Double-step energy dissipation concrete filled steel tubular column-wide flat beam joint structure and construction method

Abstract

The invention discloses a double-step energy dissipation concrete filled steel tubular column-wide flat beam joint structure which comprises a concrete filled steel tubular column in the vertical direction, a prefabricated wide flat beam in the horizontal direction and a double-step energy dissipation section, and the concrete filled steel tubular column is connected with the prefabricated wide flat beam through the double-step energy dissipation section. The double-step energy dissipation section comprises a friction energy dissipation device and two metal energy dissipation devices, and the two metal energy dissipation devices are connected between a first end plate of the steel pipe concrete column and a third end plate of the prefabricated wide flat beam in parallel side by side through bolts. The friction energy dissipation device is arranged between the two metal energy dissipation devices and connected with the first end plate of the steel pipe concrete column and the third end plate of the prefabricated wide flat beam through bolts. The invention further discloses a construction method of the double-order energy dissipation concrete filled steel tubular column-wide flat beam joint structure, the problems that a traditional joint is poor in energy dissipation effect and too high in repair cost under the action of an earthquake are solved, and the double-order energy dissipation concrete filled steel tubular column-wide flat beam joint structure can be quickly recovered after the earthquake and can be widely applied to underground structure beam column joints.

Description

Technical Field

[0001] The present invention relates to a steel tube concrete column-wide flat beam node structure and a construction method for an underground space structure, and in particular to a double-stage energy-absorbing steel tube concrete column-wide flat beam node structure and a construction method, belonging to the technical field of underground space structures. Background Art

[0002] With the rapid increase of urban population and the increasing shortage of land resources, the development of urban underground space has become an important way to alleviate resource shortages. This not only improves the supply capacity of urban transportation and infrastructure, but also saves land and improves the environment. Most of the existing underground space structures adopt frame structures. Due to the difficulty and uncertainty of excavation, wide and flat reinforced concrete beams are often used to increase the clearance and reduce costs, while steel tube concrete columns are favored for their high bearing capacity and good ductility. However, under the action of earthquakes, the vulnerable link of the frame structure system is usually the node core area. The damage of the node core area will break the force balance of the beam and column, and then affect the bearing capacity of the entire frame, causing the structure to collapse or be damaged. This situation is difficult to repair or the cost of repair is too high, and it can only be demolished and rebuilt, resulting in huge property losses. In order to cope with this situation, the traditional underground structure design method and the connection node form of steel tube concrete columns and wide and flat beams can no longer meet the needs of green industrialization and sustainable development. Therefore, the seismic design of underground structures is gradually turning to replaceable and high-energy-consuming structures. Summary of the invention

[0003] In order to solve the problems of poor energy dissipation effect and high repair cost of traditional nodes under earthquake action, the present invention further proposes a double-stage energy-absorbing steel tube concrete column-wide flat beam node structure and construction method, which has the ability to quickly recover after an earthquake.

[0004] The technical solution adopted by the present invention to solve the above problems is:

[0005] A double-stage energy-absorbing steel tube concrete column-wide flat beam node structure, comprising a steel tube concrete column in a vertical direction, a prefabricated wide flat beam in a horizontal direction and a double-stage energy-absorbing section, wherein the steel tube concrete column and the prefabricated wide flat beam are connected through the double-stage energy-absorbing section, wherein the double-stage energy-absorbing section comprises a friction energy-absorbing device and two metal energy-absorbing devices, wherein the two metal energy-absorbing devices are installed side by side and in parallel between the steel tube concrete column and the prefabricated wide flat beam and are bolted to the steel tube concrete column and the prefabricated wide flat beam, wherein the friction energy-absorbing device is arranged between the two metal energy-absorbing devices and is bolted to the steel tube concrete column and the prefabricated wide flat beam, wherein the friction energy-absorbing device comprises a hinged bolt, a nut matching the hinged bolt, four friction plates, and four friction steel plates , two disc springs, two disc spring limit plates, two first ear plates, two second ear plates and two steel blocks, wherein one end of the first ear plate is rectangular and the other end is semicircular, a bolt hole is opened on the rectangular side, a bolt hole is opened at the center of the semicircular side and annular grooves are provided on both sides, the friction plates are respectively installed in the annular grooves of the first ear plates, and the shape of the friction plates is annular and conforms to the shape of the annular grooves of the first ear plates, the two first ear plates are arranged side by side and in parallel, the second ear plates are respectively installed on the outside of the two first ear plates, one end of the second ear plate is rectangular and the other end is semicircular, a bolt hole is opened on the rectangular side, a bolt hole is opened at the center of the semicircular side, and an annular groove is provided near the first ear plate. shaped groove, the friction steel plate is installed in the circular groove of the second ear plate, the shape of the friction steel plate is a circular ring that conforms to the shape of the circular groove of the second ear plate, the semicircular end of the first ear plate is arranged opposite to the semicircular end of the second ear plate, the disc springs are respectively installed on the outer sides of the two second ear plates, and disc spring limiting plates are respectively installed on the outer sides of the two disc springs, the cross-sectional shape of the disc spring and the disc spring limiting plate is a circular ring, the hinged bolt, the matching nut of the hinged bolt, the two friction steel plates and the two steel blocks are used to be connected with the prefabricated wide flat beam, the metal energy dissipation device includes a low yield point steel plate, two anti-buckling steel plates, two strip steel plates, a plurality of bolts and a plurality of nuts, and the two strip steel plates are welded respectively Bolt holes are provided on the strip steel plate at two sides of the low yield point steel plate, the height of the low yield point steel plate is equal to the height of the prefabricated wide flat beam, trapezoidal grooves are provided on both sides of the low yield point steel plate, including a straight section of the low yield point steel plate and an oblique straight section of the low yield point steel plate, a plurality of parallel rectangular through holes are provided on the low yield point steel plate, the horizontal length of the rectangular through holes is greater than the length of the straight section of the low yield point steel plate and the oblique straight section of the low yield point steel plate in the same horizontal direction, the two anti-buckling steel plates are respectively provided on both sides of the low yield point steel plate, the two sides of the anti-buckling steel plate are olive-shaped, and the side close to the low yield point steel plate is trapezoidal, including a straight section of the anti-buckling steel plate and an oblique straight section of the anti-buckling steel plate,The side of the anti-buckling steel plate close to the low-yield point steel plate is conformed to the trapezoidal groove opened in the low-yield point steel plate. A plurality of bolt holes are opened on the side of the anti-buckling steel plate. The bolt holes are opened on the rectangular through holes of the low-yield point steel plate. The diameter of the bolt holes is equal to the height of the rectangular through holes of the low-yield point steel. The low-yield point steel plate and the anti-buckling steel plate are connected by bolts. The distance between the straight section of the low-yield point steel plate and the end of the straight section of the low-yield point steel plate and the two strip steel plates after connection meets the limit compression of the low-yield point steel plate.

