper and lower parts of the thin-walled steel pipe.

[0010] The upper and lower ends of the end wing rings at both ends of the thin-walled steel pipe are provided with original openings at the positions of the steel bars corresponding to the end. A wire mesh is fixed on the end wing ring by welding. The steel bars at the upper and lower parts of the thin-walled steel pipe pass through the end wing ring from the circular opening through the wire mesh.

[0011] The outer sides of the upper and lower steel bars of the thin-walled steel pipe are fixed by a number of stirrups.

[0012] The connection between the steel bars is achieved by extruding the steel sleeves.

[0013] A design method for a concrete beam-column structure partially equipped with thin-walled steel pipes, wherein end wing rings are installed at both ends of the thin-walled steel pipes, connecting reinforcement ribs are extended outward from the outer sides of the end wing rings at both ends of the thin-walled steel pipes by welding, steel bars are arranged at the upper and lower parts of the thin-walled steel pipes, and the beams and columns are connected and fixed at the connection nodes by the steel bars.

[0014] Compared with the prior art, the present invention has the following beneficial effects: The present invention discloses a concrete beam-column structure partially equipped with thin-walled steel pipes, which enhances the overall stability and bearing capacity of the structure by installing end wing rings at both ends of the thin-walled steel pipes and welding and connecting reinforcing ribs. At the same time, the design of the steel bars passing through the end wing rings makes the connection between the steel bars and the steel pipes more firm, reducing the positioning deviation caused by the loose connection.

[0015] Furthermore, the high-frequency coil welding process improves the manufacturing accuracy of steel pipes and reduces welding defects, thereby reducing the possibility of defects inside the steel pipes. Q355 steel has high strength and toughness, can better resist external stress, and reduce defects caused by insufficient material properties.

[0016] Furthermore, the design of the filler inlet pipe and the overflow pipe facilitates the injection of the test medium or filler material into the steel pipe, facilitating non-destructive testing (such as ultrasonic testing) to accurately locate the defect position in the steel pipe. At the same time, these pipes can also be used to remove excess material to avoid detection errors caused by uneven filling.

[0017] Furthermore, bolts are used to stabilize the connection between the steel pipe and the concrete, which increases the friction and bonding force between the steel pipe and the concrete, making the two tightly combined and reducing defects caused by relative sliding. In addition, this design also makes it easy to indirectly judge the state of the steel pipe through changes in the concrete surface.

[0018] Furthermore, the bolts evenly distributed around the thin-walled steel pipe provide a more stable connection for the steel pipe, reduce local stress concentration, and reduce the risk of defects caused by stress concentration. At the same time, the specific size of the bolts ensures sufficient connection strength, further improving the safety of the structure.

[0019] Furthermore, the larger diameter steel bars improve the overall stiffness and load-bearing capacity of the structure and reduce defects caused by steel bar deformation. At the same time, the location design of the steel bars helps to distribute the load and reduce local stress concentration.

[0020] Furthermore, the design of the wire mesh and the round opening ensures the precise connection between the steel bar and the end wing ring, reducing the positioning deviation caused by a loose connection. At the same time, the wire mesh also provides additional support and enhances the stability of the overall structure.

[0021] Furthermore, the use of stirrups further strengthens the connection between the steel bars and the steel pipes, reducing defects caused by the movement of the steel bars. At the same time, the evenly distributed stirrups improve the overall stiffness and shear resistance of the structure.

[0022] Furthermore, the steel sleeve extrusion connection is a reliable connection method that reduces the defects caused by traditional welding connections. This connection method not only improves the connection strength, but also simplifies the construction process and reduces the errors caused by manual operation.

[0023] Furthermore, this installation method combines the characteristics of the above-mentioned beam-column structure with thin-walled steel pipes in the local interior, and significantly improves the overall stability and load-bearing capacity of the structure through the optimization of end wing rings, connection reinforcement ribs, steel bars and studs. At the same time, these designs also facilitate non-destructive testing, accurately locate the defect position, reduce the need for manual marking, and solve the problem of high-altitude defects being difficult to mark. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 : Schematic diagram of beam cross section; Figure 2: Schematic diagram of column section; Figure 3 : Schematic diagram of structural construction; Figure 4 : Schematic diagram of stirrup bolts; Figure 5 : Structural drawing of steel pipes in beam-column structure; Figure 6 :Simplified diagram of steel pipes in beam-column structure: Figure 7 :Perspective diagram after beam construction is completed; Figure 8 :Perspective diagram after the column construction is completed; Fig. 9 : AA section diagram of uncast functional material steel pipe; Fig.10 : Schematic diagram of steel pipe BB section; Fig.11 : Schematic diagram of AA section of steel pipe for casting functional materials; Fig.12 : Prefabricated steel pipe components after concrete pouring; Fig.13 : ESTRC1, RC load-displacement curve diagram; Fig.14 : ESTRC1, RC load-deflection curve schematic diagram.

