CN211850367U - High-ductility easily-repaired concrete column base node - Google Patents

High-ductility easily-repaired concrete column base node Download PDF

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CN211850367U
CN211850367U CN202020139062.1U CN202020139062U CN211850367U CN 211850367 U CN211850367 U CN 211850367U CN 202020139062 U CN202020139062 U CN 202020139062U CN 211850367 U CN211850367 U CN 211850367U
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column
energy consumption
foundation
concrete
core energy
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吴京
章锦洋
朱云青
谢鲁齐
李春雨
张吉华
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Jiangsu Jintong Prefabricated Construction Development Co ltd
Southeast University
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Jiangsu Jintong Prefabricated Construction Development Co ltd
Southeast University
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Abstract

The utility model discloses an easy prosthetic concrete column foot node of high ductility, including concrete column, core power consumption stick, adjustable steel bar composite joint, restraint system and concrete foundation. The core energy dissipation rod is connected with longitudinal steel bars in the concrete column and anchoring steel bars in the concrete foundation, one end of the core energy dissipation rod is connected with the longitudinal steel bars in the concrete column through an adjustable steel bar combined joint, and the other end of the core energy dissipation rod is reliably connected with the anchoring steel bars in the concrete foundation through a threaded connecting piece. The bottom of the concrete column of the utility model is provided with a column bottom strengthening core column which can bear the column bottom pressure under the action of earthquake and can not be damaged; the core energy consumption rod is arranged around the column base joint to replace a stressed longitudinal rib at the original position, the adjustable steel bar combined joint can reliably transfer pressure and tension, the periphery of the core energy consumption rod is restrained by a restraint system, and the hysteresis performance of the core energy consumption rod is utilized to dissipate earthquake energy in the middle or large earthquake, and damage is controlled in the core energy consumption rod.

Description

High-ductility easily-repaired concrete column base node
Technical Field
The utility model relates to a civil engineering field, concretely relates to easy prosthetic concrete column foot node of high ductility.
Background
(1) Toe damage under seismic action
Under the action of earthquake, the reinforced concrete column or the bridge pier column is subjected to reciprocating horizontal load while bearing vertical load, and when the bending resistance, the shearing resistance or the ductility is insufficient, the column can be cracked or damaged. The column foot part is under the combined action of larger pressure and bending moment, one side is under pressure and the other side is under tension under the action of the bending moment, and a plastic hinge is formed earlier. Particularly, the construction of a column base node of a concrete frame structure is the key for exerting the shock resistance of the concrete structure, and plastic hinges inevitably occur under the action of a strong earthquake. For a traditional concrete column, the limit pressure strain which can be provided by concrete on the compression side of the column bottom is very small, the improvement effect of limiting pressure strain of the column bottom by adopting a constraint reinforcement is very limited, under the action of alternate repeated bending moment, the compressed concrete can be pressed to be crisp due to fatigue, the buckling of a compressed main reinforcement cannot be limited by a stirrup, and the phenomena of serious concrete crushing and stripping, hoop outer bulging and breaking, longitudinal compression reinforcement instability and the like exist, so that the bearing capacity is reduced instantly, and the plastic hinge loses the rotation capacity. The concrete at the bottom of the column is crushed and the yield of the compressed steel bars makes post-earthquake repair difficult. How to reduce the damage on the column bottom under the action of earthquake and make the damage concentrate on the position convenient for post-earthquake repair to realize the goal of controllable damage is a common concern of researchers.
(2) Post-earthquake remediation
After a violent earthquake occurs, the yield part of the structure is greatly damaged. The damaged engineering structure has the disadvantages of weakened load bearing and acting capacity, deteriorated stress performance and lowered safety of the structure. Under the action of earthquake which may happen in the future, structural integrity is more likely to be lost due to accelerated failure of damaged parts, collapse is seriously likely to happen, and huge loss of lives and properties of people is caused. However, if the damaged member after an earthquake can be replaced through rapid repair work, and the bearing capacity and the stress performance of the structure can be recovered, the method can play a vital role in recovering and reconstructing after the disaster.
(3) Buckling Restrained Brace (BRB)
The study on a safe, reliable, economical and applicable structural earthquake-resistant system and a shock absorption method can reduce the influence of earthquake disasters to the maximum extent, and is a great demand and urgent task in the engineering field. The energy dissipation shock attenuation absorbs and dissipates the earthquake energy through the energy dissipation device, can effectively reduce the response and the damage of structure, avoids the major structure to take place serious destruction, is the important means of realizing based on performance antidetonation.
The metal yielding energy dissipation device dissipates energy input into a structure by using hysteretic response generated by plastic deformation after metal yielding, and ensures that a structure main body is in an elastic state by using the characteristics after metal yielding, so that the damage of the structure in an earthquake is concentrated on the energy dissipation device. In recent years, many construction forms of metal yielding energy dissipation devices have been developed, such as Shear Plate Dampers (SPD), angle steel dampers, Buckling Restrained Brace (BRB), and the like. The metal yield energy consumption device has strong energy consumption capability and relatively simple force transmission mechanism, and is widely favored by engineers in recent years. The rod-type metal yielding energy dissipation device is easy to generate the situation that the energy dissipation capacity is reduced because buckling occurs before yielding in the compression process, so that a buckling restraining device needs to be arranged on the rod-type metal yielding energy dissipation device to form a buckling-restrained component, and the excellent energy dissipation capacity can be ensured to be exerted in both the tension direction and the compression direction.
