CN110439183B - Post-earthquake self-recovery embedded energy-consumption steel column foot - Google Patents
Post-earthquake self-recovery embedded energy-consumption steel column foot Download PDFInfo
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- CN110439183B CN110439183B CN201910770112.8A CN201910770112A CN110439183B CN 110439183 B CN110439183 B CN 110439183B CN 201910770112 A CN201910770112 A CN 201910770112A CN 110439183 B CN110439183 B CN 110439183B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/32—Columns; Pillars; Struts of metal
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
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Abstract
The invention discloses a post-earthquake self-recovery embedded energy-consumption steel column base which comprises an upper column section, a lower column section, buckling restrained energy-consumption plates and a high-strength steel rod, wherein the upper column section is provided with a plurality of steel columns; the upper column section is positioned at the upper part of the lower column section, the high-strength steel bar is arranged inside the upper column section and the lower column section, and the buckling restrained energy dissipation plate is fixed at the joint of the upper column section and the lower column section. The invention has the advantages of bidirectional high bearing capacity, bidirectional high energy consumption, bidirectional self-recovery after earthquake, simple and definite stress, avoiding overlarge local stress after prying of the column base, convenient site construction, no influence on the using function of the building and the like.
Description
Technical Field
The invention relates to the field of building structures, in particular to a post-earthquake self-recovery embedded energy-consumption steel column foot.
Background
China is one of the most serious countries with frequent earthquake and earthquake disasters, and the damage and collapse of buildings in the earthquake are direct causes of economic loss and casualties. Therefore, the traditional structural earthquake-resistant technology is mainly designed for preventing collapse, and the main body structure is utilized to consume earthquake energy through plastic deformation so as to prevent the structure from collapsing and ensure the life and property safety of people. However, recent earthquake damage shows that although the design concept realizes the aim of fortifying strong earthquake, the main structure generates serious plastic damage, and the damage part is mainly concentrated at beam column nodes and column foot nodes. In the past, the earthquake-resistant technology mainly focuses on the earthquake-resistant performance of beam column joints, but practical earthquake damage shows that the column feet of the steel frame structure are easier to yield, bend and even break under strong earthquake (as shown in a and b in fig. 1), and the column feet are positioned at the bottommost part of the structure, so that the damage of the column feet causes serious structural safety problems. In addition, the column foot node is required to bear all vertical loads transmitted by the upper structure, so that the column foot is more difficult to repair after earthquake compared with other beam column nodes, and if the repairing scheme is improperly processed, the structure collapses. In view of the above reasons, after an earthquake, the upper structure of the column foot has to be removed and rebuilt integrally, so that the time and cost for post-earthquake repair are obviously increased, and the life and working order of people after the earthquake are seriously disturbed.
In the second-stage collaborative research planning conference of NEES/E-Defense Mei Ri earthquake engineering in 1 month in 2009, mei Ri scholars propose that the "recoverable function city" is taken as the large direction of earthquake engineering collaboration for the first time, and the structural anti-seismic design concept is also changed from the "collapse prevention design" to the "recoverable design". How to realize the aim that the structure is not seriously damaged in the earthquake and the original functions of the structure can be quickly recovered after the earthquake, and to construct a 'recoverable function city', the method becomes the future development trend of the earthquake-resistant research direction of the building structure. Therefore, development of a novel steel frame column foot node with multiple functions of high bearing capacity, high energy consumption and self-recovery is urgently needed.
Disclosure of Invention
The invention aims to provide a post-earthquake self-recovery embedded energy-consumption steel column base, which solves the problems of yield, buckling and fracture of the traditional steel frame column base under strong earthquake and the problem of difficult post-earthquake repair of a structure.
The object of the present invention is achieved by one of the following technical solutions.
A post-earthquake self-recovery embedded energy-consumption steel column foot comprises an upper column section, a lower column section, buckling restrained energy-consumption plates and high-strength steel bars; the upper column section is positioned at the upper part of the lower column section, the high-strength steel bar is arranged inside the upper column section and the lower column section, and the buckling restrained energy dissipation plate is fixed at the joint of the upper column section and the lower column section.
Further, the buckling restrained energy dissipation plate comprises a friction base plate, wherein the friction base plate is arranged between the buckling restrained energy dissipation plate and the upper column section, the friction base plate is also arranged between the buckling restrained energy dissipation plate and the lower column section, and the contact surface of the friction base plate and the buckling restrained energy dissipation plate is subjected to sand blasting treatment.