[0025] Explanation of the numbers: 1. Thin-walled steel pipe; 2. Steel bars; 3. Stirrups; 4. Studs; 5. End wing rings; 6. Connecting reinforcement bars; 7. Steel bar sleeves; 8. Filling inlet pipe; 9. Overflow pipe; 10. Wire mesh. DETAILED DESCRIPTION

[0026] In order to further understand the content of the present invention, the present invention is described in detail below in conjunction with the accompanying drawings and specific embodiments. It should be understood that the embodiments are only for explaining the present invention and are not intended to limit it.

[0027] The embodiments of the present invention are described in detail below with reference to the accompanying drawings.

[0028] See also Figures 1 to 12 , a concrete beam-column structure partially equipped with thin-walled steel pipes, thin-walled steel pipes 1 are arranged at the core parts of the beam structure and the column structure, such as Figure 1 , Figure 2 As shown in the figure, studs 4 are evenly arranged on the outer circumference of the thin-walled steel pipe 1 along its long side direction, and a plurality of steel bars 2 are arranged on the upper and lower parts of the thin-walled steel pipe 1. The steel bars 2 are longitudinally placed along the long side of the thin-walled steel pipe 1, as shown in FIG. Figure 3 As shown in , the steel bars 2 between beams and columns, beams and beams, and columns and columns are connected and fixed by steel bar sleeves, such as Figure 7 and 8As shown in FIG. 1 , a steel mesh 10 is welded at the openings at both ends of the steel bar 2. Fig.11 As shown in FIG. , a plurality of stirrups 3 are evenly fixed on the outer periphery of the openings at both ends of the steel bar 2, such as Figure 4 As shown in the figure, the stirrup 3 is transversely fixed to the outside of the steel bar 2 along the direction of the steel bar 2, and the outer periphery of the openings at both ends of the thin-walled steel pipe 1 is welded with an end wing ring 5, the end wing ring 5 is an annular plate structure, and a connecting reinforcement rib 6 is welded on the end wing ring 5. A filler inlet pipe 8 and an overflow pipe 9 are respectively arranged at both ends of one side of the thin-walled steel pipe 1. Figure 7 and Figure 8 As shown; the thin-walled steel pipe 1 is placed in the beam and column, the steel bar 2 is connected and combined, and then the concrete is poured to form Figure 5 When pouring concrete, a certain space is left between the concrete and the end wing rings at both ends of the steel pipe by pouring the formwork as a construction joint, such as Fig.12 as shown in .

[0029] This embodiment provides a concrete beam-column structure with thin-walled steel pipes in some parts and an installation method thereof, which is used to improve the shear resistance, bending resistance and overall stability of the structure. The specimen is composed of thin-walled steel pipes, steel bars and concrete. The thin-walled steel pipes 1 and steel bars 2 are reasonably configured to reduce the deadweight of the structure and improve the bearing performance. The specific implementation steps are as follows: During installation, it is necessary to make steel pipe prefabricated parts according to the actual design requirements of the beams and columns. In this embodiment, the cross-sectional dimensions of the beams are 300mm×450mm, and the cross-sectional dimensions of the columns are 450mm×450mm; according to the dimensions of the beams and columns, prepare the required thin-walled steel pipes 1, which are made of high-frequency plate rolling welding technology and anti-corrosion treatment, and are made of Q355 steel; a filler inlet pipe 8 and an overflow pipe 9 are respectively installed at both ends of the outer side of the thin-walled steel pipe 1, and studs 4 are evenly arranged along the long side direction on the outer periphery of the thin-walled steel pipe 1, the spacing between the studs 4 is 200cm, and the diameter of the studs is not less than 1cm, wherein the length and spacing of the studs can be flexibly arranged according to the design requirements to ensure The thin-walled steel pipe 1 and concrete work together; end wing rings 5 ​​are welded on the outer periphery of both ends of the thin-walled steel pipe 1, and the end wing rings 5 ​​are annular plate structures. Holes are opened on the end wing rings 5 ​​at the upper and lower ends of the thin-walled steel pipe 1, and wire meshes 10 are welded at the openings at both ends of the thin-walled steel pipe 1. The wire mesh 10 can prevent the concrete poured outside the steel pipe from flowing into the steel pipe. Compared with setting a solid plate structure at the opening of the thin-walled steel pipe 1, the self-weight of the structure is further reduced while achieving the same effect; connecting reinforcement ribs 6 extending outward are welded on the end wing rings 5 ​​on both sides of the steel pipe to strengthen the connection between the thin-walled steel pipe 1 and the concrete. In addition, the connecting reinforcement ribs 6 can also be welded on the inner wall of the thin-walled steel pipe 1.