[0006] Furthermore, the limit length of the anti-buckling steel plate can be calculated according to the connection method between the low-yield point steel plate and the anti-buckling steel plate. The calculation formula of the limit length of the anti-buckling steel plate is as follows:

[0007] b i =(1-ε i )l2+l1+l3

[0008] Where l1 is the distance between the end of the straight section of the low yield point steel plate and the left strip steel plate, l2 is the straight section of the low yield point steel plate, l3 is the distance between the end of the straight section of the low yield point steel plate and the right strip steel plate, ε i is the strain of the low yield point steel plate.

[0009] Furthermore, the friction plate and the friction steel plate have the same shape.

[0010] Furthermore, the steel tube concrete column includes core concrete, a steel tube, two first end plates and a plurality of PVC tubes, the core concrete is poured in the steel tube, the cross-section of the first end plate is in a convex shape, including a fixed section and a middle section, the fixed sections of the two first end plates are respectively welded to the steel tube close to the side of the prefabricated wide flat beam, and the plurality of PVC tubes are installed on the remaining two sides of the steel tube after concrete pouring.

[0011] Furthermore, bolt holes are respectively provided on the middle section of the first end plate and on both sides of the fixed section, and the width of the fixed section of the first end plate is greater than the width of the steel pipe.

[0012] Furthermore, the prefabricated wide and flat beam includes steel bars, concrete, an I-beam, a plurality of shear nails, a second end plate, stiffening ribs and a third end plate, the steel bars and concrete constitute the beam body of the prefabricated wide and flat beam, the I-beam is embedded in the end of the prefabricated wide and flat beam, a plurality of shear nails are arranged on the upper and lower flanges of the I-beam, the end of the I-beam is welded to the second end plate, the other side of the second end plate is welded with longitudinal bars in the horizontal direction and the stiffening ribs in the vertical direction, and is welded to the third end plate on the other side of the longitudinal bars and the stiffening ribs.

[0013] Furthermore, the cross-section of the second end plate is rectangular, and the cross-section size is equal to the cross-section size of the prefabricated wide flat beam.

[0014] Furthermore, the third end plate includes a steel plate and a first ear plate, the cross-section of the steel plate is rectangular, bolt holes are provided on both sides of the steel plate, the rectangular side of the first ear plate of the third end plate is centrally welded to the steel plate, and the side of the steel plate to which the first ear plate is not welded is welded to the longitudinal reinforcement and the stiffening rib.

[0015] Furthermore, the cross-sectional size of the steel plate is equal to the cross-sectional size of the prefabricated wide flat beam.

[0016] Furthermore, two metal energy dissipation devices are bolted side by side in parallel between the first end plate of the steel tube concrete column and the third end plate of the prefabricated wide flat beam, and the strip steel plates on the two side sides of the low yield point steel plate of the metal energy dissipation device are bolted to the fixed section of the first end plate on one side, and bolted to the steel plate of the third end plate on the other side.

[0017] Furthermore, the height of the strip steel plate is equal to the height of the prefabricated wide flat beam.

