CN113175116A - Truss type replaceable energy dissipation connecting beam with friction energy dissipation support - Google Patents
Truss type replaceable energy dissipation connecting beam with friction energy dissipation support Download PDFInfo
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- CN113175116A CN113175116A CN202110510991.8A CN202110510991A CN113175116A CN 113175116 A CN113175116 A CN 113175116A CN 202110510991 A CN202110510991 A CN 202110510991A CN 113175116 A CN113175116 A CN 113175116A
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- energy dissipation
- friction energy
- friction
- dissipation support
- truss type
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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
- 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
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C3/08—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with apertured web, e.g. with a web consisting of bar-like components; Honeycomb girders
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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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- 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
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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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
- E04H9/024—Structures with steel columns and beams
Abstract
The invention discloses a truss type replaceable energy dissipation connecting beam with a friction energy dissipation support, which comprises a truss type connecting beam, a connecting beam end part component and a pre-buried connecting steel plate; the truss type connecting beam comprises a square steel pipe upper chord member, a square steel pipe lower chord member, a hinged connecting piece and a friction energy dissipation support; the hinged connecting piece is fixedly connected to two ends of the upper chord member and the lower chord member of the square steel pipe, and the two friction energy dissipation supports are connected with the hinged connecting piece through pins to form an oblique web member in the truss type connecting beam in a cross shape without contact. The embedded connecting steel plate is arranged in the wall body, the end part component of the connecting beam is welded at the two ends of the upper chord member and the lower chord member of the square steel pipe, and the truss type connecting beam and the embedded connecting steel plate can be hinged through the end part component of the connecting beam. The invention converts the shearing deformation of the common connecting beam into the axial deformation of the friction energy dissipation support, so that the friction energy dissipation support is the first anti-seismic defense line, and after the friction energy dissipation support fails, the upper chord of the square steel pipe and the lower chord of the square steel pipe form a new connecting beam which is the second defense line.
Description
Technical Field
The invention belongs to the field of civil engineering, and relates to a truss type replaceable energy dissipation connecting beam with friction energy dissipation support for reducing earthquake response of an engineering structure.
Background
Earthquake disasters are one of the main disasters threatening the safety of building structures, the traditional earthquake-resistant structure adopts the mode of improving the structural rigidity to resist earthquakes, and a shear wall structure is widely applied to high-rise structures as a system with simple structural arrangement and excellent earthquake-resistant performance. The connecting beam is an important component of a shear wall structure, serves as a first defense line of a shear wall earthquake-resistant system, and is usually destroyed before wall limbs when a building suffers an earthquake, and partial earthquake energy is dissipated through plastic deformation so as to reduce the destruction of the wall body. Accordingly, researchers have proposed applying the concept of energy dissipation and shock absorption to connecting beams, aiming at effectively reducing the earthquake response of the structure by installing the connecting beams in the shear wall structure building and absorbing and dissipating the earthquake wave energy through the connecting beams, thereby avoiding the serious damage and even collapse of the main structure part of the building.
However, the conventional coupling beam has the following problems: (1) the coupling beam is subjected to large restrained bending moment and large shearing force, so that the coupling beam generates large shearing deformation, cross cracks are easily generated to cause shearing damage, the ductility is poor, and the energy consumption capability is general; (2) the connecting beam is not easy to repair or replace after the earthquake.
Further, adopt removable power consumption even roof beam, as patent application number: CN201721404422.0, the steel coupling beam is divided into three sections, and the middle replaceable section adopts an energy consumption damper, so that the defects that the traditional coupling beam is insufficient in energy consumption capability and is not easy to repair and replace after an earthquake are overcome, but when the middle replaceable section is damaged, the coupling beam is withdrawn from working, and the energy consumption damper only plays an energy consumption role and does not help a shear wall earthquake-resistant system to form a new earthquake-resistant defense line.
Disclosure of Invention
The invention provides a truss type replaceable energy dissipation connecting beam with a friction energy dissipation support, which aims to solve the problems that the energy dissipation capacity of the traditional connecting beam is insufficient, the traditional connecting beam is not easy to repair and replace after an earthquake, and an energy dissipation damper in the replaceable energy dissipation connecting beam does not form a new energy dissipation defense line.