[0030] The prepared steel pipe prefabricated parts are numbered and transported to the processing site after being numbered. The thin-walled steel pipe 1 is placed in the reinforced concrete structure template, and the thin-walled steel pipe 1 is placed in the core position of the beam and column in the template respectively, so that the pads in the reinforced concrete structure template are at the lower end of the flange of the end wing ring 5 at both ends of the thin-walled steel pipe 1. The pads in the reinforced concrete structure template play a supporting role for the thin-walled steel pipe 1 in the beam structure; the connecting reinforcement ribs 6 extending outward from the end wing ring 5 in the column structure can be used as a temporary support for the thin-walled steel pipe 1 in the column structure, and the length of the connecting reinforcement ribs 6 is reserved 300mm according to the design; steel bars 2 are evenly arranged on the upper and lower parts of the thin-walled steel pipe 1. In this example, the diameter of the steel bars 2 is 20mm, and the diameter of the steel bars 2 is adjusted according to the design strength requirements. A number of stirrups 3 are installed on the outer side of the steel bars 2 at the upper and lower parts of the thin-walled steel pipe 1. In this embodiment, the spacing of the stirrups 3 is 150mm, and the diameter and spacing of the stirrups 3 can also be adjusted in real time according to the design strength requirements. The stirrups 3 are used to limit the lateral expansion of concrete and prevent the structure from being damaged by shear stress; the circular hole of the end wing ring 5 corresponds to the position, shape and size of the steel bar 2. The steel bar 2 is passed through the hole of the end wing ring 5. The steel bars 2 between beams can be directly squeezed and connected through the steel bar sleeve 7, while the steel bars 2 between beams and columns need to be bent in the column structure to be in a straight line with the steel bars 2 in the beam structure, and then squeezed and connected using the steel bar sleeve 7. After the beam structure and the column structure are connected, the installation construction can be completed by pouring concrete on the outside of the thin-walled steel pipe 1.

[0031] In a preferred embodiment of the present invention, after the steel pipe prefabricated parts are manufactured, concrete pouring can be carried out once. The thin-walled steel pipes 1 of the beams and columns are placed in a jacket mold for concrete pouring once. The mold leaves a distance of 5 cm from the end wing rings 5 ​​at both ends of the thin-walled steel pipe 1, so that there is a 5 cm space between the end plates on both sides of the thin-walled steel pipe 1 and the concrete after the first pouring. This space serves as a construction joint for secondary pouring at the construction site. After the concrete is completely solidified, the steel pipe prefabricated parts after the first pouring of concrete are transported to the construction site. At the construction site, the beam structure and the column structure are combined and connected according to the design, and the reserved construction joints are poured with concrete for the second time at the connection nodes, so as to strengthen the stability of the connection between the beam structure and the column structure, speed up the construction speed, and reduce the on-site construction period.

[0032] The filler inlet pipe 8 and the overflow pipe 9 on the outside of the thin-walled steel pipe 1 can be fixed to the thin-walled steel pipe 1 by welding or threaded tightening. In the present embodiment, the filler inlet pipe 8 and the overflow pipe 9 on the outside of the thin-walled steel pipe 1 are fixed to the thin-walled steel pipe 1 by threaded and bolted tightening, wherein the filler inlet pipe 8 is used to pour functional materials into the thin-walled steel pipe 1. The functional materials can be various materials such as shock-absorbing materials, sound-insulating materials or thermal insulation materials to achieve the effects of earthquake resistance, sound insulation or heat preservation. The shock-absorbing functional material can be lightweight rubber concrete. The casting of the shock-absorbing functional material can be determined based on the actual earthquake resistance requirements, or a suitable amount of shock-absorbing functional material can be cast into the thin-walled steel pipe 1 based on actual needs.