A Buckling Restrained Brace (BRB) is a widely used buckling-restrained metal yielding energy dissipation device, adopts low-yield-point high-ductility steel as a core energy dissipation component, is provided with lateral deformation restraining components at the periphery to prevent buckling instability of the brace, and is generally applied to a central bracing frame structure system at present. The basic working principle is as follows: under the general load working condition and the small earthquake environment, the BRB serves as a side resisting component of the structure and provides lateral rigidity for the frame structure; under the action of medium and large earthquakes, the BRB core part yields and dissipates earthquake input energy, so that main structural components such as beams, columns and the like are kept in an elastic state, and the post-earthquake recoverability of the structure is ensured.
In frame structures, Buckling Restrained Braces (BRBs) are typically disposed between diagonal nodes of the frame, and the component size is large, which has a certain adverse effect on the frame structure space utilization. There are also angle braces placed near the outside of the beam-column joint, which saves structural space compared to Buckling Restrained Braces (BRBs), but still adversely affects structural aesthetics and space utilization.
(4) Fiber reinforced composite material (FRP)
The Fiber Reinforced Plastic (FRP) is a composite material formed by solidifying fiber yarns and resin according to a certain proportion or weaving the fiber yarns and the resin according to a certain direction. Common FRP materials include Carbon Fiber (CFRP), Glass Fiber (GFRP), and Aramid Fiber (AFRP). In the field of civil engineering, common product forms are fiber cloth, fiber boards, fiber ribs, fiber rods, fiber pipes, fiber pultrusion profiles and the like.
The FRP material is a light, high-strength and corrosion-resistant material, and has incomparable advantages compared with a plurality of traditional materials. Because the FRP material has higher tensile strength and elastic modulus, the bearing capacity and the deformability of the column can be improved by reinforcing the concrete column with the FRP material, and the technical advantages of high strength and high efficiency are embodied. The FRP material has excellent corrosion resistance and durability, can resist the corrosion of acid, alkali and salt which are common in bridge structures or harbor wharf engineering, can effectively protect concrete from the influence of external environment, and effectively prolongs the service life of concrete structures. The FRP material and concrete have similar thermal expansion coefficients, and can not generate great temperature stress when the environmental temperature changes. The FRP fiber cloth is a fabric, is convenient to carry, can be cut at will by scissors at the job site as required, does not need special cutting tools, is convenient to construct and occupies a small area. The FRP fiber cloth is a flexible material, can be suitable for reinforcing various structural types, structural shapes and structural parts after being cut, and does not change the structural shape and influence the structural appearance.
Compared with other FRP materials, the Carbon Fiber Reinforced Plastic (CFRP) has the advantages of light weight, high fatigue resistance, high specific strength and specific modulus, corrosion resistance, excellent thermal property and the like.
(1) The construction of column base node is the key to the exertion of the shock resistance of concrete structure. The utility model discloses the technical problem who aims at does: under the action of a strong earthquake, the column base joint bears large axial force and bending moment, and the joint is easy to have the phenomena of crushed concrete in a compression area, buckling of a compression main reinforcement, outward bulging and breaking of a stirrup and the like, so that the bearing capacity is obviously reduced;
(2) the easy replacement of the damaged component is the key to ensure the easy repair of the structural performance. At present, the easy repair of structural performance is the latest requirement of engineering structure for earthquake resistance. The energy-consuming connection dissipates the seismic energy through the plastic hysteresis energy-consuming capacity of metal materials (such as steel bars), and the development and accumulation of the plasticity can bring gradual and aggravated structural damage. In order to ensure that the post-earthquake structure has the earthquake resistance which can bear the earthquake possibly encountered in the subsequent service period, the rapid repair of the damaged structure after the earthquake is the most economic scheme, and the replacement of the damaged component is the most thorough and perfect repair means for repairing the structure;
(3) the existing post-earthquake reinforcement repair technology has certain disadvantages. In the past decades, the technologies for repairing and reinforcing structures after earthquake are diversified, such as a surface layer reinforcing method, a plate wall reinforcing method, a reinforced concrete column reinforcing method, a section enlarging reinforcing method, a steel-wrapped reinforcing method, a steel-bonded reinforcing method and the like. The reinforcement and repair technology can be used for reinforcing the earthquake damage of the existing structure, but the defects that the natural vibration period of the structure is changed, the phenomenon of uneven structure rigidity is aggravated and the like are often shown, the overall lateral resistance of the structure is changed by a serious person, the complete equivalence with the original structure is difficult to realize, and the repaired safety performance is uncertain. These repair methods also often affect the space usage and aesthetics of the structure due to the addition of components. If the structure can keep the elasticity of the main body part in the earthquake, and the damage of the structure is concentrated in the replaceable component, the aim of easily repairing the structure after the earthquake can be fulfilled. After the earthquake, the structural function and the mechanical property are effectively recovered by simply replacing the replaceable component, so that the repairability of the structure is improved, and the life and property safety of human beings is further ensured. Therefore, the exploration of the concept of 'easy repair after earthquake' of the structure in the aspects of performance and structure can effectively promote the development of earthquake resistance and disaster reduction of the civil engineering structure.