[0018] Furthermore, the friction energy dissipation device is arranged between the two metal energy dissipation devices and is respectively bolted to the first end plate of the steel tube concrete column and the third end plate of the prefabricated wide flat beam; the rectangular sides of the two first ear plates of the friction energy dissipation device are bolted and fixedly connected to the middle section of the first end plate; the first ear plate on the third end plate is located between the two first ear plates of the friction energy dissipation device and the semicircular ends are arranged opposite to each other; the friction steel plates are respectively installed in the annular grooves on both sides of the first ear plate of the third end plate; the steel block is a rectangular steel block, and bolt holes are opened on the steel block; the second ear plate is bolted to the rectangular side of the first ear plate on the third end plate (28) through the steel block; the hinge bolt passes through the disc spring limit plate, the disc spring, the second ear plate, the friction steel plate, the friction plate, the first ear plate, the friction plate, the friction steel plate, the first ear plate on the third end plate, the friction steel plate, the friction plate, the first ear plate, the friction plate, the friction steel plate, the second ear plate, the disc spring, the disc spring limit plate in sequence and is connected with the hinge bolt matching nut.

[0019] A construction method for a double-stage energy-absorbing steel tube concrete column-wide flat beam node structure, the construction method is achieved by the following steps:

[0020] Step 1: Make steel tube concrete columns and prefabricated wide flat beams;

[0021] Step 2: Connect the friction energy dissipation device, and connect the friction energy dissipation device with the steel tube concrete column and the prefabricated wide flat beam with bolts;

[0022] Step 3: Apply pre-tightening force to the friction energy dissipation device installed in step 2, and then connect the metal energy dissipation device with the steel tube concrete column and the prefabricated wide flat beam bolts.

[0023] The beneficial effects of the present invention are:

[0024] 1. Under the action of an earthquake, the present invention can achieve the effect of double-stage energy dissipation by causing the friction energy dissipation device to rotate and dissipate energy in the case of a small earthquake, and by causing the metal energy dissipation device to undergo plastic deformation and dissipate energy in the case of a medium or large earthquake.

[0025] 2. The friction energy dissipation device of the present invention is easy to install and the friction plate is easy to replace. The combined friction energy dissipation device can fully utilize the friction plate and reduce the problem of the friction plate not being fully used due to deformation caused by installation.

[0026] 3. After a medium or large earthquake, the present invention directly replaces the metal energy dissipation device after plastic deformation and failure, so that the structure can restore its existing mechanical properties. The anti-buckling steel plate of the metal energy dissipation device prevents the internal low yield point steel plate from buckling deformation, and allows tensile and compressive deformation to occur as much as possible, so that the structure can dissipate energy more fully. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 It is a structural schematic diagram of an implementation method of a double-stage energy-absorbing steel tube concrete column-wide flat beam node structure of the present invention;

[0028] Figure 2 yes Figure 1 A front view of

[0029] Figure 3 yes Figure 1 A top view of

[0030] Figure 4 It is a structural schematic diagram of an implementation mode of the double-stage energy dissipation section of the present invention;

[0031] Figure 5 It is a structural schematic diagram of an embodiment of the friction energy dissipation device of the present invention;

[0032] Figure 6 It is a structural schematic diagram of an implementation mode of the metal energy dissipation device of the present invention;

[0033] Figure 7 It is a structural schematic diagram of an implementation mode of a steel tube concrete column of the present invention;

[0034] Figure 8 It is a structural schematic diagram of an implementation mode of the prefabricated wide flat beam of the present invention;

[0035] Fig. 9 is a structural schematic diagram of an implementation mode of the first end plate of the present invention;

[0036] Fig.10 It is the force diagram of the metal energy dissipation device of the present invention;

[0037] Fig.11 It is a structural schematic diagram of an implementation mode of a low yield point steel plate of a metal energy dissipation device of the present invention;

[0038] Fig.12 It is a structural schematic diagram of an implementation mode of connecting the friction energy dissipation device of the present invention with a steel tube concrete column and a prefabricated wide flat beam.

[0039] In the figure: 1. Steel tube concrete column; 2. Prefabricated wide flat beam; 3. Double-stage energy absorption section; 4. Friction energy absorption device; 5. Metal energy absorption device; 6. Hinged bolt; 7. Hinged bolt matching nut; 8. Friction plate; 9. Friction steel plate; 10. Disc spring; 11. Disc spring limit plate; 12. First ear plate; 13. Second ear plate; 14. Steel block; 15. Low yield point steel; 16. Anti-buckling steel plate; 17. Strip steel plate; 18. Core concrete; 19. Steel tube; 20. First end plate; 21. PVC tube; 22. Steel bar; 23. Concrete; 24. Shear nail; 25. I-beam; 26. Second end plate; 27. Stiffening rib; 28. Third end plate; 29. ​​Steel plate. DETAILED DESCRIPTION

[0040] In the description of the present invention, it should be noted that all directional indications (such as horizontal, vertical, etc.) are based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0041] Specific implementation method 1: Combination Figure 1-10 To explain this embodiment,

[0042] like Figure 1-4 As shown, a double-stage energy-absorbing steel tube concrete column-wide flat beam node structure described in this embodiment includes a steel tube concrete column 1 in the vertical direction, a prefabricated wide flat beam 2 in the horizontal direction and a double-stage energy-absorbing section 3. The steel tube concrete column 1 and the prefabricated wide flat beam 2 are connected through the double-stage energy-absorbing section 3. The double-stage energy-absorbing section 3 includes a friction energy-absorbing device and two metal energy-absorbing devices. The two metal energy-absorbing devices are bolted side by side in parallel between the first end plate 20 of the steel tube concrete column 1 and the third end plate 28 of the prefabricated wide flat beam 2. The friction energy-absorbing device is arranged between the two metal energy-absorbing devices and is bolted to the first end plate 20 of the steel tube concrete column 1 and the third end plate 28 of the prefabricated wide flat beam 2 respectively.