Further, the upper column section comprises a hollow steel pipe section and a concrete filled steel tube section; the hollow steel pipe section comprises a rectangular hollow steel pipe; the steel pipe concrete section comprises an upper column section concrete block, a steel pipe column body, a steel base, a first embedded steel pipe, a top plate and an upper column section bottom plate; the top of the top plate is welded with the hollow steel pipe, and the bottom of the top plate is welded with the top of the steel pipe column body; round holes are formed in the centers of the top plate, the upper column section bottom plate and the steel base, and the radii of the round holes are equal to that of the first embedded steel pipe; the first pre-buried steel pipe is vertically arranged in the middle of the steel pipe column body, the top of the first pre-buried steel pipe is welded with the central round hole of the top plate, the bottom of the first pre-buried steel pipe is welded with the central round hole of the bottom plate of the upper column section, the top surface of the first pre-buried steel pipe is flush with the top surface of the top plate, the bottom surface of the first pre-buried steel pipe is flush with the bottom surface of the bottom plate of the upper column section, the first embedded steel pipe is vertically arranged in the middle of the steel pipe column body, concrete is poured into the steel pipe column body to form an upper column section concrete block, the bottom of the bottom plate of the upper column section is connected with the top surface of the steel base by adopting a welding seam, and the top of the bottom plate of the upper column section is welded with the bottom of the steel pipe column body.
Further, the lower column section consists of a lower column section column shaft, a cup opening shearing resistant piece, a second embedded steel pipe, a bolt, a diaphragm plate, lower column section concrete and a lower column section bottom plate; the outer surface of the flange of the lower column section column body is provided with a plurality of pegs; the lower column section diaphragm plate is arranged in the column shaft of the lower column section and is connected with the peripheral flange fillet weld; the bottom of the cup opening shearing resistant part is welded with the top of the column body of the lower column section; the second embedded steel pipe is vertically arranged in the middle of the column shaft of the lower column section, round holes are formed in the centers of the cup opening shearing resistant member and the diaphragm, and the radius of the round hole in the center of the cup opening shearing resistant member, the radius of the round hole in the center of the diaphragm and the radius of the second embedded steel pipe are equal to the radius of the round hole in the center of the steel base; the top surface of the second embedded steel pipe is flush with the inner surface of the cup opening shearing resistant member, the bottom surface of the second embedded steel pipe is flush with the bottom surface of the diaphragm plate, and the bottom of the second embedded steel pipe is welded with the diaphragm plate; the second embedded steel pipe is vertically arranged in the middle of the lower column section column shaft, and then concrete is poured into the lower column section column shaft to form an upper column section concrete block; the bottom plate of the lower column section is connected with the bottom of the column shaft of the lower column section through butt welding seams.
Further, the buckling restrained energy dissipation plate comprises a straight-shaped core plate, two external restrained steel plates and two limiting plates; the straight-shaped core plate is in a dog-bone shape, slotted holes are formed in the middle parts of two ends of the straight-shaped core plate in the length direction, the straight-shaped core plate is positioned in the middle position of the outer constraint steel plate in the length direction, the limiting plates are positioned on two sides of the straight-shaped core plate, the middle parts of the limiting plates are provided with bulges, so that the limiting plates are matched with the shape of the straight-shaped core plate, and the yielding section, the transition section, the partial connecting section and the limiting plates of the straight-shaped core plate are covered by the two outer constraint steel plates, so that the buckling constraint energy consumption plates are prevented from being damaged by bending under the prying and torsion of column feet, and the buckling constraint energy consumption plates are prevented from being withdrawn from working in advance; a plurality of bolt holes are formed along one side of the bulge of the limiting plate, the outer constraint steel plate is provided with a plurality of bolt holes corresponding to the same position of the limiting plate, and the straight-line core plate is fixed in the outer constraint steel plate and the limiting plate through bolts; the thickness of the limiting plate is larger than that of the straight-line-shaped core plate, a gap is reserved between the limiting plate and the straight-line-shaped core plate, and the limiting plate is connected with the external constraint steel plate through bolts.
Further, the steel tube concrete column section is aligned with the lower column section, and a round hole of the steel base is opposite to a round hole of the cup opening shear member; the high-strength steel bar consists of a steel bar and a screw cap, the high-strength steel bar is inserted into the steel tube concrete section and the lower column section through a first embedded steel tube and a second embedded steel tube and exerts pretightening force, and steel bar cushion blocks are arranged between the screw cap and the top plate of the steel tube concrete section and between the screw cap and the diaphragm plate of the lower column section, so that the concrete is prevented from being sheared off due to overlarge local stress caused by the pretightening force exerted by the high-strength steel bar; ; the hollow steel pipe section is aligned with the concrete filled steel tube section and joined by a butt weld.