[0033] If the construction site needs to achieve a certain earthquake-resistant effect and needs to be poured, and the entire space in the thin-walled steel pipe 1 needs to be poured, it is necessary to judge whether the functional materials in the thin-walled steel pipe 1 are completely poured according to the state of the overflow pipe 9. If the overflow pipe 9 overflows, the pouring is complete. At this time, the filler inlet pipe 8 and the overflow pipe 9 are unscrewed from the thin-walled steel pipe 1 along the thread, and the micro-expanding pebble concrete is used to seal the original filler inlet pipe 8 and the overflow pipe 9 at the pipe opening to ensure the sealing of the thin-walled steel pipe 1 after pouring.

[0034] When there is no need to completely pour functional materials into the thin-walled steel pipe 1, equipment pipelines can also be laid in the thin-walled steel pipe 1. When making prefabricated steel pipe parts, the pipelines are reserved in the thin-walled steel pipe 1 in advance according to specific design needs, which effectively solves the problem of occupying the internal space of the building, improves the aesthetics of the building, and increases the space utilization rate of the structure.

[0035] The beams and columns in this scheme have been optimized and designed, with detailed consideration of the shape, structural features and connection relationship of each component. After calculation, the weight of the entire component was reduced by 20%-30%, which significantly reduced the demand for structural resistance, reduced material consumption and construction costs, and at the same time, increased the bearing capacity of the structure by 1.3-1.5 times and the ductility by 1.2-1.3 times.

[0036] Shear bearing capacity test: A three-point loading simulation test method is used for the steel tube prefabricated parts, in which a load is applied to the midpoint of the steel tube prefabricated parts and supports are placed at both ends of the steel tube prefabricated parts. This method is used to simulate the bending stress of beams and columns in actual use, test the bending performance and bending strength of the steel tube prefabricated parts, and then test their shear bearing capacity. The concrete beam-column structure ESTRC1 with steel pipes partially installed inside the present invention and the ordinary reinforced concrete beam-column structure RC are subjected to three-point loading simulation tests. As shown in Table 1 below, the beam lengths of the concrete beam-column structure ESTRC1 with steel pipes partially installed inside and the ordinary reinforced concrete beam-column structure RC are both 2m, the shear span ratios λ of the concrete beam-column structure ESTRC1 with steel pipes partially installed inside and the ordinary reinforced concrete beam-column structure RC are both 2, the width bt×height ht×thickness tw of the thin-walled steel pipe 1 in the concrete beam-column structure ESTRC1 with steel pipes partially installed inside is 150mm×250mm×6mm; the thickness h1 of the outer concrete at the bottom of the thin-walled steel pipe 1 in the concrete beam-column structure ESTRC1 with steel pipes partially installed inside is 100mm; the width, height, thickness of the thin-walled steel pipe 1 in the steel pipe prefabricated part and the thickness of the concrete outside the steel pipe are measured as shown in Table 1. Figure 1 and Figure 2 The ordinary reinforced concrete beam-column structure RC shown in the figure does not have a steel pipe inside.

[0037] Table 1

[0038] After three-point loading simulation test, the cracking load, cracking displacement, peak load, shear bearing capacity, peak displacement, displacement ductility coefficient and other data of the steel pipe of the concrete beam-column structure ESTRC1 with local internal steel pipe and the ordinary reinforced concrete beam-column structure RC were recorded and compared, as shown in Table 2. At the same time, by recording the load and the corresponding displacement at different time points, the load-displacement curve was drawn, as shown in Table 2. Fig.13 As shown. Fig.13It can be seen that the peak load that the concrete beam-column structure ESTRC1 with local steel pipes can withstand is higher than that of the ordinary reinforced concrete beam-column structure RC, that is, the bearing capacity of the concrete beam-column structure ESTRC1 with local steel pipes is stronger. Before the peak load is applied to the concrete beam-column structure ESTRC1 with local steel pipes and the ordinary reinforced concrete beam-column structure RC, the same load is applied to the concrete beam-column structure ESTRC1 with local steel pipes and the ordinary reinforced concrete beam-column structure RC, and the displacement change of the concrete beam-column structure ESTRC1 with local steel pipes is smaller, that is, the bearing capacity of the concrete beam-column structure ESTRC1 with local steel pipes is stronger; after the peak load is applied to the concrete beam-column structure ESTRC1 with local steel pipes and the ordinary reinforced concrete beam-column structure RC, the displacement change of the concrete beam-column structure ESTRC1 with local steel pipes is more stable than that of the ordinary reinforced concrete beam-column structure RC, that is, the bearing capacity of the concrete beam-column structure ESTRC1 with local steel pipes is stronger.