[0043] like Fig. 9As shown, the cross-section of the first end plate 20 is in a convex shape, including a fixed section and a middle section, and bolt holes are respectively provided on the middle section and on both sides of the fixed section. The bolt holes provided on the middle section are used to install the friction energy dissipation device, and the bolt holes on both sides of the fixed section are used to install the metal energy dissipation device. The number of the bolt holes can be one or several, preferably several, and the several bolt holes are arranged at equal intervals along the vertical direction of the first end plate 20. It is best to have three bolt holes to improve the fixing effect of the device.

[0044] The third end plate 28 includes a steel plate 29 and a first type ear plate 12. The steel plate 29 is a rectangular steel plate with a rectangular cross section. Preferably, the cross section of the steel plate 29 is equal to the cross section of the prefabricated wide flat beam 2. This is convenient for improving the stability of the prefabricated wide flat beam 2. Bolt holes are provided on both sides of the steel plate 29 for installing the metal energy dissipation device. Preferably, there are a plurality of bolt holes, which are arranged at equal intervals along the vertical direction of the steel plate 29. It is best to have three bolt holes to improve the fixing effect of the device.

[0045] The first ear plate 12 has a rectangular shape at one end and a semicircular shape at the other end. A bolt hole is provided on the rectangular side. Preferably, there are a plurality of bolt holes, which are evenly spaced along the vertical direction of the rectangular side of the first ear plate 12. Preferably, there are three bolt holes to improve the fixing effect of the device. A bolt hole is provided at the center of the semicircular side of the first ear plate 12 and an annular groove is provided on both sides. The rectangular side of the first ear plate 12 of the third end plate 28 is centrally welded to the steel plate 29, and the rectangular side of the first ear plate 12 of the third end plate 28 is used to install the friction energy dissipation device.

[0046] like Figure 7 As shown, the steel tube concrete column 1 includes core concrete 18, steel tube 19, two first end plates 20 and multiple PVC pipes 21. The core concrete 18 is poured in the steel tube 19. The fixed sections of the two first end plates 20 are respectively welded to the steel tube 19 near the side of the prefabricated wide flat beam 2. The width of the fixed section of the first end plate 20 is greater than the width of the steel tube 19. The multiple PVC pipes 21 are installed on the remaining two sides of the steel tube 19 after concrete pouring. The PVC pipes 21 are symmetrically and evenly arranged on both sides of the steel tube concrete column, and the length is equal to the side length of the cross section of the steel tube concrete column.

[0047] like Figure 8As shown, the prefabricated wide flat beam 2 includes steel bars 22, concrete 23, an I-beam 25, a plurality of shear nails 24, a second end plate 26, a stiffening rib 27 and a third end plate 28. The steel bars 22 and the concrete 23 constitute the beam body of the prefabricated wide flat beam 2. The I-beam 25 is embedded in the end of the prefabricated wide flat beam 2. A plurality of shear nails 24 are arranged on the upper and lower flanges of the I-beam 25. Preferably, the shear nails 24 have a T-shaped cross-section and a height of one-fourth of the I-beam 25. The bottom of the shear nails 24 is welded to the I-beam and is symmetrically and evenly arranged on the upper and lower flanges of the I-beam. The length of the I-beam 25 is one sixth of the length of the prefabricated wide flat beam 2, and the height is one half of the length of the prefabricated wide flat beam 2. The end of the I-beam 25 is welded to the second end plate 26. The second end plate 26 preferably has a rectangular cross-section, and the cross-section size is equal to the cross-section size of the prefabricated wide flat beam. The other side of the second end plate 26 is welded with longitudinal reinforcement in the horizontal direction and the stiffening rib 27 in the vertical direction. The third end plate 28 is welded to the other side of the longitudinal reinforcement and the stiffening rib 27. Preferably, there are a plurality of longitudinal reinforcements, and the plurality of longitudinal reinforcements are arranged in parallel at equal intervals along the vertical direction of the second end plate 26. The number of stiffening ribs 27 is a plurality, and the plurality of stiffening ribs 27 are arranged in parallel at equal intervals along the horizontal direction of the second end plate 26, so that the prefabricated wide flat beam 2 is more stable.

