Friction energy dissipation type connecting joint of high-strength steel pipe concrete column and prefabricated beam

Abstract

The present application relates to a kind of high-strength steel pipe concrete column and prefabricated beam friction energy dissipation type connecting joint, especially to structural disaster prevention and mitigation technical field.The present application includes cold bending high-strength thin-walled steel pipe concrete column, steel concrete composite beam, first connecting piece arranged in the one side of the cold bending high-strength thin-walled steel pipe concrete column, second connecting piece arranged in the beam head end of the steel concrete composite beam, self-resetting friction energy dissipation damper, under the action of small earthquake and medium earthquake, by the friction energy dissipation of clamping plate and cover plate, under the action of large earthquake, SMA bolt deformation and groove steel plate friction energy dissipation work together, with self-resetting friction energy dissipation function.The friction energy dissipation node proposed in the patent is simple in structure, clear in stress, efficient and convenient in assembly type construction, with excellent seismic performance and self-resetting characteristics, and can be applied to large public buildings and other important projects with high demand for earthquake prevention.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of structure disaster prevention and mitigation, and particularly relates to a high-strength steel pipe concrete column and prefabricated beam friction energy dissipation type connecting joint. BACKGROUND

[0002] Modern large cities have concentrated population, buildings and infrastructure, and social functions. The speed of post-earthquake function recovery of buildings and infrastructure has a great impact on the economy, society, and even the psychology and life of the population, which has never been seen before. Therefore, building resilience has become one of the important tasks for civil engineering anti-seismic technology workers in the current and a long period of time in the future. Seismic resilience is gradually becoming a new requirement for engineering seismic design. Structures designed according to the current seismic code requirements will not collapse as a whole even under strong earthquakes, but will have to be demolished due to excessive plastic deformation and residual deformation that is difficult to recover. Even if they are repaired, the cost of time, materials and manpower will be higher than that of reconstruction. After the 2011 Christchurch earthquake in New Zealand, a large number of buildings in the disaster area that had not completely collapsed needed to be demolished due to significant damage. The estimated reconstruction cost was as high as 40 billion New Zealand dollars, accounting for 20% of the country's GDP that year. Therefore, "not falling in a major earthquake" cannot meet the needs of modern seismic design.

[0003] Therefore, it is necessary to change the current seismic design concept and transform the traditional anti-collapse design into a recoverable function design. The traditional seismic design concept takes the protection of life as the main goal and avoids brittle failure or even collapse of the structure under earthquake action through ductility design, thereby providing the possibility of escape and reducing personnel injuries caused by earthquakes to a certain extent. However, the plastic damage to the building structure is difficult to repair. To overcome the damage of traditional earthquake structures under earthquake action and the high repair cost, the concept of damage control is introduced into structural seismic design. By adjusting the stiffness and strength of different components within the structure, damage is concentrated in structural components that can be quickly replaced, thereby overcoming the problem of single component damage in traditional structures.

[0004] Steel pipe concrete structure is a typical high-performance structure widely used in the field of civil engineering. In traditional engineering, steel pipe concrete columns and reinforced concrete beams and slabs are still cast in situ. In the face of the development of prefabricated buildings and seismic resilience, new types of self-centering friction high-performance joints need to be developed to meet the new needs of current construction and disaster prevention and mitigation. SUMMARY

[0005] (1) Technical solution

[0006] To solve the above technical problems, the application provides a high-strength steel pipe concrete column and prefabricated beam friction energy dissipation type connecting joint, which comprises a cold-bent high-strength thin-wall steel pipe concrete column, a steel concrete composite beam, a first connecting piece arranged on one side of the cold-bent high-strength thin-wall steel pipe concrete column, a second connecting piece arranged at the beam head end of the steel concrete composite beam, and a self-resetting friction energy dissipation damper. The cold-bent high-strength thin-wall steel pipe concrete column and the steel concrete composite beam are assembled and connected through the first connecting piece and the second connecting piece cooperating with first bolts and second bolts. The bottom of the connecting section of the cold-bent high-strength thin-wall steel pipe concrete column and the steel concrete composite beam is provided with the self-resetting friction energy dissipation damper. The self-resetting friction energy dissipation damper comprises two third cover plates, first pegs, second pegs, fourth cover plates and a clamping plate. The two third cover plates are respectively arranged on the inner side walls of the first stiffening plate and the second stiffening plate. The clamping plate is arranged between the two third cover plates. The clamping plate is hingedly connected to the two third cover plates at both ends thereof through the first pegs. The top and bottom of the clamping plate are provided with the fourth cover plates. The clamping plate and the fourth cover plates are connected through the second pegs.