(4) The existing post-earthquake repairable concrete column foot node has some defects. In recent decades, with the deep research on ductile materials and non-elastic structure systems by students, various energy dissipation devices which are easy to replace after earthquake are provided, and are applied to the design of a new structure and the reinforcement (repair) of an existing building, so that the concept of 'easy repair after earthquake' of the structure is effectively realized. In the method for arranging the post-earthquake replaceable energy dissipation connecting piece at the joint of the concrete column foot, a replaceable steel plate or a replaceable steel bar is mostly adopted as a main energy dissipation component, but an effective buckling restraining device is lacked on the side surface of the replaceable steel plate or the replaceable steel bar, so that the buckling is easily caused under the action of a large earthquake, the full-section yielding is difficult to achieve, and the hysteretic energy dissipation capability of the connecting piece cannot be well exerted. For example, chinese utility model patent CN 105888058B proposes a damage repairable assembled combined column base, which uses replaceable steel plates as energy dissipation components to be placed on the left and right sides of the column base, and bears the tension and pressure under the action of horizontal earthquake to yield and dissipate energy. But under the action of large shock, the replaceable steel plate is easy to buckle when being pressed. In addition, in existing utility model, removable steel sheet can change the rod iron and adopt bolted connection between with concrete column shaft, the concrete foundation more, and the connection structure form is comparatively complicated, and the construction required precision is higher during component preparation and installation, forms contrast with civil engineering's current construction precision level, and the condition such as component installation difficulty appears because of component machining error or construction error easily, and shakes the prosthetic work load of back great.
(5) The existing connection mode of the steel bar and the energy-consuming connecting piece has some defects. Ductile bonding (DDC) provided in beam-column joints proposed by Dywidag in the united states is a representative of the DDC. The assembly transfers the axial force between the energy dissipating steel bar and the longitudinal reinforcement of the beam through the conversion block. The conversion block is provided with a through hole at the position corresponding to the energy consumption steel bar, a counter sink hole with internal threads is arranged at the position corresponding to the longitudinal steel bar of the beam, and the outer end of the energy consumption steel bar is provided with a sleeve with internal threads. When in connection, the longitudinal steel bar is screwed into the counter bore of the conversion block, and then the bolt is screwed with the sleeve at the end part of the energy-consuming steel bar through the super-large hole in the conversion block. The ductile connection structure is simple, convenient to manufacture and install, good in energy consumption effect and relatively low in manufacturing cost, and has been applied to developed countries and regions such as the United states at present. However, the presence of a slight gap between the end threads of the longitudinal ribs and the internal threads of the sleeve in the end threads/beams of the dissipative linkage in the DDC assembly can cause the linkage assembly to slip when transmitting axial loads. This slippage, in turn, can reduce the stiffness of the connection when stressed, which is detrimental to energy consuming connections that are subjected to primarily axial forces. In addition, the slip can make the hysteresis curve of the component not full enough, and the energy consumption capacity is reduced; meanwhile, the DDC assembly mainly depends on the conversion block to transfer the axial force between the longitudinal rib and the energy consumption connecting rod in the beam, the force transfer is not direct, and in order to ensure the force transfer, the conversion block and the bolt with larger cross section must be adopted, so that the cost is higher; in addition, the DDC module requires a large cross-sectional size (width) because the DDC module has a large hole in the conversion block to facilitate mounting and connection.
SUMMERY OF THE UTILITY MODEL
To the technical problem, the utility model provides an easy prosthetic concrete column base node of high ductility uses the core power consumption stick of high ductility and easy change as the power consumption part under the earthquake action to satisfy simultaneously that the atress is reasonable, the construction is convenient, energy dissipation shock-absorbing capacity is strong and shake the requirement of back easy restoration.
In order to realize the technical purpose, the utility model adopts the following technical scheme:
the utility model provides an easy prosthetic concrete column foot node of high ductility, sets up in concrete structure column bottom portion, includes:
the foundation concrete block is positioned at the bottommost part of the whole concrete column foot node and is used for bearing the concrete structure column part;
the bottom of the concrete structure column is provided with a column bottom reinforcing core column which is coaxial with the concrete structure column, the bottom of the column bottom reinforcing core column is connected with the upper surface of the foundation concrete block, and the section of the column bottom reinforcing core column is smaller than the cross section of the concrete column body, so that an annular reserved space is formed between the upper surface of the foundation concrete block and the bottom of the concrete structure column;
the horizontal limiting mechanism is used for limiting the displacement between the column bottom reinforcing core column and the foundation concrete block in the horizontal direction, and comprises a foundation anchoring unit which is pre-embedded in the foundation concrete block and a protruding limiting block which is fixedly connected with the foundation anchoring unit and extends out of the upper surface of the foundation concrete block, and the protruding limiting block and the bottom side surface of the column bottom reinforcing core column are mutually attached and connected;
the vertical energy consumption units with the same structure are arranged between the foundation concrete block and the concrete structure column and are uniformly arranged along the annular reserved space, and each vertical energy consumption unit comprises:
a column-inside longitudinal steel bar disposed inside the concrete structure column and having an extension portion exposed to the bottom of the concrete structure column;
the foundation longitudinal anchoring steel bars are pre-buried in the foundation concrete block and are in the same straight line with the longitudinal steel bars in the columns;
one end of the core energy dissipation rod is connected with longitudinal steel bars in the concrete column through an adjustable steel bar combined joint, and the other end of the core energy dissipation rod is connected with anchoring steel bars in the concrete foundation through a threaded connecting piece;
a restraint system for limiting lateral buckling of the core energy dissipating bar;
the axial tensile yielding bearing capacity of the core energy dissipation bar is smaller than the axial tensile bearing capacity of the longitudinal steel bar in the column and the longitudinal foundation anchoring steel bar, and is also smaller than the connection bearing capacity of the adjustable steel bar combined joint.