The technical scheme adopted by the invention is as follows: a truss type replaceable energy dissipation connecting beam with friction energy dissipation supports comprises a truss type connecting beam, a connecting beam end part component and a pre-buried connecting steel plate,
the truss type connecting beam comprises a square steel pipe upper chord, a square steel pipe lower chord, a hinged connecting piece A, a hinged connecting piece B, a hinged connecting piece C, a hinged connecting piece D, a friction energy dissipation support A and a friction energy dissipation support B; the upper chord member and the lower chord member of the square steel pipe are respectively used as the upper chord member and the lower chord member of the truss type connecting beam, the hinged connecting piece A and the hinged connecting piece B are respectively and fixedly connected to two ends of the lower surface of the upper chord member of the square steel pipe, and the hinged connecting piece C and the hinged connecting piece D are respectively and fixedly connected to two ends of the upper surface of the lower chord member of the square steel pipe, so that the connecting lines of the hinged connecting piece A and the hinged connecting piece D, the connecting lines of the hinged connecting piece B and the hinged connecting piece C are in a straight line with different surfaces in space; the friction energy dissipation support A comprises a slotted main plate A, an outer cover auxiliary plate A, a friction plate A and a high-strength bolt A; the slotted main plate A is provided with a long round hole, the outer cover auxiliary plate A and the friction plate A are provided with round holes, the three plates are connected through a high-strength bolt A, and the slotted main plate can axially slide along the friction energy dissipation support; the slotted main plate A and the outer cover auxiliary plate A are respectively provided with holes at the end parts thereof, the holes are respectively aligned with the circle centers of the round holes in the hinged connecting pieces A and D, and the slotted main plate A and the outer cover auxiliary plate A are connected through pins, so that the friction energy dissipation support A becomes an inclined web member in the truss type connecting beam; the friction energy dissipation support B comprises a slotted main plate B, an outer cover auxiliary plate B, a friction plate B and a high-strength bolt B; the connection mode of each part is the same as that of the friction energy dissipation support A; the slotted main plate B and the outer cover auxiliary plate B are provided with holes at the end parts thereof, which are respectively aligned with the circle centers of the round holes in the hinged connecting pieces B and C and connected through pins, so that the friction energy dissipation support B becomes an inclined web member in the truss type connecting beam; the friction energy dissipation support A and the friction energy dissipation support B are in a cross shape and are not in contact with each other, and the axes of the friction energy dissipation support A and the friction energy dissipation support B are straight lines with different surfaces in space;
the connecting beam end part components comprise end plates and hinged connecting pieces E, the number of the connecting beam end part components is four, the four connecting beam end part components are respectively connected with two ends of the upper chord member of the square steel pipe and two ends of the lower chord member of the square steel pipe, the centers of the four end plates are respectively aligned with the centers of the sections of the two ends of the upper chord member of the square steel pipe and the sections of the two ends of the lower chord member of the square steel pipe and are fixedly welded on the sections of the two ends of the upper chord member of the square steel pipe and the sections of the two ends of the lower chord member of the square steel pipe, and the hinged connecting pieces E are welded and fixed at the centers of the plate surfaces of the end plates;
the embedded connecting steel plate comprises a connecting main plate, two embedded steel plates, two transverse stiffening ribs and two vertical stiffening ribs, wherein the two embedded steel plates are symmetrically and fixedly connected to one surface of the connecting main plate and are embedded into the shear walls on two sides of the truss-type connecting beam in advance, the other surface of the connecting main plate needs to be exposed out of the shear walls, the two transverse stiffening ribs and the two vertical stiffening ribs are symmetrically and fixedly connected to the other surface of the connecting main plate, the two vertical stiffening ribs are arranged between the two transverse stiffening ribs, the clear distance between the two transverse stiffening ribs needs to be slightly larger than the height of a hinged connecting piece E in an end component of the connecting beam, the clear distance between the two vertical stiffening ribs needs to be slightly larger than the thickness of the hinged connecting piece E in the end component of the connecting beam, so that the hinged connecting piece E can be inserted into a space formed by the two transverse stiffening ribs and the two vertical stiffening ribs, and a pin hole is formed in each vertical stiffening rib, the pin holes are the same as the round holes in the hinged connecting piece E in size and the circle centers of the pin holes are aligned, and the connecting beam end part component is hinged to the embedded connecting steel plate through pins, so that the whole truss type connecting beam is hinged to the shear walls on the two sides.
Preferably, under the action of an earthquake, the upper chord member of the square steel pipe, the lower chord member of the square steel pipe, the hinged connecting piece A, the hinged connecting piece B, the hinged connecting piece C and the hinged connecting piece D in the truss type connecting beam, the end part member of the connecting beam and the pre-buried connecting steel plate are kept in an elastic state, and the friction energy dissipation support A and the friction energy dissipation support B deform to generate friction force and dissipate earthquake energy, so that energy dissipation and damage are concentrated on the friction energy dissipation support A and the friction energy dissipation support B, and the truss type connecting beam is convenient to replace after the earthquake occurs.