[0048] like Figure 5As shown, the friction energy dissipation device includes a hinged bolt 6, a nut 7 matching the hinged bolt, four friction plates 8, four friction steel plates 9, two disc springs 10, two disc spring limit plates 11, two first ear plates 12, two second ear plates 13 and two steel blocks 14. The two first ear plates 12 are arranged side by side in parallel, and the rectangular sides of the two first ear plates 12 are fixedly connected with the middle section of the first end plate 20 by bolts. The friction plates 8 are respectively installed in the annular grooves of the two first ear plates 12, and the shape of the friction plates 8 is annular and conforms to the shape of the annular grooves of the first ear plates 12. The second ear plates 13 are respectively installed on the outside of the two first ear plates 12, and one end of the second ear plate 13 is rectangular and the other end is semicircular. Bolt holes are opened on the rectangular side, and bolt holes are opened at the center of the semicircular side, and an annular groove is provided on the side close to the first ear plate 12. The difference between the second ear plate 13 and the first ear plate 12 is that one side has an annular groove. The friction steel plates 9 are respectively installed in the annular grooves of the second ear plates 13. The shape of the friction steel plates 9 is annular and conforms to the shape of the annular grooves of the second ear plates 13. The friction plates 8 have the same shape as the friction steel plates 9. The circular grooves provided on the sides of the first ear plates 12 and the second ear plates 13 can more effectively fix the positions of the friction plates and the friction steel plates, facilitate installation, and make full use of the friction plates, thereby reducing the inadequate use of the friction plates caused by deformation caused by installation.

[0049] The disc springs 10 are respectively installed on the outer sides of the two second ear plates 13, and the disc spring limit plates 11 are respectively installed on the outer sides of the two disc springs 10. The cross-sectional shapes of the disc springs 10 and the disc spring limit plates 11 are circular rings, and the semicircular end of the first ear plate 12 is arranged opposite to the semicircular end of the second ear plate 13. The first ear plate 12 on the third end plate 28 is located between the two first ear plates 12 of the friction energy dissipation device and the semicircular ends are arranged opposite to each other. The friction steel plates 9 are respectively installed in the circular grooves on both sides of the first ear plate 12 on the third end plate 28. The steel block 14 is a rectangular steel block, and bolt holes are opened on the steel block 14. The second ear plate 13 is bolted to the rectangular side of the first ear plate 12 on the third end plate 28 through the steel block (14). Preferably, the number of bolt holes opened on the steel block 14 is the same as the number of bolt holes on the rectangular side of the second ear plate 13 and the rectangular side of the first ear plate 12 on the third end plate 28. The arrangement of the steel block 14 makes it easier to connect the second ear plate 13 with the first ear plate 12 on the third end plate 28, and at the same time makes the connection between the second ear plate 13 and the first ear plate 12 on the third end plate 28 adjustable, thereby avoiding uneven heating due to welding, thereby making the friction of the friction energy dissipation device more sufficient.

[0050] like Fig.12As shown, the hinge bolt 6 passes through the disc spring limit plate 11, the disc spring 10, the second ear plate 13, the friction steel plate 9, the friction plate 8, the first ear plate 12, the friction plate 8, the friction steel plate 9, the first ear plate 12 on the third end plate 28, the friction plate 9, the friction plate 8, the first ear plate 12, the friction plate 8, the friction steel plate 9, the second ear plate 13, the disc spring 10, and the disc spring limit plate 11, and then is connected with the hinge bolt matching nut 7. The hinge bolt 6 connects the friction energy dissipation device with the third end plate 28. Through the arrangement of the hinge bolt 6 and the hinge bolt matching nut 7, the overall structure of the friction energy dissipation device is more compact, the connection is more tightly connected, and the friction effect of the friction energy dissipation device is more uniform.

[0051] like Figure 6 As shown, the metal energy dissipation device includes a low yield point steel plate 15, two anti-buckling steel plates 16, two strip steel plates 17, a plurality of bolts and a plurality of nuts. The two strip steel plates 17 are respectively welded to the two sides of the low yield point steel plate 15. Preferably, the height of the strip steel plate 17 is equal to the height of the prefabricated wide flat beam 2, which is convenient for the installation of the metal energy dissipation device. Bolt holes are provided on the strip steel plate 17, and the strip steel plate 17 is bolted to the fixed section of the first end plate 20. Preferably, the number of bolt holes provided on the strip steel plate 17 is the same as the number provided on the fixed section of the first end plate 20, which is convenient for installation.

[0052] like Fig.11 As shown, the height of the low yield point steel plate 15 is equal to the height of the prefabricated wide flat beam 2, and trapezoidal grooves are provided on both sides of the low yield point steel plate 15, including a straight section of the low yield point steel plate and an oblique straight section of the low yield point steel plate. A plurality of parallel rectangular through holes are provided on the low yield point steel plate, and the horizontal length of the rectangular through holes is greater than the length of the straight section of the low yield point steel plate and the oblique straight section of the low yield point steel plate in the same horizontal direction. Preferably, the low yield point steel plate 15 adopts LY160, and the yield point should be less than 200MPa. Since the bending moment on both sides is large and the bending moment in the middle is small, the cross-sectional shape is funnel-shaped, and the material can be fully utilized.