The core energy consumption rod comprises a columnar connecting section connected with the concrete structure column, a foundation connecting section connected with the concrete foundation and a middle energy consumption section connected between the columnar connecting section and the foundation connecting section;
the sectional areas of the column direction connecting section and the foundation direction connecting section are larger than the sectional area of the energy consumption section;
the core energy consumption bar, the adjustable steel bar combined joint and the threaded connecting piece are all made of ductile metal materials.
The core energy dissipation bar is a solid core energy dissipation bar with two ends, and external threads are engraved on the surfaces of the columnar connecting section and the foundation connecting section; the adjustable steel bar combined joint comprises an outer sleeve, a first inner sleeve, a second inner sleeve and a column-direction locking nut; one end of the outer sleeve is provided with an equal-diameter reducing opening with the diameter larger than the nominal diameter of the longitudinal steel bar in the column, and the inner wall of the section at the other end is provided with an internal thread;
the outer diameter of the first inner sleeve is larger than the diameter of the constant-diameter reducing opening of the outer sleeve but smaller than the inner diameter of the outer sleeve, a central countersunk hole is formed in one end of the first inner sleeve, internal threads are machined in the inner wall of the central countersunk hole, a guide head is arranged at the other end of the first inner sleeve, and the guide head is hemispherical or conical;
the central hole of the second inner sleeve is a through hole, the diameter of the through hole is slightly larger than the maximum diameter of the guide head, the inner wall of the through hole is provided with an internal thread, the cylinder wall of one end of the second inner sleeve is provided with an external thread, and the end part of the external thread of the second inner sleeve is abutted against the end part of the first inner sleeve;
the column-direction locking nut is provided with a central through hole, and the inner wall of the central through hole is provided with internal threads;
the lower end of the longitudinal steel bar in the connected column is provided with an external thread, the lower end of the longitudinal steel bar passes through the constant-diameter reducing opening, and the external thread is matched and screwed with the internal thread of the countersunk hole of the first inner sleeve;
the internal thread of the outer sleeve is matched and screwed with the external thread arranged on the wall of the second inner sleeve;
the external thread of the columnar connecting section is matched and screwed with the internal thread of the inner wall of the second inner sleeve;
the internal thread of the column-direction locking nut is matched and screwed with the external thread of the column-direction connecting section, and the column-direction locking nut abuts against the tail end of the second inner sleeve;
the threaded connecting piece is a straight threaded sleeve or a conical threaded sleeve;
a reserved space required by the connection of the installation sleeve is reserved near the upper end of the foundation anchoring steel bar.
The core energy consumption rod is a core energy consumption rod with central blind holes at two ends, and external threads are engraved on the outer surface of the columnar connecting section provided with the central blind hole;
the adjustable steel bar combined joint comprises an outer sleeve and a first inner sleeve sleeved in the outer sleeve; the end part of one end of the outer sleeve is provided with an equal-diameter reducing opening with the diameter larger than the nominal diameter of the longitudinal steel bar in the column, and the inner wall of the section at the other end is provided with internal threads which are matched and screwed with external threads of the end section of the column-direction connecting section on the core energy consumption rod;
the outer diameter of the first inner sleeve is larger than the diameter of the isodiametric reducing opening of the outer sleeve but smaller than the inner diameter of the outer sleeve, a central countersunk hole is formed in one end of the first inner sleeve, internal threads are machined in the inner wall of the central countersunk hole, a guide head is arranged at the other end of the first inner sleeve and is hemispherical or conical, the maximum diameter of the guide head is smaller than the diameter of a central blind hole in the end part of the upper column of the core energy consumption rod towards the connecting section, and the height of the guide head is smaller than the depth of the upper column of the core energy consumption rod towards;
the lower end of the longitudinal steel bar in the connected column is provided with an external thread, the lower end of the longitudinal steel bar passes through the constant-diameter reducing opening, and the external thread is matched and screwed with the internal thread of the countersunk hole of the first inner sleeve;
the threaded connecting piece is a base locking nut;
the connection between the core energy consumption bar and the foundation longitudinal anchoring steel bar is screwed with the end part thread of the foundation longitudinal anchoring steel bar through the blind hole internal thread of the foundation direction connecting section in a matching way, and the foundation direction locking nut is used for fastening;
the foundation-direction locking nut is provided with a central through hole, the inner wall of the through hole is provided with internal threads, and the internal threads are matched and screwed with the end threads of the foundation longitudinal anchoring steel bar;
the foundation direction locking nut is tightly propped against the end part of the foundation direction connecting section on the core energy consumption rod;
and spaces for vertically screwing the foundation of the core energy consumption bar to the connecting section and the foundation to the locking nut are reserved near the upper end of the foundation anchoring steel bar.
When the concrete column cross-section is circular, the restraint system at least includes:
filling concrete and a plurality of layers of carbon fiber cloth, wherein the filling concrete is used for filling the rest part of the annular reserved space in the column bottom area;
the multi-layer carbon fiber cloth is bonded to the outer side of the bottom area of the concrete column.
When the concrete column cross-section is circular, the restraint system still includes: the concrete column comprises an arc-shaped constraint cover plate, an embedded bolt and a nut, wherein the arc-shaped constraint cover plate is positioned on the outer side of a core energy consumption rod, namely on one side far away from the centroid of the section of the concrete column;
the length of the arc-shaped constraint cover plate covers an energy consumption section of the core energy consumption rod, a groove matched with the outer contour of the covered section of the core energy consumption rod is arranged on the arc-shaped constraint cover plate, and a gap of 1 mm-2 mm is formed between the core energy consumption rod and the groove wall of the groove;
and the arc-shaped constraint cover plate is provided with bolt holes which are convenient for the alignment and the penetration of the embedded bolts.