The invention mainly generates friction force to dissipate the energy of earthquake waves by means of mutual movement of the slotted main plate and the outer cover auxiliary plate in the friction energy dissipation support, when the truss-type connecting beam works normally, the upper chord of the square steel pipe, the lower chord of the square steel pipe and the four hinged connecting pieces in the truss-type connecting beam, and the end part component of the connecting beam and the pre-buried connecting steel plate are kept in an elastic state, so that energy dissipation and damage are concentrated in the friction energy dissipation support, and the change is convenient after the earthquake.
Preferably, the embedded length of the embedded steel plates in the embedded connecting steel plates is required to meet the condition that the adhesive force generated by the contact between the embedded steel plates and concrete is 1.2 times greater than the horizontal pulling force applied to the connecting steel plates, and sufficient safety redundancy is guaranteed.
When the truss type coupling beam normally works, the axial force can be generated at the end part of the coupling beam along the length direction of the coupling beam, so that the embedded steel plate in the embedded shear wall is subjected to outward horizontal tension, the embedded length of the embedded steel plate in the embedded connecting steel plate can meet the condition that the bonding force generated by the contact of the embedded steel plate and concrete is 1.2 times greater than the horizontal tension received by the connecting steel plate, and the truss type coupling beam is ensured to have enough safety redundancy.
Preferably, when the width of the shear wall on two sides of the truss type coupling beam cannot be larger than the pre-buried length of two pre-buried steel plates in the pre-buried connecting steel plates in the shear wall, the pre-buried steel plates with hooks can be used as the pre-buried steel plates.
In order to ensure enough safety redundancy, the embedding length of the embedded steel plates in the embedded connecting steel plates is required to be 1.2 times that the adhesive force generated by the contact of the embedded steel plates and concrete is larger than the horizontal tensile force applied to the connecting steel plates, when the thickness of the shear walls on the two sides of the truss type connecting beam cannot meet the embedding length of the two embedded steel plates in the embedded connecting steel plates in the shear wall, the embedded steel plates can adopt the embedded steel plates with hooks, the adhesive force between the embedded steel plates and the concrete is increased, and therefore the requirement is met.
Preferably, the maximum mutual movement distance of the slotted main plate A and the slotted main plate B in the friction energy-consuming support A and the friction energy-consuming support B under the action of a horizontal earthquake does not exceed the boundary of the oblong bolt hole.
Through reasonable design, the interaction distance of the slotted main plate and the friction plate in the friction energy dissipation support under the action of an earthquake is controlled to be smaller than the distance from the outermost edge high-strength bolt to the boundary of the long circular hole, so that the bolt bar can be effectively prevented from being in contact with the wall of the long circular hole to generate shearing brittle failure, and the energy dissipation capability and the safety of the truss type connecting beam are ensured.
Preferably, the included angles between the two friction energy dissipation supports A and B in the truss type connecting beam and the upper chord member and the lower chord member of the square steel tube are determined according to the main stress trace of the concrete connecting beam with the same size corresponding to the truss type connecting beam under the action of an earthquake.
The angle between the two web members and the upper chord member and the angle between the two web members and the lower chord member in the truss type connecting beam are determined through the main stress trace of the concrete connecting beam under the action of an earthquake, so that the friction energy dissipation support can generate the maximum telescopic length, the friction length of the friction energy dissipation support is improved, and the energy dissipation capacity is fully exerted.
Preferably, the friction energy dissipation support A and the friction energy dissipation support B can be used for making improvement measures such as increasing the pretightening force of the bolt, increasing the length of the long round hole in the slotted main plate and the like according to actual requirements.
Parameters such as the friction length of the slotted main plate, the outer cover auxiliary plate and the long slot-shaped hole in the friction energy dissipation support can be changed according to specific design requirements, so that the optimal energy dissipation and shock absorption effects are achieved.
Preferably, the friction plate A and the friction plate B in the friction energy dissipation support can adopt brass, carbon fiber, NAO and other applicable friction materials.
The friction main plate in the friction energy dissipation support can adopt various different friction materials, including brass, NAO, carbon fiber friction materials and other applicable friction materials.
Preferably, the upper chord member and the lower chord member of the square steel tube can adopt hollow square steel tubes, hollow round steel tubes, I-shaped steel or steel tube concrete.
The upper chord member and the lower chord member of the square steel tube can adopt various forms including hollow square steel tubes, hollow round steel tubes, I-shaped steel or steel tube concrete, so as to meet the actual bearing capacity requirement.