[0007] Preferably, the cold-bent high-strength thin-wall steel pipe concrete column comprises an outer steel pipe and first and second filling materials arranged in the outer steel pipe. The outer steel pipe is composed of an L-shaped cold-bent ribbed plate piece and an I-shaped cold-bent ribbed plate piece which are spliced by a fillet weld. The outer steel pipe is poured with core concrete.

[0008] Preferably, the first filling material is arranged along the column length of the cold-bent high-strength thin-wall steel pipe concrete column with a spacing of 1 / 3 to 1 / 2 times the column width of the cold-bent high-strength thin-wall steel pipe concrete column. The second filling material is arranged along the column length of the cold-bent high-strength thin-wall steel pipe concrete column or only at both ends of the cold-bent high-strength thin-wall steel pipe concrete column with a spacing of 1 / 3 to 1 / 2 times the column width of the cold-bent high-strength thin-wall steel pipe concrete column.

[0009] Preferably, the first connecting piece comprises two annular plates, a third web plate, a second stiffening plate and a fourth web plate which are sequentially sleeved on the outer wall of the cold-bent high-strength thin-wall steel pipe concrete column and welded. The second stiffening plate is connected between the two annular plates. The third web plate is connected between the outer wall of the cold-bent high-strength thin-wall steel pipe concrete column and one side of the second stiffening plate. The fourth web plate is connected to the other side of the second stiffening plate.

[0010] Preferably, two second stiffening ribs are arranged on one side of the second stiffening plate. The two second stiffening ribs are arranged on the two sides of the third web plate respectively. One end of each of the two second stiffening ribs is connected to the outer wall of the two sides of the third web plate respectively.

[0011] Preferably, the second connecting piece comprises a first flange plate, a first web plate, a first stiffening plate, a second flange plate, a first stiffening rib, a second web plate and a third stiffening rib, the first flange plate and the second flange plate are arranged in parallel from top to bottom, the first flange plate and the second flange plate are respectively welded with longitudinal reinforcement in the steel-concrete composite beam, the first flange plate and the second flange plate are connected with the first stiffening plate, one side of the first stiffening plate is connected with the steel-concrete composite beam head end, the other side of the first stiffening plate is connected with the first web plate, the second web plate is connected with a plurality of groups of the first stiffening rib on both sides, one end of the first stiffening rib is connected with one side of the first stiffening plate, and the other end of the first stiffening rib is welded with longitudinal reinforcement in the steel-concrete composite beam.

[0012] Preferably, two third stiffening ribs are arranged on one side of the first stiffening plate, and one end of each of the two third stiffening ribs is connected with the outer wall of the two sides of the second web plate.

[0013] Preferably, a first cover plate is arranged on the upper part of the connecting section of the cold-formed high-strength thin-walled steel pipe concrete column and the steel-concrete composite beam, the first cover plate is connected with the ring plate and the first flange plate through the first bolt, and the first web plate and the fourth web plate are connected through the second bolt and the second cover plate.

[0014] Preferably, the clamping plate is a trapezoidal notched steel plate, the sharp end of the notches on both sides of the clamping plate is not less than 90 degrees, and the depth is 1 / 4 to 1 / 3 of the thickness of the clamping plate.

[0015] (3) Beneficial effects

[0016] The application provides a high-strength steel pipe concrete column and prefabricated beam friction energy dissipation type connecting joint, which is efficient in overall construction, excellent in seismic performance and high in standardization degree, and can be used in important projects with high demand for earthquake resistance and disaster prevention, such as large public buildings. Compared with the prior art, the application has the following beneficial effects:

[0017] 1. The column section adopts a spliced section structure, the cold-formed section and the stiffening rib can significantly improve the local stability of the steel pipe sub-plate, the transverse restraint effect of the filler is combined to further improve the combined effect of steel-concrete, reduce the stress overrun phenomenon of the steel pipe during construction, and have good seismic performance.

[0018] 2、Beam and column connection part adopts bolt connection, simple structure, clear force transmission, efficient assembly type construction; The bottom of the connecting section is additionally provided with a self-resetting friction energy dissipation damper, which is frictionally and energy-dissipatively connected by the clamping plate and the cover plate under small and medium earthquakes, so that the elastic-plastic deformation is controllable, and under large earthquakes, the SMA bolt deformation and the notched steel plate friction energy dissipation work together, and the self-resetting friction energy dissipation function is achieved.