Further, the top end of the straight-line-shaped core plate is fixed on the flange of the hollow steel pipe through an upper column Duan Gaojiang bolt in the hollow steel pipe section, and the bottom end of the straight-line-shaped core plate is fixed on the flange of the lower column section through a lower column section high-strength bolt.
Further, the edge of the lower surface of the steel base is provided with an arc angle, the edge of the inner surface of the cup opening shearing resistant member is provided with an arc angle, and the arc angle are matched, so that the local stress is prevented from being overlarge after the column base is pried.
Further, concrete pouring holes and exhaust holes are formed in the periphery of the top plate, and concrete pouring holes and exhaust holes are formed in the periphery of the diaphragm plate.
The high-strength steel bar is inserted into the steel pipe concrete section and the lower column section of the upper column section through the embedded steel pipes of the upper column section and the lower column section, and the central axis of the high-strength steel bar coincides with the axis of the column, as shown in fig. 5.
The working process of the invention can be divided into the following 3 stages:
Under the small vibration state, under the action of gravity and the pretightening force of the high-strength steel bar, the steel base and the cup opening shearing-resistant piece of the lower column section are not prized all the time, and the 4 buckling constraint energy consumption plates are not deformed axially, so that bending rigidity is not provided for the column feet. At this time, the bending rigidity of the column shoe is provided by a high-strength steel bar and gravity, and the torsional rigidity of the column shoe is provided by the bending rigidity of the 4 buckling-restrained energy-dissipation plates. The bending rigidity and the torsional rigidity of the column base in all directions under small shock are similar to or even equal to those of the traditional column base through reasonable design.
Under large shock, the column base is pried, as shown in fig. 5, the buckling restrained energy dissipation plates are axially deformed to work, and the bending rigidity of the column base is provided by gravity, the pretightening force of the high-strength steel bar and the axial deformation and bending deformation of the buckling restrained energy dissipation plates. When the buckling restrained energy dissipation plate is subjected to yielding, the energy dissipation of the column base is mainly provided by the plastic deformation of the buckling restrained energy dissipation plate, and the components of the column base except the buckling restrained energy dissipation plate are still in an elastic state.
After the large earthquake is ended, the bending moment of the high-strength steel bar under the action of gravity is larger than the bending moment generated by the residual stress of the buckling restrained energy dissipation plate recovered to the original position, and the column base is recovered to the original position at the moment. When the buckling restrained energy dissipation plate is subjected to multiple works, residual stress is gradually accumulated and increased, so that the column base cannot be restored to the original position, the high-strength bolts connected with the buckling restrained energy dissipation plate and the column base are unscrewed, the residual stress of the buckling restrained energy dissipation plate can be released, and the repair work of the column base can be completed only by replacing the damaged buckling restrained energy dissipation plate.
The invention has the advantages of bidirectional high bearing capacity, bidirectional high energy consumption, bidirectional self-recovery after earthquake, simple and definite stress, convenient site construction, no influence on the using function of the building and the like. The advantages of the invention are particularly represented by the following aspects:
1. The high-strength steel bar, the buckling restrained energy dissipation plates, the upper Duan Zhu and the lower section column are all connected in a factory, the whole is transported to a construction site as a prefabricated part and then is integrally hoisted, the complicated working procedures of applying prestress to the high-strength steel bar on site are avoided, the construction and the installation are simple and convenient, and the inconvenience in site construction is avoided.
2. The buckling restrained energy dissipation plates are compactly arranged close to the outer surface of the steel column and are arranged above the ground of the bottom layer of the structure, so that the influence of the outline size of the column foot node on the using functions and the using space of the building is effectively reduced.
3. The traditional steel frame column is divided into an upper section column and a lower section column, the upper column section and the lower column section are tightly connected by utilizing a high-strength steel bar and a buckling restrained energy consumption plate, and meanwhile, the bidirectional bending bearing capacity and the bidirectional bending rigidity are provided for column feet, the bidirectional high bearing performance target is realized under small shock, and the overlarge local stress after the column feet are pried is avoided.
4. Under the action of medium earthquake and large earthquake, the steel base of the upper section column can generate prying deformation relative to the cup opening of the lower section column, (figure 3), earthquake energy is fully dissipated through the pulling-pressing plastic deformation of the buckling restrained energy dissipation plate, the performance target of bidirectional high energy dissipation is realized, and the plastic damage of the column foot under the bidirectional earthquake is avoided.