The invention has the following beneficial effects:
1. all components in the truss type replaceable energy dissipation coupling beam with the friction energy dissipation support are steel components with conventional sizes, and the truss type replaceable energy dissipation coupling beam is convenient to process, simple to assemble and convenient to produce in quantity.
2. All parts of the truss type replaceable energy dissipation connecting beam with the friction energy dissipation support are connected in a hinged mode, and the friction energy dissipation support is installed, so that damage under the earthquake action is concentrated on the friction energy dissipation support, the energy dissipation capacity is enhanced, and the truss type replaceable energy dissipation connecting beam is more convenient to maintain and replace after the earthquake.
3. The friction energy dissipation support in the truss type replaceable energy dissipation connecting beam with the friction energy dissipation support dissipates energy of seismic waves through mutual friction of the slotted main plate and the friction plate, the upper chord member and the lower chord member of the square steel pipe in the connecting beam are damaged in an earthquake, the upper chord member and the lower chord member of the square steel pipe in the rear part are damaged to form two small connecting beams between shear walls, load can be still borne, energy dissipation is provided, and an anti-seismic defense line is added.
4. The angle of the friction energy dissipation support in the truss type replaceable energy dissipation connecting beam with the friction energy dissipation support is determined according to a main stress trace of the concrete connecting beam under the action of an earthquake, so that the working distance of the friction energy dissipation support can be increased, and the energy dissipation capability of the connecting beam is optimized.
5. The friction energy dissipation support in the truss type replaceable energy dissipation coupling beam with the friction energy dissipation support is convenient to replace after being worn, the repair work of the building after earthquake is facilitated, and the coupling beam design parameters and friction materials can be improved according to the on-site design requirements and the size of the shear wall, so that the optimal energy dissipation and economic effects are achieved.
6. The upper chord member and the lower chord member of the square steel tube in the truss type replaceable energy dissipation coupling beam with the friction energy dissipation support are not limited to hollow square steel tubes, and hollow round steel tubes, I-shaped steel, steel tube concrete and the like can be adopted according to different rigidity requirements of the coupling beam. The method can adapt to actual conditions and improve the shock resistance of the whole structure.
Drawings
Fig. 1 is a plan view of a truss type replaceable energy dissipating coupling beam with frictional energy dissipating support according to example 1 of the present invention;
fig. 2 is a plan view of a truss-type coupling beam in the truss-type replaceable energy dissipation coupling beam with friction energy dissipation bracing according to example 1 of the present invention;
figure 3 is a side view of the truss type coupling beam in the truss type replaceable energy dissipation coupling beam with friction energy dissipation support of the embodiment 1 of the invention;
fig. 4 is a cross-sectional view a-a of a truss-type coupling beam in the truss-type replaceable energy dissipating coupling beam with frictional energy dissipating support according to example 1 of the present invention;
figure 5 is a B-B sectional view of the truss type coupling beam in the truss type replaceable energy dissipation coupling beam with friction energy dissipation bracing of the embodiment 1 of the invention;
fig. 6 is an exploded view of a friction energy dissipation brace a in a truss type replaceable energy dissipation coupling beam of the friction energy dissipation brace of embodiment 1 of the present invention;
fig. 7 is a plan view of a friction energy dissipation brace B in a truss type replaceable energy dissipation coupling beam with friction energy dissipation braces according to example 1 of the present invention;
figure 8 is a plan view of the coupling beam end member in the truss type replaceable energy dissipating coupling beam with frictional energy dissipating support according to example 1 of the present invention;
figure 9 is a side view of the end member of the coupling beam in the truss type replaceable energy dissipating coupling beam with frictional energy dissipating support of example 1 of the present invention;
fig. 10 is a plan view of a connecting steel plate embedded in a truss-type replaceable energy dissipation coupling beam with friction energy dissipation supports according to embodiment 1 of the present invention;
figure 11 is a side view of a connecting steel plate embedded in a truss type replaceable energy dissipation connecting beam with friction energy dissipation support in embodiment 1 of the invention;
fig. 12 is a C-C sectional view of a connecting steel plate embedded in a truss-type replaceable energy dissipation coupling beam with a friction energy dissipation support according to embodiment 1 of the present invention;
figure 13 is a D-D cross-sectional view of the connecting steel plate pre-buried in the truss-type replaceable energy dissipation coupling beam with friction energy dissipation bracing according to embodiment 1 of the present invention;
figure 14 is a side view of the truss type coupling beam in the truss type replaceable energy dissipating coupling beam with frictional energy dissipating support of example 2 of the present invention;
figure 15 is a cross-sectional view a-a of the truss type coupling beam in the truss type replaceable energy dissipating coupling beam with frictional energy dissipating support according to example 2 of the present invention;
figure 16 is a B-B cross section of the truss type coupling beam in the truss type replaceable energy dissipation coupling beam with friction energy dissipation support of the embodiment 2 of the invention.