[0019] 3、Compared with the traditional self-resetting node or assembly type node, the node provided by the patent is prestress-free, construction is more convenient, and the damper is a variable cross-section friction damper, the amount of SMA material is reduced, and the overall cost of the structure can be reduced. The flange cover plate, the web and the damper of the connecting section of the node can be damaged under large earthquakes, so that the difficulty of post-disaster repair is reduced, and the structure can be quickly replaced to realize structure repair. BRIEF DESCRIPTION OF DRAWINGS

[0020] Figure 1 It is a structural schematic diagram of the application.

[0021] Figure 2 It is a sectional structure schematic diagram of the cold-formed high-strength thin-walled steel pipe concrete column of the application.

[0022] Figure 3 It is a schematic diagram of the connection between the ring plate and the first flange plate of the application.

[0023] Figure 4 It is a partial sectional schematic diagram of the steel concrete composite beam of the application.

[0024] Figure 5 It is a connection schematic diagram of the ring plate, the second stiffening rib, the third web and the second stiffening plate thereof of the application.

[0025] Figure 6 It is a connection schematic diagram of the first flange plate, the first stiffening plate, the second flange plate, the first stiffening rib, the second web and the third stiffening rib thereof of the application.

[0026] Figure 7 It is a connection schematic diagram of the first web, the second cover plate, the fourth web and the second bolt thereof of the application.

[0027] Figure 8 It is a structural schematic diagram of the self-resetting friction energy dissipation damper of the application.

[0028] The attached figures are labeled as follows: 1-Cold-formed high-strength thin-walled steel tube concrete column; 101-L-shaped cold-formed ribbed plate member; 102-I-shaped cold-formed ribbed plate member; 103-Weld joint; 104-First lacing material; 105-Second lacing material; 106-Core concrete; 2-Steel-concrete composite beam; 201-Concrete; 202-Longitudinal reinforcement; 203-Reinforcing bar; 3-First bolt; 4-First cover plate; 5-First flange plate; 6-Ring plate; 7-Self-resetting friction plate. Energy dissipating damper, 701-third cover plate, 702-first stud, 703-second stud, 704-fourth cover plate, 705-clamp plate, 8-first web plate, 9-second cover plate, 10-second bolt, 11-first stiffening plate, 12-second flange plate, 13-first stiffening rib, 14-second web plate, 15-third web plate, 16-second stiffening plate, 17-second stiffening rib, 18-fourth web plate, 19-third stiffening rib. Detailed Implementation

[0029] The present invention will be further described in conjunction with the accompanying drawings and embodiments.

[0030] like Figures 1-8 As shown, the present invention discloses a friction-dissipating connection node between a high-strength steel-concrete composite column and a precast beam, comprising a cold-formed high-strength thin-walled steel-concrete composite column 1, a steel-concrete composite beam 2, a first connector disposed on one side of the cold-formed high-strength thin-walled steel-concrete composite column 1, a second connector disposed at the beam head end of the steel-concrete composite beam 2, and a self-resetting friction-dissipating damper 7. The cold-formed high-strength thin-walled steel-concrete composite column 1 and the steel-concrete composite beam 2 are assembled and connected by the first connector and the second connector in conjunction with the first bolt 3 and the second bolt 10. The bottom of the connection section between the cold-formed high-strength thin-walled steel-concrete composite column 1 and the steel-concrete composite beam 2 is provided with the self-resetting friction-dissipating damper 7. The self-resetting friction-dissipating damper 7 includes two third cover plates 701, a first stud 702, a second stud 703, a fourth cover plate 704, and a clamping plate 705. The third cover plate 701 is respectively disposed on the inner sidewall of the first stiffening plate 11 and the second stiffening plate 16. The clamping plate 705 is sandwiched between the two third cover plates 701. The two ends of the clamping plate 705 are respectively hinged to the two third cover plates 701 by the first studs 702. The top and bottom of the clamping plate 705 are provided with the fourth cover plate 704. The clamping plate 705 and the fourth cover plate 704 are connected by the second studs 703. Under small and moderate earthquakes, the clamping plate 705 and the second cover plate 704 dissipate energy through friction. Under large earthquakes, the deformation of the SMA bolt 703 and the friction of the grooved steel plates (704 and 705) work together to dissipate energy, which has a self-resetting friction energy dissipation function. The self-resetting friction energy dissipation damper 7 is provided in 2 to 3 sets according to the beam cross-section width to avoid out-of-plane instability of the connection section caused by the setting of a single damper.