5. After the earthquake, the residual internal force of the buckling restrained energy dissipation plate is resisted by the tensile force of the high-strength steel rod and the gravity of the column top, an elastic reset bending moment is provided for the column foot, the upper section column steel base is designed by adopting a disc, the high-strength steel rod is arranged at the center of the disc, the principle that the radius of the circle center of the disc from the edge point of the disc is equal is utilized, the consistency of the elastic reset bending moment under the bidirectional earthquake is realized, and the rapid self-reset of the column foot node after the bidirectional earthquake is realized.
6. The shearing resistant part at the top of the lower section column adopts a cup mouth form and is assembled with the shape of the steel base of the upper section column, so that the upper Duan Zhu can be effectively protected from accidental horizontal slipping in the horizontal earthquake.
7. In the post-earthquake repairing stage, the buckling restrained energy-consuming plate and the bolts of the upper Duan Zhu and lower section posts can be loosened to pretightening force, the residual internal force of the buckling restrained energy-consuming plate is released by utilizing the chute holes, and the buckling restrained energy-consuming plate is repaired, replaced or re-screwed according to the damage condition of the energy-consuming plate, so that post-earthquake rapid repairing of the column foot node is realized.
Drawings
FIGS. 1a and 1b are schematic views of a conventional column shoe and a failure, respectively;
FIG. 2 is a schematic diagram of prying deformation of a self-resetting energy-consuming embedded column shoe of a steel frame according to the invention;
FIG. 3 is a front view of the structure of the present invention;
FIG. 4 is a cross-sectional view A-A of FIG. 3;
FIGS. 5a and 5b are schematic views of the opening of the top plate of the concrete filled steel tube section and the diaphragm plate of the lower column section;
FIG. 6 is a schematic view of the installation process of the concrete filled steel tubular column section;
FIG. 7 is a schematic view of the installation process of the lower column section;
FIG. 8 is a schematic diagram of an assembly process of a buckling-restrained energy-consuming plate;
FIG. 9 is a schematic diagram of the assembly process of the lower column section, the concrete filled steel tube section and the high strength steel rod;
FIG. 10 is a schematic view of a hollow steel pipe segment splicing process;
FIG. 11 is a schematic view of a buckling-restrained brace during installation into a column shoe;
FIGS. 12a and 12b are front and top views of the embedded platform of the present invention;
FIG. 13 is a front view of a buckling-restrained energy-consuming plate employed by the present invention;
Fig. 14a and 14B are a B-B section view and a C-C section view, respectively, of fig. 13.
Detailed Description
Referring to fig. 3 to 12, the steel frame self-resetting energy-consuming embedded column foot of the present embodiment includes four buckling restrained energy-consuming plates 8, eight friction pads 5, an upper column section, a lower column section 7 and a high-strength steel rod 2. The upper column section is positioned at the upper part of the lower column section 7, the high-strength steel bar 2 is arranged inside the upper column section and the lower column section 7, and the buckling restrained energy dissipation plate 8 is fixed at the joint of the upper column section and the lower column section 7. A friction base plate 5 is arranged between the buckling restrained energy dissipation plate 8 and the upper column section, and a friction base plate 5 is also arranged between the buckling restrained energy dissipation plate 8 and the lower column section 7, and the contact surface of the friction base plate 5 and the buckling restrained energy dissipation plate 8 is subjected to sand blasting treatment.
The steel pipes of the upper column section and the lower column section 7 of the embodiment are all box-shaped sections, and the upper column section comprises a hollow steel pipe section 4 and a steel pipe concrete section 6; the hollow steel pipe section comprises a rectangular hollow steel pipe 4-1, a high-strength steel rod 2 is inserted into a steel pipe concrete section 6 and a lower column section 7 and is positioned at the inner center of the section, the upper column section and the lower column section are connected, and four buckling restrained energy dissipation plates 8 are arranged at the middle positions of the outer surfaces of the box-shaped section, as shown in fig. 3 and 4.
The present embodiment is an example of the installation of the solution of the present invention into an actual project, as described with reference to fig. 4 to 11.