When the concrete column cross-section is the rectangle, restraint system includes:
the device comprises a rectangular restraining cover plate, a right-angle restraining cover plate, an L-shaped additional restraining plate, an embedded bolt and a nut, wherein the rectangular restraining cover plate is positioned on the outer side of a core energy consumption rod, namely one side far away from the centroid of the section of the concrete column;
the length of the right-angle constraint cover plate and the length of the rectangular constraint cover plate cover the energy consumption section of the core energy consumption rod, grooves matched with the outer contour of the covered section of the core energy consumption rod are arranged on the right-angle constraint cover plate and the rectangular constraint cover plate, and a gap of 1 mm-2 mm is formed between the core energy consumption rod and the groove wall "
The inner side of the L-shaped additional constraint plate is tightly attached to the right-angle constraint cover plate and the outer side of the rectangular constraint cover plate which are close to the corresponding positions;
and the L-shaped additional constraint plate is provided with bolt holes which are convenient for the alignment and the penetration of the embedded bolts.
Has the advantages that:
compared with the prior art, the utility model has the advantages of it is following:
1) the structure is clearly divided into labor and force transmission system is reasonable. The utility model discloses in, each component part of concrete column base node has clear and definite atress and divides the worker. The column bottom of concrete column lower part is strengthened the stem and is undertaken column bottom pressure under the earthquake effect, even the axial compression ratio of post is great, the damage still can not take place for the stem is strengthened to the column bottom, avoids appearing traditional concrete column bottom and receives the condition that district's concrete was crushed when the moment of flexure is great. The column bottom reinforced core column is placed in the center of the top surface of the foundation concrete block and can freely swing under the action of an earthquake, and due to the fact that the raised limit blocks which are tightly attached but not connected are arranged around the column bottom reinforced core column, the column bottom reinforced core column cannot slide in the horizontal direction, and the column bottom shearing force can be effectively resisted. The position of the core energy dissipation bar with high ductility is on the same straight line with the corresponding in-column longitudinal steel bars in the concrete column and the corresponding foundation longitudinal anchoring steel bars on each side in the concrete foundation, so that a direct and reasonable vertical force transmission system is convenient to form. The core energy dissipation bar can replace the stressed longitudinal bar at the original position of the column base joint, and provides bending resistance bearing capacity for the column base joint.
2) The structure damage is concentrated, and the energy consumption performance is good. The utility model discloses in, the stem is strengthened at the bottom of the column that the regional steel core concrete structure of using of column bottom, high-strength concrete structure or built-up steel construction makeed, even the axial compression ratio of post is great, the damage still can not take place for the stem is strengthened at the bottom of the column. The utility model discloses in, owing to installed the core power consumption stick of easy surrender all around at the column bottom for the plasticity action is concentrated on the column base position under the earthquake action, and upper portion concrete shaft is because of keeping away from bottom plasticity hinge region, and the tensile bearing capacity of the interior longitudinal reinforcement of post in the concrete column, the basic vertical anchor reinforcing bar in the concrete foundation and adjustable reinforcement built-up joint and threaded connection spare's the connection bearing capacity all is greater than the tensile bearing capacity of core power consumption stick simultaneously, thereby makes the damage of post concentrate on in the core power consumption stick of column bottom. The core energy consumption rod adopts a structural principle similar to that of a core plate in the buckling restrained brace, yielding only occurs in the middle energy consumption section of the core energy consumption rod, plastic strain is uniformly distributed after yielding, the core energy consumption rod has smaller plastic strain under the same interlayer deformation, and excellent ductility and low cycle fatigue capability can be exerted.
3) The structure is easy and convenient to repair after earthquake. Under the earthquake action, the utility model discloses in the damage of concrete column base node concentrate on the core power consumption stick at the bottom of the post in, and other main components do not take place obvious damage, do not influence the used repeatedly of components such as post and basis, only need change the function that core power consumption stick can resume the structure after the shake. The maintenance range is small, the maintenance process is simple and convenient, and the normal use of the longitudinal steel bars in the column and the foundation longitudinal anchoring steel bars in the design life span is not influenced.
4) The installation is convenient and the pulling force and the pressure can be reliably transmitted. The core energy dissipation rod is just like the fuse of a concrete column, and yields first under the action of a strong earthquake to protect other parts of the column. In order to make the position of the concentrated damage easy to replace, the utility model discloses with its design for throw off with vertical reinforcing bar in the post, can wait to install again after the installation of the rest parts of structure is accomplished. The afterloaded parts must have good tolerance-accommodating capabilities. If the size of the energy consumption connecting component is larger than or exactly equal to the size of the installation space of the components, the components collide with each other and are blocked, and the installation cannot be carried out. Therefore, in order to facilitate the installation of the components, the size of the energy consumption connection assembly should be slightly smaller than the size of the installation space of the components, so that gaps may exist between the components after the installation is completed. Conventional threaded sleeve connections can eliminate gaps between components, but the presence of small gaps between the core energy dissipating bar and the reinforcing bar end threads can still result in slippage when longitudinal forces are transferred. The sliding causes the rigidity to be reduced when the connection is stressed, and is very unfavorable for the column base joint bearing the composite action of the axial force and the bending moment.