[0053] The two anti-buckling steel plates 16 are respectively arranged on both sides of the low-yield point steel plate 15. The two sides of the anti-buckling steel plate 16 are olive-shaped, and the side close to the low-yield point steel plate 15 is trapezoidal, including a straight section of the anti-buckling steel plate and an oblique straight section of the anti-buckling steel plate. The side of the anti-buckling steel plate 16 close to the low-yield point steel plate 15 is conformed to the trapezoidal groove opened on the low-yield point steel plate 15. A plurality of bolt holes are opened on the side of the anti-buckling steel plate 16. The bolt holes are opened on the rectangular through holes of the low-yield point steel plate 15. The diameter of the bolt holes is equal to the height of the rectangular through holes of the low-yield point steel 15. The low-yield point steel plate 15 and the anti-buckling steel plate 16 are connected by bolts. Preferably, the height of the rectangular through hole on the straight section of the low-yield point steel plate is greater than the diameter of the rectangular through hole on the oblique straight section of the low-yield point steel plate, so that the straight section of the low-yield point steel plate can have fewer bolt holes, thereby making the anti-buckling steel plate 16 more effective in preventing the internal low-yield point steel plate 15 from buckling deformation. The anti-buckling steel plate 16 is made of Q355B steel, which can prevent the anti-buckling steel plates 16 on both sides from sliding down. The distance between the connected straight section of the low-yield point steel plate and the end of the straight section of the low-yield point steel plate from the two strip steel plates 17 meets the limit compression of the low-yield point steel plate 15, which can make full use of the material and achieve the best energy consumption effect.

[0054] like Fig.10 As shown, according to the connection mode between the low yield point steel plate 15 and the anti-buckling steel plate 16, the limit length of the anti-buckling steel plate 16 can be calculated. The limit length expression of the anti-buckling steel plate 16 is as follows:

[0055] b i =(1-ε i )l2+l1+l3

[0056] Where l1 is the distance between the end of the straight section of the low yield point steel plate and the left strip steel plate, l2 is the straight section of the low yield point steel plate, l3 is the distance between the end of the straight section of the low yield point steel plate and the right strip steel plate, ε i is the strain of the low yield point steel plate.

[0057] The dual-stage energy dissipation section changes the working mode of the structure, and has different seismic resistance effects in the face of different levels of earthquakes. In the case of small earthquakes, friction energy dissipation consumes the energy of the earthquake through rotational friction to ensure that the structure is not damaged. In the case of medium and large earthquakes, the low-yield point steel plate in the metal energy dissipation consumes the energy of the earthquake through plastic deformation. This node classifies the energy consumption of earthquakes of different levels, and then the energy dissipation capacity is greatly improved to achieve a good seismic resistance effect. The dual-stage energy dissipation section does not cause damage in small earthquakes, but consumes energy and damages first in medium and large earthquakes, and can be replaced after damage.

[0058] A construction method for a double-stage energy-absorbing steel tube concrete column-wide flat beam node structure, the construction method is achieved by the following steps:

[0059] Step 1: Make steel tube concrete column 1 and prefabricated wide flat beam 2. Specifically: tie the steel cage of the prefabricated wide flat beam in the factory, weld the steel pipe to the first type of end plate, weld the shear nail to the I-beam, weld the steel plate to the first type of ear plate, then weld the steel cage and I-beam to one side of the second type of end plate, then weld one side of the second type of end plate to the stiffening rib, weld the stiffening rib to the third type of end plate, and then support the formwork for the wide flat beam; next, pour concrete for the wide flat beam and steel tube concrete column, and fix the PVC pipe in advance before pouring concrete for the steel tube concrete column.

[0060] Step 2: Connect the friction energy dissipation device, and bolt the friction energy dissipation device to the first end plate 20 of the steel tube concrete column 1 and the third end plate 28 of the prefabricated wide flat beam 2. Connect the first ear plate, the second ear plate, the friction plate, the friction steel plate, the disc spring and the disc spring limit plate of the friction energy dissipation device and the first ear plate on the third end plate with hinged bolts, then bolt the first ear plate, the second ear plate and the steel block to the third end plate, and bolt the first ear plate and the second ear plate to the first type of end plate to form a whole.

[0061] Step 3: Apply pre-tightening force to the friction energy dissipation device installed in step 2, and then bolt the metal energy dissipation device to the first end plate 20 of the steel tube concrete column 1 and the third end plate 28 of the prefabricated wide flat beam 2.

[0062] It ensures that the friction energy dissipation part can rotate and dissipate energy in the case of small earthquakes, while the metal energy dissipation part undergoes plastic deformation and dissipation in the case of medium and large earthquakes. The structure has good overall force bearing capacity, is easy to install, has high bearing capacity, strong energy dissipation capacity, slow degradation of strength and stiffness, good ductility, and replaceable energy dissipation components, which greatly reduces the cost and time of repair and maintenance. It has rapid recovery after earthquakes and can be widely used in beam-column nodes of underground structures. The seismic design of underground structures is gradually developing towards replaceable, high-energy dissipation structures.

[0063] The above is only a preferred embodiment of the present invention and does not limit the present invention in any form. Although the present invention has been disclosed as a preferred embodiment as above, it is not used to limit the present invention. Any technician familiar with this profession can make some changes or modify the technical contents disclosed above into equivalent embodiments without departing from the scope of the technical solution of the present invention. However, any simple modification, equivalent replacement and improvement made to the above embodiments without departing from the content of the technical solution of the present invention, based on the technical essence of the present invention, within the spirit and principles of the present invention, still fall within the protection scope of the technical solution of the present invention.