[0031] The self-resetting friction energy dissipation damper 7 is hingedly connected to the second stiffening plate 16 and the first stiffening plate 11 at two ends by the first bolt 702, and the connection is composed of the third cover plate 701 and the clamping plate 705, wherein the bolt 702 is made of SMA bar, which can promote the rotation and friction of the damper under the action of a major earthquake, and further enhance the self-resetting and friction energy dissipation level of the damper.

[0032] The cold-formed high-strength thin-walled steel pipe concrete column 1 comprises an outer steel pipe and first and second inlaid materials 104 and 105 arranged inside the outer steel pipe, the outer steel pipe is composed of an L-shaped cold-formed ribbed plate 101 and an I-shaped cold-formed ribbed plate 102 spliced by a fillet weld 103, and core concrete 106 is poured in the outer steel pipe; the outer steel pipe is a spliced section composed of cold-formed ribbed high-strength thin-walled steel pipes by welds, and the cold-formed section and the stiffening rib effectively enhance the stability of the plate; the inlaid materials welded between different sub-plates strengthen the stability of the steel pipe section and the interaction with the concrete; the strength of the outer steel pipe is not less than Q690, and the strength of the core concrete 106 is not less than C100.

[0033] The first inlaid material 104 is arranged along the column length of the cold-formed high-strength thin-walled steel pipe concrete column 1, and the interval is 1 / 3 to 1 / 2 times the column width of the cold-formed high-strength thin-walled steel pipe concrete column 1; the second inlaid material 105 is arranged along the column length of the cold-formed high-strength thin-walled steel pipe concrete column 1 or only at both ends of the cold-formed high-strength thin-walled steel pipe concrete column 1, and the interval is 1 / 3 to 1 / 2 times the column width of the cold-formed high-strength thin-walled steel pipe concrete column 1; if the inlaid material 105 is arranged only at the column ends, it can be appropriately densified, and when it is still not greater than 1 times the column width; the first inlaid material 104 and the second inlaid material 105 can be steel strips, equal-leg angle steels or channel steels, and the strength thereof should not be less than Q460.

[0034] The cold-formed high-strength thin-walled steel pipe concrete column 1 is connected to the steel concrete composite beam 2 by ring plate connection, the first connecting piece comprises two ring plates 6, a third web plate 15, a second stiffening plate 16 and a fourth web plate 18, which are sequentially sleeved and welded on the outer wall of the cold-formed high-strength thin-walled steel pipe concrete column 1; the second stiffening plate 16 is connected between the two ring plates 6, the third web plate 15 is connected between one side of the second stiffening plate 16 and the outer wall of the cold-formed high-strength thin-walled steel pipe concrete column 1, and the fourth web plate 18 is connected to the other side of the second stiffening plate 16.

[0035] Two second stiffening ribs 17 are arranged on one side of the second stiffening plate 16, and the two second stiffening ribs 17 are respectively arranged on the two sides of the third web plate 15, and one end of each of the two second stiffening ribs 17 is connected to the outer wall of the two sides of the third web plate 15.

[0036] The second connecting piece is an I-beam connecting section which is embedded in the concrete beam, and the embedded section should meet the interface bonding slip calculation requirements; the second connecting piece includes a first flange plate 5, a first web plate 8, a first stiffening plate 11, a second flange plate 12, a first stiffening rib 13, a second web plate 14, and a third stiffening rib 19, the first flange plate 5 and the second flange plate 12 are arranged in parallel from top to bottom, the first flange plate 5 and the second flange plate 12 are respectively welded to the longitudinal reinforcement 202 in the steel-concrete composite beam 2, the first flange plate 5 and the second flange plate 12 are connected by the first stiffening plate 11, one side of the first stiffening plate 11 is connected with the beam head end of the steel-concrete composite beam 2 by the second web plate 14, the other side of the first stiffening plate 11 is connected with the first web plate 8, the second web plate 14 is connected with a plurality of groups of the first stiffening rib 13 on both sides, one end of the first stiffening rib 13 is connected with one side of the first stiffening plate 11, and the other end of the first stiffening rib 13 is welded to the longitudinal reinforcement 202 in the steel-concrete composite beam 2. The embedded I-beam is welded to the longitudinal reinforcement 202 in the beam, so that the beam end load is transmitted to the ring plate 6 and the third web plate 15 through the first flange plate 5, the second flange plate 12, and the first web plate 8, thereby increasing the load transmission efficiency.