Fig. 17 is a schematic diagram of the principal stress trace of the concrete coupling beam with the same size corresponding to the truss-type coupling beam in the embodiments 1 and 2 of the invention under the action of earthquake.
Detailed Description
The invention is further described with reference to the following figures and detailed description.
Example 1
As shown in FIGS. 1 to 13: the utility model provides a take removable energy dissipation of truss type of friction power consumption support even roof beam, includes that the truss type links roof beam 1, links roof beam end component 2 and pre-buried connecting steel plate 3:
the truss-type connecting beam 1 comprises square steel pipe upper chords 1-1, square steel pipe lower chords 1-2, a hinged connector A1-3, a hinged connector B1-4, a hinged connector C1-5, a hinged connector D1-6, friction energy dissipation supports A1-7 and friction energy dissipation supports B1-8; the upper chord 1-1 and the lower chord 1-2 of the square steel pipe are respectively used as the upper chord and the lower chord of the truss type connecting beam 1, the hinged connecting piece A1-3 and the hinged connecting piece B1-4 are respectively and fixedly connected with the two ends of the lower surface of the upper chord 1-1 of the square steel pipe, the hinged connecting piece C1-5 and the hinged connecting piece D1-6 are respectively and fixedly connected with the two ends of the upper surface of the lower chord 1-2 of the square steel pipe, so that the connecting line of the hinged connecting piece A1-3 and the hinged connecting piece D1-6, the connecting line of the hinged connecting piece B1-4 and the hinged connecting piece C1-5 are in a spatial non-coplanar straight line; the friction energy dissipation support A1-7 comprises a slotted main plate A1-7-1, an outer cover auxiliary plate A1-7-2, a friction plate A1-7-3 and a high-strength bolt A1-7-4; slotted holes are arranged on the slotted main plate A1-7-1, round holes are arranged on the outer cover auxiliary plate A1-7-2 and the friction plate A1-7-3, the three plates are connected through a high-strength bolt A1-7-4, and the slotted main plate can axially slide along the friction energy dissipation support; the slotted main plate A1-7-1 and the outer cover auxiliary plate A1-7-2 are provided with holes at the end parts thereof, which are respectively aligned with the circle centers of round holes in the hinged connecting pieces A1-3 and D1-6, and are connected through pins, so that the friction energy dissipation support A1-7 becomes an inclined web member in the truss type connecting beam 1; similarly, the friction energy dissipation support B1-8 comprises a slotted main plate B1-8-1, an outer cover auxiliary plate B1-8-2, a friction plate B1-8-3 and a high-strength bolt B1-8-4; the connection mode of all parts is the same as that of the friction energy dissipation support A1-7; the slotted main plate B1-8-1 and the outer cover auxiliary plate B1-8-2 are provided with holes at the end parts thereof, which are respectively aligned with the circle centers of round holes in the hinged connecting pieces B1-4 and C1-5, and are connected through pins, so that the friction energy dissipation support B1-8 becomes an inclined web member in the truss type connecting beam 1; the friction energy dissipation support A1-7 and the friction energy dissipation support B1-8 are in a cross shape and are not in contact with each other, and the axes of the friction energy dissipation support A1-7 and the friction energy dissipation support B1-8 are straight lines which are different from each other in space; the connecting beam end part component 2 comprises an end plate 2-1 and a hinged connecting piece E2-2, the number of the connecting beam end part components 2 is four, the four connecting beam end part components are respectively connected with two ends of an upper chord 1-1 of a square steel pipe and two ends of a lower chord 1-2 of the square steel pipe, the centers of the four end plates 2-1 are respectively aligned with the centers of the sections at two ends of the upper chord 1-1 of the square steel pipe and the sections at two ends of the lower chord 1-2 of the square steel pipe and fixedly connected to the sections at two ends of the upper chord 1-1 of the square steel pipe and the lower chord 1-2 of the square steel pipe in a welded mode, and the hinged connecting piece E2-2 is fixedly welded to the center of the plate surface of the end plate 2-1; the embedded connecting steel plate 3 comprises a connecting main plate 3-1, two embedded steel plates 3-2, two transverse stiffening ribs 3-3 and two vertical stiffening ribs 3-4, the two embedded steel plates 3-2 are symmetrically and fixedly connected to one surface of the connecting main plate 3-1, the embedded steel plates are embedded into the shear walls on two sides of the truss type connecting beam 1 in