Claims

1. A double-stage energy-absorbing steel tube concrete column-wide flat beam node structure, characterized in that: The invention comprises a steel tube concrete column (1) in the vertical direction, a prefabricated wide flat beam (2) in the horizontal direction and a double-stage energy absorption section (3), wherein the steel tube concrete column (1) and the prefabricated wide flat beam (2) are connected via the double-stage energy absorption section (3), wherein the double-stage energy absorption section (3) comprises a friction energy absorption device and two metal energy absorption devices, wherein the two metal energy absorption devices are installed side by side and in parallel between the steel tube concrete column (1) and the prefabricated wide flat beam (2) and are bolted to the steel tube concrete column (1) and the prefabricated wide flat beam (2), wherein the friction energy absorption device is arranged between the two metal energy absorption devices and is bolted to the steel tube concrete column (1) and the prefabricated wide flat beam (2), wherein the friction energy absorption device comprises a hinge bolt (6), a hinge bolt A matching nut (7), four friction plates (8), four friction steel plates (9), two disc springs (10), two disc spring limit plates (11), two first ear plates (12), two second ear plates (13) and two steel blocks (14), wherein one end of the first ear plate (12) is rectangular and the other end is semicircular, a bolt hole is provided on the rectangular side, a bolt hole is provided at the center of the semicircular side and annular grooves are provided on both sides, the friction plates (8) are respectively installed in the annular grooves of the first ear plates (12), and the shape of the friction plates (8) is annular and conforms to the shape of the annular grooves of the first ear plates (12), the two first ear plates (12) are arranged side by side in parallel, and the outer sides of the two first ear plates (12) are respectively installed with the The second ear plate (13) has a rectangular shape at one end and a semicircular shape at the other end. A bolt hole is provided on the rectangular side and a bolt hole is provided at the center of the semicircular side. A circular groove is provided on the side close to the first ear plate (12). The friction steel plate (9) is installed in the circular groove of the second ear plate (13). The shape of the friction steel plate (9) is a circular ring that conforms to the shape of the circular groove of the second ear plate (13). The semicircular end of the first ear plate (12) is arranged opposite to the semicircular end of the second ear plate (13). The disc springs (10) are respectively installed on the outer sides of the two second ear plates (13). Disc spring limit plates (11) are respectively installed on the outer sides of the two disc springs (10). The disc springs (1 0) and the disc spring limit plate (11) are in a circular ring shape in cross section; the hinged bolt (6), the hinged bolt matching nut (7), two friction steel plates (9) and two steel blocks (14) are used to connect with the prefabricated wide flat beam (2); the metal energy dissipation device comprises a low yield point steel plate (15), two anti-buckling steel plates (16), two strip steel plates (17), a plurality of bolts and a plurality of nuts; the two strip steel plates (17) are respectively welded to the two sides of the low yield point steel plate (15); bolt holes are provided on the strip steel plates (17); the height of the low yield point steel plate (15) is equal to the height of the prefabricated wide flat beam (2); trapezoidal grooves are provided on both sides of the low yield point steel plate (15);The invention comprises a low-yield point steel plate straight section and a low-yield point steel plate oblique straight section, the low-yield point steel plate is provided with a plurality of parallel rectangular through holes, the horizontal length of the rectangular through holes is greater than the length of the low-yield point steel plate straight section and the low-yield point steel plate oblique straight section in the same horizontal direction, the two anti-buckling steel plates (16) are respectively arranged on both sides of the low-yield point steel plate (15), the two sides of the anti-buckling steel plate (16) are olive-shaped, and the side close to the low-yield point steel plate (15) is trapezoidal, comprising a low-yield point steel plate straight section and a low-yield point steel plate oblique straight section, the anti-buckling steel plate (16) is close to the low-yield point steel plate The side of the plate (15) is conformed to the trapezoidal groove opened on the low yield point steel plate (15), and the side of the anti-buckling steel plate (16) is provided with a plurality of bolt holes, and the bolt holes are opened on the rectangular through holes of the low yield point steel plate (15), and the diameter of the bolt holes is equal to the height of the rectangular through holes of the low yield point steel (15). The low yield point steel plate (15) and the anti-buckling steel plate (16) are connected by bolts, and the distance between the straight section of the low yield point steel plate and the end of the straight section of the low yield point steel plate after connection and the two strip steel plates (17) meets the limit compression amount of the low yield point steel plate (15).

2. According to claim 1, a double-stage energy-absorbing steel tube concrete column-wide flat beam node structure is characterized in that: According to the connection method between the low-yield point steel plate (15) and the anti-buckling steel plate (16), the limit length of the anti-buckling steel plate (16) can be calculated. The calculation formula of the limit length of the anti-buckling steel plate (16) is as follows: <h2 style=";text-align:left;direction:ltr">b<h2 style=";text-align:left;direction:ltr"> i <h2 style=";text-align:left;direction:ltr"> (1-ε)<h2 style=";text-align:left;direction:ltr"> i <h2 style=";text-align:left;direction:ltr"> l2+l1+l3) Where l1 is the distance between the end of the straight section of the low yield point steel plate and the left strip steel plate, l2 is the straight section of the low yield point steel plate, l3 is the distance between the end of the straight section of the low yield point steel plate and the right strip steel plate, ε i is the strain of the low yield point steel plate.