In the utility model, when the core energy consumption bar is a solid core energy consumption bar with two ends, one end of the core energy consumption bar can be connected with the foundation longitudinal anchoring reinforcing steel bar by adopting the straight thread sleeve, and the end part of the core energy consumption bar is tightly propped against the foundation longitudinal anchoring reinforcing steel bar after the straight thread sleeve is screwed during installation, so that the gap between the core energy consumption bar and the foundation longitudinal anchoring reinforcing steel bar is eliminated, or the core energy consumption bar is connected by adopting the taper thread sleeve, so that the gap can be eliminated by utilizing the deformation of the; the other end adopts a connecting sleeve of an adjustable combined steel bar joint to connect the core energy-consuming bar and the longitudinal steel bar in the column into a whole, so that the gap between the core energy-consuming bar and the steel bar can be conveniently adjusted, and the column and the foundation are organically connected into a whole through the telescopic characteristic of the sleeve in the installation process; after the adjustable combined steel bar joint is installed and all the threads are screwed, the end part of the second inner sleeve is abutted against the end part of the first inner sleeve guide head, the end part of the outer sleeve constant-diameter reducing step is abutted against the end part of the first inner sleeve countersunk hole, and the end part threads of the anchoring longitudinal bar in the column are abutted against the threads of the first inner sleeve internal thread on one side, and the threads of the outer sleeve internal thread are abutted against the threads of the second inner sleeve external thread on the other side; meanwhile, the column tightly pushes the end part of the second inner sleeve towards the locking nut, and the thread of the internal thread of the second inner sleeve abuts against the thread of the external thread of the column direction connecting section of the core energy consumption rod at one side, and the thread of the internal thread of the column direction locking nut abuts against the thread of the external thread of the column direction connecting section of the core energy consumption rod at the other side.
In the utility model, when the core energy consumption rod is a core energy consumption rod with blind hole type centers at two ends, the column direction connecting section of the core energy consumption rod is connected with the column inner longitudinal steel bar by adopting an adjustable combined joint, after the adjustable combined joint is installed and screws up each part of thread, the column direction connecting section end part of the core energy consumption rod is abutted against the first inner sleeve guiding head side end part of the adjustable combined joint, the equal-diameter reducing step of the outer sleeve of the adjustable combined joint is abutted against the countersunk hole side end part of the first inner sleeve, the column inner longitudinal steel bar external thread is abutted against the first inner sleeve internal thread at one side, and the outer sleeve internal thread is abutted against the core energy consumption rod column direction connecting section external thread at the other side; the foundation of the core energy consumption rod is connected with the external thread of the end part of the foundation longitudinal anchoring steel bar through the blind hole internal thread of the end part section to the connecting section, the foundation is fastened to the locking nut, after the installation is completed and the threads of all the parts are screwed, the foundation is tightly propped against the end part of the foundation energy consumption rod to the connecting section from the locking nut, the thread of the blind hole internal thread of the end part section of the foundation to the connecting section is propped against the thread of the end part thread of the foundation longitudinal anchoring steel bar on one side, and the thread of the base internal thread of the locking nut is propped against the thread of the end part thread of the foundation longitudinal anchoring steel bar on the.
The mutual meshing relation between the threads enables the tensile force and the pressure of the core energy consumption rod to be transmitted through the pressed surfaces which are tightly abutted between the components, the core energy consumption rod is connected in the process of transmitting the tensile force and the pressure without sliding, the influence of thread gaps on force transmission is eliminated, and the effectiveness and the reliability of a node force transmission system are ensured.
5) The method has strong adaptability to the installation tolerance between the components. The adjustable combined steel bar joint is adopted to connect the longitudinal stressed steel bar and the core energy consumption bar, the installation of the stirrup is not influenced due to the short sleeve joint, and the concrete protective layer is not influenced due to the small overall dimension; meanwhile, the length and the eccentricity of the steel bar can be properly adjusted by utilizing the adjustable characteristic of the steel bar joint, the construction precision can be improved by finely adjusting the rotary steel bar joint in the construction process, and the reliable and stable connection quality is ensured.