The installation process of the steel pipe concrete column section 6 is described with reference to fig. 4 and 6, wherein the steel pipe concrete section 6 is composed of a rectangular steel pipe column body 6-1, an upper column section bottom plate 6-2, a top plate 6-3, a steel base 6-4, a first embedded steel pipe 6-5 and an upper column section concrete block 6-6. The top of the top plate 6-3 is welded with the hollow steel pipe 4-1, a round hole is formed in the middle of the upper column section bottom plate 6-2, the top surface of the upper column section bottom plate 6-2 is connected with the bottom surface of the rectangular steel pipe column shaft 6-1 through a fillet weld, and the bottom surface of the upper column section bottom plate 6-2 is connected with the top surface of the steel base 6-4 through a fillet weld; a round hole is formed in the middle of the steel base 6-4, the radius of the round hole is equal to that of the central round hole of the bottom plate 6-2 of the upper column section, and an arc angle is formed in the edge of the lower surface of the steel base 6-4, so that the local stress is prevented from being overlarge after the column base is pried; the top plate 6-3 is provided with 5 round holes, the center round hole is opposite to the center round hole of the bottom plate 6-2 and has the same radius, the surrounding 4 round holes are used as concrete pouring and exhaust holes as shown in fig. 5a, and the bottom surface of the top plate 6-3 is connected with the top surface of the rectangular column body 6-1 by fillet welds; the first embedded steel pipe 6-5 is vertically arranged behind the rectangular steel pipe column body 6-1, concrete is poured into the steel pipe column body 6-1 to form an upper column section concrete block 6-6, the top surface of the first embedded steel pipe 6-5 is flush with the top surface of the top plate 6-3, and the top of the first embedded steel pipe 6-5 is welded with a central round hole of the top plate 6-3; the bottom surface of the first embedded steel pipe 6-5 is flush with the bottom surface of the bottom plate 6-2 of the upper column section, the bottom of the first embedded steel pipe 6-5 is welded with the central round hole of the bottom plate 6-2 of the upper column section, and concrete is poured into the largest holes around the top plate 6-3 to form an upper column section concrete block 6-6.
The installation process of the lower column section 7 is described with reference to fig. 4 and 7. The lower column section 7 is composed of a lower column section column shaft 7-1, a cup opening shearing resistant piece 7-2, a second embedded steel pipe 7-3, a bolt 7-4, a lower column section high-strength bolt 7-5, a diaphragm 7-6, lower column section concrete 7-7 and a lower column section bottom plate 1. 4 round holes are formed in the middle of the flange of the lower column section column body 7-1, the lower column section high-strength bolts 7-5 are pre-buried in the round holes, and the outer surface of the flange is provided with a plurality of pegs 7-4 for improving the pulling resistance of column feet; ; the diaphragm 7-6 is provided with 5 round holes, the radius of the central round hole is equal to that of the central round hole of the steel base 6-4 of the concrete filled steel tube section, the surrounding 4 round holes are used as concrete pouring and exhaust holes as shown in b in fig. 5, the diaphragm 7-6 is arranged in the column body 7-1 of the lower column section and connected with the fillet weld of the surrounding flange, and the local stress is prevented from being overlarge after the column base is pried; the bottom of the cup opening shear part 7-2 is welded with the top of the lower column section column shaft 7-1; the second embedded steel pipe 7-3 is vertically arranged in the middle of the lower column section column body 7-1, a round hole is formed in the center of the cup opening shearing resistant member 7-2, the radius of the round hole is equal to that of the round hole in the center of the diaphragm 7-6, and the radius of the round hole is also equal to that of the second embedded steel pipe 7-3 and that of the round hole in the center of the steel base 6-4; the edge of the inner surface of the cup opening shear part 7-2 is provided with an arc angle, so that the local stress is prevented from being too large after the column base is pried open; the second embedded steel pipe 7-3 is vertically arranged in the lower column section column body 7-1, the top surface of the second embedded steel pipe 7-3 is flush with the inner surface of the cup opening shearing resistant member 7-2, the bottom surface of the second embedded steel pipe 7-3 is flush with the bottom surface of the diaphragm 7-6, spot welding is carried out, and the second embedded steel pipe 7-3 and the diaphragm 7-6 spot welding; the lower column section 7 is inverted, concrete is poured into the largest holes around the diaphragm 7-6 to form an upper column section concrete block 7-7, and the bottom plate 1 of the lower column section is connected with the bottom of the column shaft 7-1 of the lower column section through butt welding seams.