[0039] Table 2

[0040] in, is: cracking load, unit is KN; is: cracking displacement, unit: mm; is: peak load (given by design requirements, known data in this embodiment), in kN; is: shear bearing capacity, unit: kN; is: peak displacement, unit: mm; is: displacement ductility coefficient; The calculation is carried out using the “general yield moment method”, namely: ,in = Yield load and corresponding displacement. The displacement value is taken when the load is reduced to 85% of the peak load. If the specimen is terminated due to excessive deformation, the ultimate displacement Δu is the displacement value when the loading is terminated. .

[0041] The above test data of the concrete beam-column structure ESTRC1 with local steel pipes is compared with the ordinary reinforced concrete beam-column structure RC. According to the data, it can be concluded that the shear bearing capacity of the concrete beam-column structure ESTRC1 with local steel pipes is Compared with the shear bearing capacity of ordinary reinforced concrete beam-column structure From 253.21 to 480.915, the shear bearing capacity of the concrete beam-column structure ESTRC1 with partial steel pipes increased by 1.8 times; the ductility coefficient of the concrete beam-column structure ESTRC1 with partial steel pipes It increased from 3.7 to 4.9, which means the ductility coefficient increased by 1.3 times; and the weighing data in Table 1 show that the concrete beam-column structure ESTRC1 with partial internal steel pipes reduced its weight by 0.09t, which means a 20% weight reduction.

[0042] Bending bearing capacity test: The steel tube prefabricated parts are subjected to a four-point loading simulation test method, where the load is applied to the middle area of ​​the beam and column structure, while the supports are still located at the two ends of the steel tube prefabricated parts as the other two loading points. This method can produce a pure bending moment area, in which the bending moment of the beam is constant. The concrete beam-column structure ESTRC1 with steel pipes partially installed inside and the beam-column structure RC of ordinary reinforced concrete are subjected to a four-point loading simulation test. As shown in Table 3 below, the beam lengths of the concrete beam-column structure ESTRC1 with steel pipes partially installed inside and the beam-column structure RC of ordinary reinforced concrete are both 2.9m, and the width bt×height ht×thickness tw of the thin-walled steel pipe 1 in the concrete beam-column structure ESTRC1 with steel pipes partially installed inside is 150mm×250mm×6mm; the thickness h1 of the concrete outside the bottom of the thin-walled steel pipe 1 in the concrete beam-column structure ESTRC1 with steel pipes partially installed inside is 100mm; and there is no steel pipe inside the beam-column structure RC of ordinary reinforced concrete.

[0043] Table 3

[0044] After the four-point loading simulation test, the cracking load, cracking displacement, peak load, peak displacement, displacement ductility coefficient and other data of the steel pipe of the concrete beam-column structure ESTRC1 with local steel pipes and the ordinary reinforced concrete beam-column structure RC were recorded and compared, as shown in Table 4. At the same time, by measuring the load and the corresponding deflection value at different time points, the load-deflection curve is drawn to intuitively show the elastic changes of the concrete beam-column structure ESTRC1 with local steel pipes and the ordinary reinforced concrete beam-column structure RC when they are subjected to loads, such as Fig.14 As shown. Fig.14 It can be seen that before the peak load is applied, under the same load, the deflection of the concrete beam-column structure ESTRC1 with local steel pipes is smaller, that is, the elastic change of the concrete beam-column structure ESTRC1 with local steel pipes is smaller; after the peak load, the deflection change curve of the concrete beam-column structure ESTRC1 with local steel pipes tends to be stable, that is, the bending bearing capacity of the concrete beam-column structure ESTRC1 with local steel pipes is stronger.

[0045] Table 4

[0046] in, is: cracking load, unit is KN; is: cracking displacement, unit: mm; is: peak load (given by design requirements, known data in this embodiment), in kN; is: bending bearing capacity, unit: kN; is: peak displacement, unit: mm; is: displacement ductility coefficient; The calculation is carried out using the “general yield moment method”, namely: ,in = Yield load and corresponding displacement. The displacement value is taken when the load is reduced to 85% of the peak load. If the specimen is terminated due to excessive deformation, the ultimate displacement Δu is the displacement value when the loading is terminated. ; where a is the distance between the loading points at both ends of the structure.