advance, the other surface of the connecting main plate 3-1 is exposed out of the shear walls, the two transverse stiffening ribs 3-3 and the two vertical stiffening ribs 3-4 are symmetrically and fixedly connected to the other surface of the connecting main plate 3-1, the two vertical stiffening ribs 3-4 are arranged between the two transverse stiffening ribs 3-3, the clear distance between the two transverse stiffening ribs 3-3 is slightly larger than the height of the hinged connecting piece 2-2 in the connecting beam end component 2, and the clear distance between the two vertical stiffening ribs 3-4 is slightly larger than the hinged connecting piece in the connecting beam end component 2 The thickness of the piece E2-2 is such that the hinged connecting piece E2-2 can be inserted into a space enclosed by two transverse stiffening ribs 3-3 and two vertical stiffening ribs 3-4, a pin hole 3-4-1 is arranged in each vertical stiffening rib 3-4, the pin hole 3-4-1 is the same as the round hole in the hinged connecting piece E2-2 in size and the circle center of the round hole is aligned, the connecting beam end member 2 is hinged to the embedded connecting steel plate 3 through pins, and then the whole truss type connecting beam 1 is hinged to the shear walls on two sides.
Under the action of an earthquake, an upper chord 1-1 of a square steel pipe, a lower chord 1-2 of the square steel pipe, a hinged connector A1-3, a hinged connector B1-4, a hinged connector C1-5 and a hinged connector D1-6 in a truss type connecting beam 1 are kept in an elastic state, and a friction energy dissipation support A1-7 and a friction energy dissipation support B1-8 deform to generate friction force and dissipate earthquake energy, so that energy dissipation and damage are concentrated on the friction energy dissipation support A1-7 and the friction energy dissipation support B1-8, and the truss type connecting beam is convenient to replace after the earthquake.
The embedded length of the embedded steel plate 3-2 in the embedded connecting steel plate 3 is required to meet the condition that the adhesive force generated by the contact of the embedded steel plate 3-2 and concrete is 1.2 times larger than the horizontal pulling force borne by the connecting steel plate 3, and sufficient safety redundancy is ensured.
When the width of the shear wall at two sides of the truss type coupling beam 1 cannot be larger than the pre-buried length of two pre-buried steel plates 3-2 in the pre-buried connecting steel plates 3 in the shear wall, the pre-buried steel plates 3-2 can adopt pre-buried steel plates with hooks.
The maximum mutual movement distance of the friction energy dissipation support A1-7, the friction energy dissipation support B1-8, the slotted main plate A1-7-1, the slotted main plate B1-8-1, the friction plate A1-7-3 and the friction plate B1-8-3 under the action of a horizontal earthquake does not exceed the boundary of the oblong bolt hole.
The included angles between the two friction energy dissipation supports A1-7 and B1-8 in the truss type connecting beam 1 and the upper chord 1-1 of the square steel tube and the lower chord 1-2 of the square steel tube are determined according to the main stress trace of the concrete connecting beam with the same size corresponding to the truss type connecting beam 1 under the action of an earthquake and are superposed with the main stress trace, so that the friction energy dissipation supports A1-7 and the friction energy dissipation supports B1-8 can generate the maximum extension length, and the energy dissipation capacity is fully exerted.
The friction energy dissipation support A1-7 and the friction energy dissipation support B1-8 can be used for making improvement measures such as increasing the pretightening force of a bolt, increasing the length of a long round hole on a slotted main plate and the like according to actual requirements.
The friction plates A1-7-3 and B1-8-3 in the friction energy dissipation supports 1-7 and 1-8 are made of brass, carbon fibers, NAO or other applicable friction materials.
The friction energy dissipation support A1-7 and the friction energy dissipation support B1-8 are first anti-seismic defense lines and are axially stretched in the earthquake; after the friction energy dissipation support A1-7 and the friction energy dissipation support B1-8 are damaged, the upper chord 1-1 of the square steel tube and the lower chord 1-2 of the square steel tube form two new small connecting beams between the shear walls, and the two new small connecting beams continue to bear loads and serve as a second defense line.
Example 2
As shown in FIGS. 14 to 16: the present embodiment is the same as the rest of embodiment 1, except that the upper chord 1-1 and the lower chord 1-2 of the square steel tube in the truss-type coupling beam 1 are made of square steel tube concrete instead of hollow square steel tube.