[0037] One side of the first stiffening plate 11 is provided with two third stiffening ribs 19, and the two third stiffening ribs 19 are respectively arranged on the two sides of the second web plate 14, and one end of each of the two third stiffening ribs 19 is connected with the outer wall of the two sides of the second web plate 14.

[0038] The connecting section between the cold-formed high-strength thin-walled steel pipe concrete column 1 and the steel-concrete composite beam 2 is provided with a first cover plate 4, the first cover plate 4 is connected with the ring plate 6 and the first flange plate 15 by the first bolt 3, and the first web plate 8 and the fourth web plate 18 are connected by the second bolt 10 and the second cover plate 9.

[0039] The clamping plate 705 is a trapezoidal notched steel plate, the sharp end of the notches on both sides of the clamping plate 705 is not less than 90 degrees, and the depth is 1 / 4-1 / 3 times the thickness of the clamping plate 705; the SMA bolts 702 and 703 need to meet the shear design requirements.

[0040] The specific manufacturing steps in actual work are as follows:

[0041] (1) The cold-formed high-strength thin-walled steel pipe concrete column 1 is prefabricated in the factory, the manufacturing and positioning of the L-shaped cold-formed ribbed plate 101 and the I-shaped cold-formed ribbed plate 102 are completed, the first and second internal fillers 104 and 105 are welded, and finally the welding seam 103 is welded.

[0042] (2) On the basis of step 1, for the cold-formed high-strength thin-walled concrete-filled steel tubular column 1, the upper and lower ring plates 6, the third and fourth webs 15 and 18, and the second stiffener 17 are welded, and the third cover plate 701 of the damper connecting base is welded; the fabrication of the steel-concrete composite beam 2 is completed, including the welding of the first stiffener 13 and the first stiffening plate 11 in the I-shaped steel, the welding of the first stiffener 13 with the second flange plate 12 and the longitudinal reinforcement 202, and the binding of the steel bar 203 and the pouring of the concrete 201, and the above steps are prefabricated in the factory.

[0043] (3) On the basis of step (2), the cold-formed high-strength thin-walled concrete-filled steel tubular column 1 and the steel-concrete composite beam 2 are assembled and constructed at the construction site, the connection of the first and second bolts 3 and 10 is completed, and finally the self-centering frictional energy dissipation damper 7 is installed to form the final frictional energy dissipation type joint of the high-strength steel tubular column connecting prefabricated composite beam.

[0044] The contents not described in detail in the specification belong to the prior art known to those skilled in the art.

[0045] The above-described embodiments only express the preferred embodiments of the present application, which are described in detail and in detail, but the present application is not limited to these embodiments. It should be noted that for those skilled in the art. Any improvement made without departing from the purpose of the present application falls within the scope of the present application. Therefore, the protection scope of the present application patent should be subject to the appended claims.

Claims

1. A high-strength steel tube concrete column and precast beam friction energy dissipation type connecting joint, characterized in that, The application relates to a cold-bent high-strength thin-wall steel pipe concrete column (1), a steel concrete composite beam (2), a first connecting piece arranged on one side of the cold-bent high-strength thin-wall steel pipe concrete column (1), a second connecting piece arranged at the beam head end of the steel concrete composite beam (2), and a self-resetting friction energy dissipation damper (7). The cold-bent high-strength thin-wall steel pipe concrete column (1) and the steel concrete composite beam (2) are assembled and connected through the first connecting piece and the second connecting piece, first bolts (3) and second bolts (10). The first connecting piece comprises two ring plates (6) which are sequentially sleeved and welded on the outer wall of the cold-bent high-strength thin-wall steel pipe concrete column (1) from top to bottom, a third web plate (15), a second stiffening plate (16) and a fourth web plate (18). The second stiffening plate (16) is connected between the two ring plates (6). The second connecting piece comprises a first flange plate (5), a first web plate (8), a first stiffening plate (11), a second flange plate (12), a first stiffening rib (13), a second web plate (14) and a third stiffening rib (19). The first flange plate (5) and the second flange plate (12) are arranged in parallel from top to bottom. The first flange plate (5) and the second flange plate (12) are respectively welded and connected with longitudinal reinforcement (202) in the steel concrete composite beam (2). The first flange plate (5) and the second flange plate (12) are connected with the first stiffening plate (11). The cold-bent high-strength thin-wall steel pipe concrete column (1) and the steel concrete composite beam (2) are provided with the self-resetting friction energy dissipation damper (7) at the bottom of the connecting section. The self-resetting friction energy dissipation damper (7) comprises two third cover plates (701), first pegs (702), second pegs (703), fourth cover plates (704) and clamping plates (705). The two third cover plates (701) are respectively arranged on the inner side walls of the first stiffening plate (11) and the second stiffening plate (16). The clamping plate (705) is clamped between the two third cover plates (701). The two ends of the clamping plate (705) are respectively hinged and connected with the two third cover plates (701) through the first pegs (702). The top and bottom of the clamping plate (705) are provided with the fourth cover plates (704). The clamping plate (705) and the fourth cover plates (704) are connected through the second pegs (703). The cold-bent high-strength thin-wall steel pipe concrete column (1) comprises an outer steel pipe and first and second filling materials (104) and (105) arranged in the outer steel pipe. The outer steel pipe is composed of an L-shaped cold-bent ribbed plate piece (101) and an I-shaped cold-bent ribbed plate piece (102) which are spliced through a plug weld (103). Core concrete (106) is poured in the outer steel pipe.