The installation process of buckling-restrained energy-consuming plate 8 is described in connection with fig. 4, 8 and 13-14. The buckling restrained energy dissipation plate 8 is composed of a straight-shaped core plate 8-1, two outer restrained steel plates 8-2 and two limiting plates 8-3. The straight-shaped core plate 8-1 is in a dog-bone shape, two slots with certain length are respectively formed in two ends along the length direction, the straight-shaped core plate 8-1 is positioned at the middle position of the outer constraint steel plate 8-2 in the length direction, and the yielding section, the transition section and part of the connecting section of the straight-shaped core plate 8-1 are covered by the outer constraint steel plate 8-2 so as to prevent the buckling constraint energy consumption plate 8 from bending and damaging under the prying and torsion of a column foot, so that the buckling constraint energy consumption plate 8 is withdrawn from working in advance;
The 2 limiting plates 8-3 are positioned on two sides of the straight-line-shaped core plate 8-1, the middle parts of the limiting plates 8-3 are provided with bulges, so that the limiting plates 8-3 are matched with the straight-line-shaped core plate 8-1 in shape, the thickness of the limiting plates is slightly larger than that of the straight-line-shaped core plate 8-1, gaps are reserved between the limiting plates 8-3 and the straight-line-shaped core plate 8-1, the limiting plates 8-3 are provided with a plurality of bolt holes, the bolt holes correspond to the bolt holes of the outer constraint steel plates 8-2, the 2 limiting plates 8-3 are arranged between the 2 outer constraint steel plates 8-2 and are connected with the 1 outer constraint steel plates 8-2 through fillet welds, and the straight-line-shaped core plate 8-1 is fixed in the outer constraint steel plates 8-2 and the limiting plates 8-3 through bolts; the other 3 buckling restrained energy dissipation plates 8 are assembled according to the steps. The top end of the straight-shaped core plate 8-1 is fixed on the flange of the hollow steel pipe 4-1 through an upper column Duan Gaojiang bolt 4-2 in the hollow steel pipe section 4, and the bottom end of the straight-shaped core plate 8-1 is fixed on the flange of the lower column section 7 through a lower column section high-strength bolt 7-5.
The assembling process of the novel steel frame self-resetting energy-consumption embedded column foot is described by combining with fig. 9-12, the steel pipe concrete section 6 and the lower column section 7 are assembled together, the steel pipe concrete column section 6 is aligned with the lower column section 7, and the round hole of the steel base 6-4 is opposite to the round hole of the cup opening shear part 7-2; the high-strength steel bar 2 consists of a steel bar 2-1 and a screw cap 2-2, wherein the high-strength steel bar 2 is inserted into the steel tube concrete section 6 and the lower column section 7 through the first embedded steel tube 6-5 and the second embedded steel tube 7-3, a certain pretightening force is applied, and a steel bar cushion block 3 is placed between the screw cap 2-2 and the top plate 6-3 of the steel tube concrete section and the diaphragm 7-6 of the lower column section, so that the concrete is prevented from being sheared by overlarge local stress caused by the pretightening force applied by the high-strength steel bar 2; the lower column section bottom plate 1 is connected with the lower column section column shaft 7-1 by a butt welding seam; 4 upper column Duan Gaojiang bolts 4-2 are reserved on each flange of the hollow steel pipe 4-1, 16 hollow steel pipe sections 4 are aligned with the concrete-filled steel pipe sections 6 and are connected by butt welding seams; the friction backing plate 5 is provided with 4 bolt holes, the bolt holes are matched with the upper column Duan Gaojiang bolt 4-2 and the lower column section high-strength bolt 7-5, sand blasting is carried out on one surface of the friction backing plate 5, which is in contact with the buckling-restrained energy dissipation plate 8, so that the friction coefficient of the friction backing plate 5, which is in contact with the buckling-restrained energy dissipation plate 8, is enhanced, and the friction backing plate passes through the upper column Duan Gaojiang bolt 4-2 and the lower column section high-strength bolt 7-5 and is welded on the flanges of the hollow steel tube section 4 and the lower column section 7; the buckling restrained energy dissipation plate 8 is connected with the friction backing plate 5 through an upper column Duan Gaojiang bolt 4-2 and a lower column section high-strength bolt 7-5. After the steps are completed, the column base is transported to a construction site to be spliced and connected with a foundation, and the final effect is shown in fig. 12.
The above description is only of the preferred embodiments of the present invention, and is not intended to limit the present invention in any way. Any equivalent alterations, modifications and variations to the embodiments described above will be apparent to those skilled in the art using this disclosure, and they are intended to be within the scope of this disclosure.