It should be noted that, for those skilled in the art, without departing from the principle of the present invention, several improvements and modifications can be made, and these improvements and modifications should also be construed as the protection scope of the present invention. All the components not specified in the present embodiment can be realized by the prior art.
Claims (10)
1. The utility model provides a take removable energy dissipation of truss type of friction power consumption support even roof beam which characterized in that: comprises a truss type connecting beam (1), a connecting beam end part component (2) and an embedded connecting steel plate (3),
the truss type connecting beam (1) comprises a square steel pipe upper chord (1-1), a square steel pipe lower chord (1-2), a hinged connecting piece A (1-3), a hinged connecting piece B (1-4), a hinged connecting piece C (1-5), a hinged connecting piece D (1-6), a friction energy dissipation support A (1-7) and a friction energy dissipation support B (1-8); the upper chord (1-1) and the lower chord (1-2) of the square steel pipe are respectively used as the upper chord and the lower chord of the truss-type connecting beam (1), the hinged connecting piece A (1-3) and the hinged connecting piece B (1-4) are respectively and fixedly connected with two ends of the lower surface of the upper chord (1-1) of the square steel pipe, the hinged connecting piece C (1-5) and the hinged connecting piece D (1-6) are respectively and fixedly connected with two ends of the upper surface of the lower chord (1-2) of the square steel pipe, so that the connecting lines of the hinged connecting piece A (1-3) and the hinged connecting piece D (1-6), the hinged connecting piece B (1-4) and the hinged connecting piece C (1-5) are in a straight line with each other in a different plane in space; the friction energy dissipation support A (1-7) comprises a slotted main plate A (1-7-1), an outer cover auxiliary plate A (1-7-2), a friction plate A (1-7-3) and a high-strength bolt A (1-7-4); slotted holes are arranged on the slotted main plate A (1-7-1), round holes are arranged on the outer cover auxiliary plate A (1-7-2) and the friction plate A (1-7-3), the three plates are connected through high-strength bolts A (1-7-4), and the slotted main plate slides axially along the friction energy-consumption support; the slotted main plate A (1-7-1) and the outer cover auxiliary plate A (1-7-2) are provided with holes at the end parts thereof, which are respectively aligned with the circle centers of round holes in the hinged connecting pieces A (1-3) and D (1-6), and are connected through pins, so that the friction energy dissipation support A (1-7) becomes an inclined web member in the truss type connecting beam (1); the friction energy dissipation support B (1-8) comprises a slotted main plate B (1-8-1), an outer cover auxiliary plate B (1-8-2), a friction plate B (1-8-3) and a high-strength bolt B (1-8-4); the connection mode of each part is the same as that of the friction energy dissipation support A (1-7); the slotted main plate B (1-8-1) and the outer cover auxiliary plate B (1-8-2) are provided with holes at the end parts thereof, which are respectively aligned with the circle centers of round holes in the hinged connecting pieces B (1-4) and C (1-5), and are connected through pins, so that the friction energy dissipation support B (1-8) becomes an inclined web member in the truss type connecting beam (1); the friction energy dissipation support A (1-7) and the friction energy dissipation support B (1-8) are in a cross shape and are not in contact with each other, and the axes of the friction energy dissipation support A and the friction energy dissipation support B are in straight lines with different surfaces in space; the connecting beam end part component (2) comprises an end plate (2-1) and a hinged connecting piece E (2-2), the number of the connecting beam end part components (2) is four, the four connecting beam end part components are respectively connected with two ends of the upper chord (1-1) of the square steel pipe and two ends of the lower chord (1-2) of the square steel pipe, the centers of the four end plates (2-1) are respectively aligned with the centers of the sections of the two ends of the upper chord (1-1) of the square steel pipe and the sections of the two ends of the lower chord (1-2) of the square steel pipe and fixedly connected to the sections of the two ends of the upper chord (1-1) of the square steel pipe and the lower chord (1-2) of the square steel pipe, and the hinged connecting piece E (2-2) is fixedly welded to the center of the plate surface of the end plate (2-1); the embedded connecting steel plate (3) comprises a connecting main plate (3-1), two embedded steel plates (3-2), two transverse stiffening ribs (3-3) and two vertical stiffening ribs (3-4), the two embedded steel plates (3-2) are symmetrically and fixedly connected to one surface of the connecting main plate (3-1) and are embedded into the shear walls on two sides of the truss type connecting beam (1) in advance, the other surface of the connecting main plate (3-1) needs to be exposed out of the shear walls, the two transverse stiffening ribs (3-3) and the two vertical stiffening ribs (3-4) are symmetrically and fixedly connected to the other surface of the connecting main plate (3-1), the two vertical stiffening ribs (3-4) are arranged between the two transverse stiffening ribs (3-3), and the clear distance between the two transverse stiffening ribs (3-3) needs to be slightly larger than the height of a hinged connecting piece E (2-2) in the connecting beam end component (2) The clear distance between the two vertical stiffening ribs (3-4) needs to be slightly larger than the thickness of a hinged connecting piece E (2-2) in the connecting beam end part component (2) so that the hinged connecting piece E (2-2) can be inserted into a space enclosed by the two transverse stiffening ribs (3-3) and the two vertical stiffening ribs (3-4), a pin hole (3-4-1) is formed in the vertical stiffening rib (3-4), the pin hole (3-4-1) is the same as a round hole in the hinged connecting piece E (2-2) in size and the circle center of the round hole is aligned, a pin is adopted to hinge the connecting beam end part component (2) on the embedded connecting steel plate (3), and the whole truss type connecting beam (1) is hinged on the shear walls on two sides.
2. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: under the action of earthquake, an upper chord (1-1) of a square steel pipe, a lower chord (1-2) of the square steel pipe, a hinged connecting piece A (1-3), a hinged connecting piece B (1-4), a hinged connecting piece C (1-5) and a hinged connecting piece D (1-6) in a truss type connecting beam (1), an end part component (2) of the connecting beam and an embedded connecting steel plate (3) are kept in an elastic state, and a friction energy dissipation support A (1-7) and a friction energy dissipation support B (1-8) are deformed to generate friction force and dissipate earthquake energy, so that energy dissipation and damage are concentrated in the friction energy dissipation support A (1-7) and the friction energy dissipation support B (1-8), and the connecting beam is convenient to replace after earthquake.
3. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: the embedding length of the embedded steel plate (3-2) in the embedded connecting steel plate (3) is required to meet the condition that the adhesive force generated by the contact of the embedded steel plate (3-2) and concrete is 1.2 times larger than the horizontal tensile force borne by the connecting steel plate (3), and sufficient safety redundancy is ensured.
4. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: when the width of the shear wall on the two sides of the truss type coupling beam (1) cannot be larger than the pre-buried length of two pre-buried steel plates (3-2) in the pre-buried connecting steel plates (3) in the shear wall, the pre-buried steel plates (3-2) with hooks are adopted.
5. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: the mutual movement distance of the slotted main plate A (1-7-1), the slotted main plate B (1-8-1), the friction plate A (1-7-3) and the friction plate B (1-8-3) under the action of a horizontal earthquake does not exceed the boundary of the long round bolt hole.
6. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: the included angle between two friction energy dissipation supports A (1-7) and B (1-8) in the truss type connecting beam (1) and the upper chord (1-1) and the lower chord (1-2) of the square steel tube is consistent with the main stress trace of the concrete connecting beam with the same size corresponding to the truss type connecting beam (1) under the action of an earthquake.
7. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: the bolt pretightening force and the long round hole length of the friction energy dissipation support A (1-7) and the friction energy dissipation support B (1-8) are determined according to actual energy dissipation requirements.
8. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: the friction plates A (1-7-3) and the friction plates B (1-8-3) in the friction energy dissipation supports (1-7) and (1-8) are made of brass, carbon fiber or NAO.
9. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: the upper chord member (1-1) and the lower chord member (1-2) of the square steel tube are hollow square steel tubes, hollow round steel tubes, I-shaped steel or steel tube concrete.
10. The truss type replaceable energy dissipation coupling beam with the friction energy dissipation support as claimed in claim 1, wherein: the friction energy dissipation support A (1-7) and the friction energy dissipation support B (1-8) are a first anti-seismic defense line and are axially stretched in the earthquake; after the friction energy dissipation support A (1-7) and the friction energy dissipation support B (1-8) are damaged, the upper chord (1-1) of the square steel pipe and the lower chord (1-2) of the square steel pipe form two new small connecting beams between the shear walls, and the two new small connecting beams continuously bear loads and serve as a second defense line.
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| CN202110510991.8A CN113175116A (en) | 2021-05-11 | 2021-05-11 | Truss type replaceable energy dissipation connecting beam with friction energy dissipation support |
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| CN116927366A (en) * | 2023-07-26 | 2023-10-24 | 安徽省建筑科学研究设计院 | Energy dissipation coupling Liang Hunge coupled wall structure and monitoring method |
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Application publication date: 20210727 |