Drawings
FIG. 1a shows a round concrete column foot node, wherein a core energy consumption rod is a two-end solid core energy consumption rod, and a restraint system only comprises a plurality of layers of carbon fiber cloth;
wherein, 1 is a concrete column; 2 is a core energy consumption bar; 3 is an adjustable steel bar combined joint; 4 is a constraint system; 5 is a concrete foundation;
FIG. 1b is a circular concrete column foot node, wherein a core energy consumption rod is a two-end solid core energy consumption rod, and a constraint system comprises a constraint cover plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 1c is a rectangular concrete column foot node, wherein a core energy consumption rod is a two-end solid core energy consumption rod, and a constraint system comprises a constraint cover plate, an L-shaped additional constraint plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 1d shows a round concrete column foot node, the core energy consumption rod is a core energy consumption rod with two ends provided with central blind holes, and the restraint system only comprises a plurality of layers of carbon fiber cloth;
FIG. 1e shows a circular concrete column foot node, wherein a core energy consumption rod with two ends provided with central blind holes is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 1f shows a rectangular concrete column foot node, wherein a core energy consumption rod with two ends provided with central blind holes is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an L-shaped additional constraint plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 2a shows a round concrete column foot node, wherein a core energy consumption rod is a two-end solid core energy consumption rod, and a restraint system only comprises a plurality of layers of carbon fiber cloth;
FIG. 2b is a circular concrete column foot node, wherein a core energy consumption rod with two solid ends is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 2c is a rectangular concrete column foot node, wherein a core energy consumption rod with two solid ends is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an L-shaped additional constraint plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 2d shows a round concrete column foot node, the core energy consumption rod is a core energy consumption rod with two ends provided with central blind holes, and the restraint system only comprises a plurality of layers of carbon fiber cloth;
FIG. 2e shows a circular concrete column foot node, the core energy consumption rod is a core energy consumption rod with two ends provided with central blind holes, and a constraint system comprises a constraint cover plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 2f shows a rectangular concrete column foot node, wherein a core energy consumption rod with two ends provided with central blind holes is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an L-shaped additional constraint plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 3 is a front view of the structure of the present invention;
wherein 46 is a multilayer carbon fiber cloth;
FIG. 4a is a round concrete column foot node, a core energy consumption rod with two solid ends is selected, and a restraint system only comprises a plurality of layers of carbon fiber cloth;
wherein 11 is a concrete column body; 12 is a column bottom reinforcing column; 13 is a longitudinal steel bar in the column; 31 is an adjustable steel bar combined joint; 321 is a straight thread sleeve or a taper thread sleeve; 51 is a foundation concrete block; 52 is a bump stopper; 53 is a basic embedded steel block; 54 is a foundation longitudinal anchoring steel bar; 55, adding an anchoring steel bar for the foundation;
FIG. 4b is a circular concrete column foot node, wherein a core energy consumption rod with two solid ends is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
wherein 41 is an arc-shaped constraint cover plate; 42 is an L-shaped additional restraint plate; 43 is a pre-embedded bolt; 44 is a nut;
FIG. 4c is a rectangular concrete column foot node, wherein a core energy consumption rod with two solid ends is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an L-shaped additional constraint plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 4d shows a circular concrete column foot node, the core energy consumption rod is a core energy consumption rod with two ends provided with central blind holes, and the restraint system only comprises a plurality of layers of carbon fiber cloth;
wherein 322 is a base-direction locking nut;
FIG. 4e shows a circular concrete column foot node, wherein a core energy consumption rod with two ends provided with central blind holes is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 4f shows a rectangular concrete column foot node, wherein a core energy consumption rod with two ends provided with central blind holes is selected as the core energy consumption rod, and a constraint system comprises a constraint cover plate, an L-shaped additional constraint plate, an embedded bolt, a nut and a plurality of layers of carbon fiber cloth;
FIG. 5a is a two-end solid core energy dissipation bar;
wherein 21 is a columnar connecting section; 22 is an energy consumption section; 23 as a basic connection section;
FIG. 5b is a core energy consuming rod with blind holes at both ends;
wherein 211 is a central blind hole of the columnar connecting section; 231 is a central blind hole towards the connecting section on the basis;
in FIG. 6a, the core energy consumption rod is a solid core energy consumption rod with two ends;
wherein 311 is an outer sleeve; 312 is a first inner sleeve; 313 is a second inner sleeve; 314 is a column locking nut; 3111 is a constant diameter reducing mouth; 3121 is a central counterbore in the first inner sleeve; 3122 a guide head;
in FIG. 6b, the core energy consumption rod with two blind holes at two ends is selected;
FIG. 7a is a schematic view of an arc-shaped restraining deck structure in a round concrete column foot joint;
wherein 41 is an arc-shaped constraint cover plate; 412 is a bolt hole; 411 is an inner side groove of the arc-shaped constraint cover plate;
FIG. 7b is a schematic structural view of a right-angle constraining cover plate corresponding to corner core energy-dissipating bars in a rectangular concrete column base node;
wherein 47 is a right angle constraint cover plate; 471 is a right angle restraint cover plate inner side groove;
FIG. 7c is a schematic view of a rectangular restraining deck structure corresponding to a non-corner core energy dissipating bar in a rectangular concrete column foot node;
48 is a rectangular restraining cover plate; 481 is a rectangular constraint cover plate inner side groove;
FIG. 8 is a schematic view of an additional L-shaped restraint panel in the restraint system;
wherein 421 is a bolt hole.
Detailed Description
The invention will be further described with reference to the following figures and examples:
as shown in fig. 1-3, the utility model relates to an easy prosthetic concrete column base node of high ductility, concrete column base node sets up in concrete structure column bottom, including concrete column 1, core power consumption stick 2, adjustable steel bar composite joint 3, restraint system 4 and concrete foundation 5. The core energy consumption rod 2 is connected with longitudinal steel bars in the concrete column 1 and anchoring steel bars in the concrete foundation, two ends of the core energy consumption rod are respectively and reliably connected with the longitudinal steel bars in the concrete column and the anchoring steel bars in the concrete foundation through the adjustable steel bar combined joint 3, the adjustable steel bar combined joint 3 can reliably transmit pressure and tensile force, and the periphery of the core energy consumption rod 2 is restrained by a restraint system.
The concrete column 1 comprises a concrete column body 11, a column bottom reinforcing core column 12 and longitudinal steel bars 13 in the column, wherein the column bottom reinforcing core column 12 can adopt a steel pipe concrete structure, a high-strength concrete structure or a combined steel structure, but is not limited to the three structures, the first structure is a concrete block body with steel plate constraint on the side surface and the bottom surface, the second structure is a block body made of high-strength materials such as high-strength grouting material and ultrahigh-performance concrete, and the third structure is a section steel block made of a plurality of steel plates through fixed connection.
There is the abrupt change region in cross-section between concrete shaft 11 and the column bottom enhancement stem 12, thereby the cross-section of column bottom enhancement stem 12 is less than the cross-section of concrete shaft 11 and forms the headspace, and the cross-section center of column bottom enhancement stem 12 vertically aligns with the cross-section center of concrete shaft 11.