3. The double-stage energy-absorbing steel tube concrete column-wide flat beam node structure according to claim 1 is characterized in that: The steel tube concrete column (1) comprises core concrete (18), a steel tube (19), two first end plates (20) and a plurality of PVC tubes (21); the core concrete (18) is poured in the steel tube (19); the cross section of the first end plate (20) is in a convex shape and comprises a fixed section and a middle section; the fixed sections of the two first end plates (20) are respectively welded to the steel tube (19) near the side of the prefabricated wide flat beam (2); and the plurality of PVC tubes (21) are installed on the remaining two sides of the steel tube (19) after concrete pouring.

4. The double-stage energy dissipating steel tube concrete column-wide flat beam node structure according to claim 3 is characterized by: Bolt holes are respectively provided on the middle section of the first end plate (20) and on both sides of the fixed section. The width of the fixed section of the first end plate (20) is greater than the width of the steel pipe (19).

5. The double-stage energy-absorbing steel tube concrete column-wide flat beam node structure according to claim 4 is characterized in that: The prefabricated wide flat beam (2) comprises steel bars (22), concrete (23), an I-beam (25), a plurality of shear nails (24), a second end plate (26), a stiffening rib (27) and a third end plate (28); the steel bars (22) and the concrete (23) constitute the beam body of the prefabricated wide flat beam (2); the I-beam (25) is embedded in the end of the prefabricated wide flat beam (2); a plurality of shear nails (24) are arranged on the upper and lower flanges of the I-beam (25); the end of the I-beam (25) is welded to the second end plate (26); the other side of the second end plate (26) is welded with longitudinal bars in the horizontal direction and the stiffening rib (27) in the vertical direction; and the other side of the longitudinal bars and the stiffening rib (27) is welded to the third end plate (28).

6. The double-stage energy dissipating steel tube concrete column-wide flat beam node structure according to claim 5 is characterized by: The second end plate (26) has a rectangular cross section, and its cross section size is equal to that of the prefabricated wide flat beam.

7. The double-stage energy dissipating steel tube concrete column-wide flat beam node structure according to claim 5 is characterized by: The third end plate (28) comprises a steel plate (29) and a first ear plate (12); the cross section of the steel plate (29) is rectangular; bolt holes are provided on both sides of the steel plate (29); the rectangular side of the first ear plate (12) of the third end plate (28) is centrally welded to the steel plate (29); and the side of the steel plate (29) to which the first ear plate (12) is not welded is welded to the longitudinal reinforcement and the stiffening rib (27).

8. The double-stage energy dissipating steel tube concrete column-wide flat beam node structure according to claim 7 is characterized by: Two metal energy dissipation devices are bolted side by side and in parallel between the first end plate (20) of the steel tube concrete column (1) and the third end plate (28) of the prefabricated wide flat beam (2); one side of the strip steel plates (17) on the two sides of the low yield point steel plate (15) of the metal energy dissipation device is bolted to the fixed section of the first end plate (20) and the other side is bolted to the steel plate (29) of the third end plate (28).

9. The double-stage energy dissipating steel tube concrete column-wide flat beam node structure according to claim 7 is characterized by: The friction energy dissipation device is arranged between the two metal energy dissipation devices and is respectively connected to the first end plate (20) of the steel tube concrete column (1) and the third end plate (28) of the prefabricated wide flat beam (2) by bolts. The rectangular sides of the two first ear plates (12) of the friction energy dissipation device are fixedly connected with the middle section of the first end plate (20) by bolts. The first ear plate (12) on the third end plate (28) is located between the two first ear plates (12) of the friction energy dissipation device and the semicircular ends are arranged opposite to each other. The friction steel plates (9) are respectively installed in the annular grooves on both sides of the first ear plate (12) on the third end plate (28). The steel block (14) is a rectangular steel block. The steel block (14) ) is provided with a bolt hole, and the second ear plate (13) is connected to the first ear plate (12) on the third end plate (28) by a rectangular side bolt through the steel block (14); the hinge bolt (6) passes through the disc spring limit plate (11), the disc spring (10), the second ear plate (13), the friction steel plate (9), the friction plate (8), the first ear plate (12), the friction plate (8), the friction steel plate (9), the first ear plate (12), the friction plate (8), the friction steel plate (9), the second ear plate (13), the disc spring (10), the disc spring limit plate (11) in sequence, and is connected to the hinge bolt matching nut (7).

10. A construction method for a double-stage energy-absorbing steel tube concrete column-wide flat beam node structure according to claim 1, characterized in that: The construction method is achieved by the following steps: Step 1: manufacturing a steel tube concrete column (1) and a prefabricated wide flat beam (2); Step 2: Connect the friction energy dissipation device, and connect the friction energy dissipation device to the steel tube concrete column (1) and the prefabricated wide flat beam (2) with bolts; Step 3: Apply pre-tightening force to the friction energy dissipation device installed in step 2, and then connect the metal energy dissipation device to the steel tube concrete column (1) and the prefabricated wide flat beam (2) with bolts.

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