2. The frictional energy dissipation type connecting joint of the high-strength steel concrete filled tubular column and the prefabricated beam according to claim 1, characterized in that, The first stiffening material (104) is arranged along the length of the cold-formed high-strength thin-walled steel pipe concrete column (1) with a spacing of 1 / 3-1 / 2 times the column width of the cold-formed high-strength thin-walled steel pipe concrete column (1), and the second stiffening material (105) is arranged along the length of the cold-formed high-strength thin-walled steel pipe concrete column (1) or only at both ends of the cold-formed high-strength thin-walled steel pipe concrete column (1) with a spacing of 1 / 3-1 / 2 times the column width of the cold-formed high-strength thin-walled steel pipe concrete column (1).

3. The frictional energy dissipation connecting joint of the high-strength steel concrete filled tubular column and the prefabricated beam according to claim 1, characterized in that, The second stiffening plate (16) is connected with the third web plate (15) between one side of the second stiffening plate (16) and the outer wall of the cold-formed high-strength thin-walled steel pipe concrete column (1), and the fourth web plate (18) is connected on the other side of the second stiffening plate (16).

4. The frictional energy dissipation connecting joint of the high-strength steel concrete filled tubular column and the prefabricated beam according to claim 3, characterized in that, Two second stiffening ribs (17) are arranged on one side of the second stiffening plate (16), and the two second stiffening ribs (17) are arranged on the two sides of the third web plate (15), respectively, and one end of each of the two second stiffening ribs (17) is connected with the outer wall on the two sides of the third web plate (15), respectively.

5. The frictional energy dissipation connecting joint of the high-strength steel concrete filled tubular column and the prefabricated beam according to claim 4, characterized in that, The second web plate (14) is connected between one side of the first stiffening plate (11) and the beam head end of the steel concrete composite beam (2), the first web plate (8) is connected on the other side of the first stiffening plate (11), a plurality of groups of first stiffening ribs (13) are connected on the two sides of the second web plate (14), one end of each of the first stiffening ribs (13) is connected with one side of the first stiffening plate (11), and the other end of each of the first stiffening ribs (13) is welded with the longitudinal reinforcement (202) in the steel concrete composite beam (2).

6. The frictional energy dissipation connecting joint of the high-strength steel concrete filled tubular column and the prefabricated beam according to claim 5, characterized in that, Two third stiffening ribs (19) are arranged on one side of the first stiffening plate (11), and the two third stiffening ribs (19) are arranged on the two sides of the second web plate (14), respectively, and one end of each of the two third stiffening ribs (19) is connected with the outer wall on the two sides of the second web plate (14), respectively.

7. The frictional energy dissipation connecting joint of the high-strength steel concrete-filled column and the prefabricated beam according to claim 6, characterized in that, A first cover plate (4) is arranged on the upper part of the connecting section of the cold-formed high-strength thin-walled steel pipe concrete column (1) and the steel concrete composite beam (2), the first cover plate (4) is connected with the ring plate (6) and the first flange plate (5) through the first bolt (3), and the first web plate (8) and the fourth web plate (18) are connected through the second bolt (10) and the second cover plate (9).

8. The high-strength steel concrete column and precast beam friction energy dissipation type connecting joint according to claim 1, characterized in that, The clamping plate (705) is a trapezoidal notched steel plate, the sharp end of the notches on the two sides of the clamping plate (705) is not less than 90 degrees, and the depth is 1 / 4-1 / 3 times the thickness of the clamping plate (705).

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