Claims (8)
1. The post-earthquake self-recovery embedded energy-consumption steel column base is characterized by comprising an upper column section, a lower column section (7), buckling restrained energy-consumption plates (8) and a high-strength steel rod (2); the upper column section is positioned at the upper part of the lower column section (7), the high-strength steel rod (2) is arranged in the upper column section and the lower column section (7), and the buckling restrained energy dissipation plate (8) is fixed at the joint of the upper column section and the lower column section (7);
the upper column section comprises a hollow steel pipe section (4) and a concrete filled steel tube section (6); the hollow steel pipe section (4) comprises a hollow steel pipe (4-1); the steel pipe concrete section (6) comprises an upper column section concrete block (6-6), a steel pipe column body (6-1), a steel base (6-4), a first embedded steel pipe (6-5), a top plate (6-3) and an upper column section bottom plate (6-2); the top of the top plate (6-3) is welded with the hollow steel pipe (4-1), and the bottom of the top plate (6-3) is welded with the top of the steel pipe column body (6-1); round holes are formed in the centers of the top plate (6-3), the upper column section bottom plate (6-2) and the steel base (6-4), and the round holes are equal to the radius of the first embedded steel pipe (6-5); the first embedded steel pipe (6-5) is vertically arranged in the middle of the steel pipe column body (6-1), the top of the first embedded steel pipe (6-5) is welded with the central round hole of the top plate (6-3), the bottom of the first embedded steel pipe (6-5) is welded with the central round hole of the upper column section bottom plate (6-2), the top surface of the first embedded steel pipe (6-5) is flush with the top surface of the top plate (6-3), the bottom surface of the first embedded steel pipe (6-5) is flush with the bottom surface of the upper column section bottom plate (6-2), the first embedded steel pipe (6-5) is vertically arranged in the middle of the steel pipe column body (6-1), concrete is poured into the steel pipe column body (6-1) to form an upper column section concrete block (6-6), the bottom of the upper column section bottom plate (6-2) is welded with the steel base (6-4), and the top surface of the upper column section bottom plate (6-2) is welded with the bottom of the steel pipe column body (6-1).
2. The post-earthquake self-recovery embedded energy-dissipating steel column foot according to claim 1, further comprising a friction pad (5), wherein the friction pad (5) is arranged between the buckling-restrained energy-dissipating plate (8) and the upper column section, the friction pad (5) is also arranged between the buckling-restrained energy-dissipating plate (8) and the lower column section (7), and the contact surface of the friction pad (5) and the buckling-restrained energy-dissipating plate (8) is subjected to sand blasting treatment.
3. The post-earthquake self-recovery embedded energy-consumption steel column base according to claim 1, wherein the lower column section (7) is composed of a lower column section column shaft (7-1), a cup opening shear part (7-2), a second embedded steel tube (7-3), a bolt (7-4), a diaphragm plate (7-6), lower column section concrete (7-7) and a lower column section bottom plate (1); the outer surface of the flange of the lower column section column body (7-1) is provided with a plurality of pegs (7-4); the lower column section diaphragm plate (7-6) is arranged in the lower column section column shaft (7-1), is 150mm away from the column bottom and is connected with the peripheral flange fillet weld; the bottom of the cup opening shear part (7-2) is welded with the top of the lower column section column shaft (7-1); the second embedded steel pipe (7-3) is vertically arranged in the middle of the lower column section column shaft (7-1), round holes are formed in the centers of the cup opening shearing resistant piece (7-2) and the transverse partition plate (7-6), and the radius of the round hole in the center of the cup opening shearing resistant piece (7-2), the radius of the round hole in the center of the transverse partition plate (7-6) and the radius of the second embedded steel pipe (7-3) are equal to the radius of the round hole in the center of the steel base (6-4); the top surface of the second embedded steel pipe (7-3) is flush with the inner surface of the cup opening shear part (7-2), the bottom surface of the second embedded steel pipe (7-3) is flush with the bottom surface of the diaphragm plate (7-6), and the bottom of the second embedded steel pipe (7-3) is welded with the diaphragm plate (7-6); the second embedded steel pipe (7-3) is vertically arranged in the middle of the lower column section column shaft (7-1), and then concrete is poured into the lower column section column shaft (7-1) to form lower column section concrete (7-7); the bottom of the lower column section bottom plate (1) is connected with the bottom of the lower column section column shaft (7-1) by butt welding seams.
4. The post-earthquake self-recovery embedded energy-consuming steel column foot according to claim 1, wherein the buckling-restrained energy-consuming plate (8) comprises a straight-shaped core plate (8-1), two outer-restrained steel plates (8-2) and two limiting plates (8-3); the straight-shaped core plate (8-1) is in a dog bone shape, slotted holes are formed in the middle of two ends of the straight-shaped core plate in the length direction, the straight-shaped core plate (8-1) is positioned at the middle of the outer constraint steel plate (8-2) in the length direction, the limiting plates (8-3) are positioned on two sides of the straight-shaped core plate (8-1), protrusions are arranged in the middle of the limiting plates (8-3), the limiting plates (8-3) are matched with the straight-shaped core plate (8-1) in shape, and the yield section, the transition section, the partial connecting section and the limiting plates (8-3) of the straight-shaped core plate (8-1) are covered by the two outer constraint steel plates (8-2) so as to prevent the buckling constraint energy consumption plates (8) from bending and damaging under column foot prying and torsion, and enable the buckling constraint energy consumption plates (8) to exit the work in advance; a plurality of bolt holes are formed along one convex side of the limiting plate (8-3), a plurality of bolt holes are formed in the same positions of the outer constraint steel plate (8-2) corresponding to the limiting plate (8-3), and the straight-shaped core plate (8-1) is fixed in the outer constraint steel plate (8-2) and the limiting plate (8-3) through bolts; the thickness of the limiting plate (8-3) is larger than that of the straight-shaped core plate (8-1), a gap is reserved between the limiting plate (8-3) and the straight-shaped core plate (8-1), and the limiting plate (8-3) is connected with the outer constraint steel plate (8-2) through bolts.