[0047] The above test data of the concrete beam-column structure ESTRC1 with local steel pipes is compared with the ordinary reinforced concrete beam-column structure RC. According to the data, it can be concluded that the shear bearing capacity of the concrete beam-column structure ESTRC1 with local steel pipes is Compared with the bending bearing capacity of ordinary reinforced concrete beam-column structure From 243.96 to 446.91, the bending bearing capacity of the concrete beam-column structure ESTRC1 with partial steel pipes increased by 1.8 times; the ductility coefficient of the concrete beam-column structure ESTRC1 with partial steel pipes It increased from 3.7 to 4.9, which means the ductility coefficient increased by 1.3 times; and the weighing data in Table 4 showed that the concrete beam-column structure ESTRC1 with partial internal steel pipes reduced its weight by 0.09t, which means a 20% weight reduction.

[0048] In addition, it should be understood that although this specification is described in accordance with the implementation modes, not every implementation mode contains only one independent technical solution. This description of the specification is only for the sake of clarity. Those skilled in the art should regard the specification as a whole. The technical solutions in each embodiment can also be appropriately combined to form other implementation modes that can be understood by those skilled in the art. The above content is only to illustrate the technical idea of ​​the present invention, and cannot be used to limit the protection scope of the present invention. Any changes made on the basis of the technical solution according to the technical idea proposed by the present invention shall fall within the protection scope of the claims of the present invention.

Claims

1. A concrete beam-column structure partially equipped with thin-walled steel pipes, characterized in that: A thin-walled steel pipe (1) is arranged at a core position in a beam or a column, end wing rings (5) are installed at both ends of the thin-walled steel pipe (1), connecting reinforcement ribs (6) are welded to the end wing rings (5), and steel bars (2) are arranged on the thin-walled steel pipe (1), and the steel bars (2) pass through the end wing rings (5) at both ends of the thin-walled steel pipe (1).

2. The beam-column structure partially equipped with thin-walled steel pipes according to claim 1, characterized in that: The thin-walled steel pipe (1) is manufactured by high-frequency plate rolling welding technology and is made of Q355 steel.

3. The concrete beam-column structure partially equipped with thin-walled steel pipes according to claim 2, characterized in that: A filler inlet pipe (8) is provided at one end of the outer side of the thin-walled steel pipe (1), and an overflow pipe (9) is provided at the other end.

4. The concrete beam-column structure partially equipped with thin-walled steel pipes according to claim 3, characterized in that: Concrete is poured around the outer periphery of the thin-walled steel pipe (1), bolts (4) are arranged around the outer periphery of the thin-walled steel pipe (1), and the thin-walled steel pipe (1) is tightly connected to the surrounding concrete via the bolts (4).

5. The concrete beam-column structure partially equipped with thin-walled steel pipes according to claim 2, characterized in that: The studs (4) on the thin-walled steel pipe (1) are evenly distributed along the length direction of the thin-walled steel pipe (1), the length of the studs (4) is 6 cm, and the diameter of the studs (4) is not less than 1 cm.

6. The concrete beam-column structure partially equipped with thin-walled steel pipes according to claim 1, characterized in that: The steel bars (2) are arranged at the upper and lower parts of the thin-walled steel pipe (1).

7. The concrete beam-column structure partially equipped with thin-walled steel pipes according to claim 6, characterized in that: The upper and lower ends of the end wing rings (5) at both ends of the thin-walled steel pipe (1) are provided with original openings at positions corresponding to the steel bars (2). A steel wire mesh (10) is fixed to the end wing rings (5) by welding. The steel bars (2) at the upper and lower parts of the thin-walled steel pipe (1) pass through the steel wire mesh (10) from the circular openings and penetrate the end wing rings (5).

8. The concrete beam-column structure partially equipped with thin-walled steel pipes according to claim 7, characterized in that: The outer sides of the upper and lower steel bars (2) of the thin-walled steel pipe (1) are fixed by a plurality of stirrups (3).

9. The beam-column structure partially equipped with thin-walled steel pipes according to claim 7, characterized in that: The steel bars (2) are connected by extrusion through steel bar sleeves (7).

10. A method for installing a concrete beam-column structure partially equipped with thin-walled steel pipes, based on a beam-column structure partially equipped with thin-walled steel pipes (1) as claimed in any one of claims 1 to 9, characterized in that: End wing rings (5) are installed at both ends of the thin-walled steel pipe (1), and connecting reinforcement ribs (6) are extended outwardly from the outer sides of the end wing rings (5) at both ends of the thin-walled steel pipe (1) by welding. Steel bars (2) are arranged at the upper and lower parts of the thin-walled steel pipe (1), and the beam and the column are connected and fixed at the connection node by the steel bars (2).

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