5.A post-earthquake self-recovery embedded energy-consuming steel column foot according to claim 3, characterized in that the concrete filled steel tube section (6) is aligned with the lower column section (7), and the round hole of the steel base (6-4) is opposite to the round hole of the cup shearing resistant member (7-2); the high-strength steel bar (2) is composed of a steel bar (2-1) and a screw cap (2-2), the high-strength steel bar (2) is inserted into the steel tube concrete section (6) and the lower column section (7) through a first embedded steel tube (6-5) and a second embedded steel tube (7-3) and applies pretightening force, and the screw cap (2-2) is placed between the top plate (6-3) of the steel tube concrete section (6) and the diaphragm plate (7-6) of the lower column section (7) to prevent concrete from being sheared due to overlarge local stress caused by the pretightening force applied by the high-strength steel bar (2); the hollow steel pipe section (4) is aligned with the concrete filled steel tube section (6) and connected by butt welds.
6. The post-earthquake self-recovery embedded energy-consumption steel column base according to claim 1, wherein the top end of the straight-line-shaped core plate (8-1) is fixed on the flange of the hollow steel pipe (4-1) through an upper column Duan Gaojiang bolt (4-2) in the hollow steel pipe (4-1), and the bottom end of the straight-line-shaped core plate (8-1) is fixed on the flange of the lower column section (7) through a lower column section high-strength bolt (7-5).
7. A post-earthquake self-recovery embedded energy-consumption steel column base according to claim 3, wherein the edge of the lower surface of the steel base (6-4) is provided with an arc angle, and the edge of the inner surface of the cup opening shear-resistant piece (7-2) is provided with an arc angle, and the arc angle is matched with the arc angle.
8. A post-earthquake self-recovery embedded energy-dissipating steel column foot according to claim 3, wherein the periphery of the top plate (6-3) is provided with a concrete pouring hole and an exhaust hole, and the periphery of the diaphragm plate (7-6) is also provided with a concrete pouring hole and an exhaust hole.
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| CN112376695A (en) * | 2020-11-20 | 2021-02-19 | 北京建筑大学 | Core barrel flange closed section column connecting joint with prestressed steel pull rod and connecting method |
| CN112282056A (en) * | 2020-11-20 | 2021-01-29 | 北京建筑大学 | Take self tapping bolt's core section of thick bamboo formula prestressed column node |
| CN113323485B (en) * | 2021-05-31 | 2022-08-26 | 重庆大学 | Column base node of bending damper with replaceable after-earthquake |
| CN113530338A (en) * | 2021-08-02 | 2021-10-22 | 重庆大学 | Self-resetting concrete columns with additional replaceable dampers for CFST structures |
| CN114809444A (en) * | 2022-01-19 | 2022-07-29 | 合肥工业大学 | Column base joint containing disc spring bolt assembly |
| CN115324200B (en) * | 2022-08-31 | 2024-01-16 | 长安大学 | Dry-type connection structure between reinforced concrete columns and bearing capacity calculation method |
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| JP2005213964A (en) * | 2004-02-02 | 2005-08-11 | Nippon Steel Corp | Damping connection structure of column base and upper member |
| CN212026849U (en) * | 2019-08-20 | 2020-11-27 | 华南理工大学 | A post-earthquake self-recovery buried energy-consuming steel column foot |
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| CN108049517B (en) * | 2018-01-11 | 2024-02-06 | 重庆大学 | External replaceable energy consumption assembly self-resetting RC frame column foot node |
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| JP2005213964A (en) * | 2004-02-02 | 2005-08-11 | Nippon Steel Corp | Damping connection structure of column base and upper member |
| CN212026849U (en) * | 2019-08-20 | 2020-11-27 | 华南理工大学 | A post-earthquake self-recovery buried energy-consuming steel column foot |
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