The concrete foundation 5 comprises a foundation concrete block 51, a protrusion limiting block 52, a foundation embedded steel block 53, a foundation longitudinal anchoring steel bar 54 and a foundation additional anchoring steel bar 55, wherein the foundation embedded steel block 53 is anchored on the top surface of the foundation concrete block 51 and is positioned on the periphery of a column bottom reinforcing core column 12, the column bottom reinforcing core column 12 is placed in the center of the top surface of the foundation concrete block 51, the protrusion limiting block 52 is tightly attached to the side surface of the bottom of the column bottom reinforcing core column 12, the protrusion limiting block 52 is fixedly connected with the foundation embedded steel block 53, the bottom surface of the foundation embedded steel block 53 is fixedly connected with the foundation additional anchoring steel bar 55, the foundation longitudinal anchoring steel bar 54 and the foundation additional anchoring steel bar 55 are embedded in corresponding positions in the foundation concrete block 51, and the foundation longitudinal anchoring steel bar 54 and the corresponding column longitudinal steel bar 13 above the foundation longitudinal anchoring steel bar 54 are positioned on; when the core energy consumption bar 2 is a solid core energy consumption bar with two ends, a reserved space required by sleeve connection is reserved near the upper end of the foundation longitudinal anchoring steel bar 54; when the core energy consumption rod 2 is a core energy consumption rod with two ends provided with central blind holes, a space for vertically screwing the foundation direction connecting section 23 and the foundation direction locking nut 322 of the core energy consumption rod 2 is reserved near the upper end of the foundation longitudinal anchoring reinforcing steel bar 54. The protruding stopper 52 can be replaced by a protruding stopper steel bar or a protruding stopper steel bar, but is not limited to these three structures, and functions to resist the column bottom shearing force.
As shown in fig. 4 and 5, the core energy dissipation bars 2 are arranged around the column bottom reinforcing column 12; two ends of the core energy consumption rod 2 are respectively provided with a columnar connecting section 21 and a basic connecting section 23, and the middle part is an energy consumption section 22; the sectional areas of the column direction connecting section 21 and the foundation direction connecting section 23 are larger than that of the energy consumption section 22; the column-direction energy consumption section 21 is reliably connected with the column longitudinal steel bars 13 in the concrete column through the adjustable steel bar combined joint 31 in the adjustable steel bar combined joint 3, and the foundation-direction energy consumption section 23 is reliably connected with the foundation longitudinal anchoring steel bars 54 in the concrete foundation through the threaded connecting piece 32 in the adjustable steel bar combined joint 3 to form a continuous force transmission system; the core energy consumption rod 2, the adjustable steel bar combined joint 31 and the threaded connecting piece 32 are made of metal materials which can be steel or other ductile metals; the core energy consumption rod 2 can be a solid core energy consumption rod with two ends or a core energy consumption rod with two blind holes at two ends.
The surfaces of the columnar connecting section 21 and the foundation connecting section 23 of the core energy consumption rod are both provided with external threads; the corresponding threaded connector 32 in the adjustable steel bar combined joint 3 is a straight threaded sleeve or a tapered threaded sleeve.
The core energy consumption rod is provided with central blind hole type core energy consumption rods at two ends, external threads are carved on the surface of the column of the core energy consumption rod towards the connecting section 21, a central blind hole 211 is arranged at the end section, a central blind hole 231 is carved on the end section of the foundation towards the connecting section 23, and internal threads are carved on the inner wall of the blind hole; the corresponding threaded connecting piece 32 in the adjustable steel bar combined joint 3 is taken as a base and is locked with a nut 322; the connection between the core energy consumption rod with the central blind hole at the two ends and the foundation longitudinal anchoring steel bar 54 is screwed in a matched manner through the blind hole internal thread of the foundation-direction connecting section 23 and the end part thread of the foundation longitudinal anchoring steel bar 54, and is fastened by using a foundation-direction locking nut 322; the foundation-oriented locking nut 322 is provided with a central through hole, the inner wall of the through hole is provided with internal threads, and the internal threads are matched and screwed with the end threads of the foundation longitudinal anchoring steel bars 54; the foundation-direction locking nut 322 is tightly pressed against the end part of the foundation-direction connecting section 23 of the core energy consumption rod 2.
As shown in fig. 6, when the core energy consumption rod 2 is a solid core energy consumption rod with two ends, the adjustable steel bar combination joint 31 in the adjustable steel bar combination joint 3 includes an outer sleeve 311, a first inner sleeve 312, a second inner sleeve 313 and a column locking nut 314; the end part of one end of the outer sleeve 311 is provided with an equal-diameter reducing port 3111 with the diameter larger than the nominal diameter of the longitudinal steel bar 13 in the column, and the inner wall of the section at the other end is provided with an internal thread; the outer diameter of the first inner sleeve 312 is larger than the diameter of the constant-diameter reducing port 3111 of the outer sleeve 311 but smaller than the inner diameter of the outer sleeve 311, a central countersunk hole 3121 is formed at one end of the first inner sleeve 312, an internal thread is processed on the inner wall of the central countersunk hole 3121, a guide head 3122 is arranged at the other end of the first inner sleeve 312, and the guide head 3122 can be in the form of a hemisphere, a cone, or the like; the central hole of the second inner sleeve 313 is a through hole, the diameter of the through hole is slightly larger than the maximum diameter of the guide head 3123 of the first inner sleeve 312, the inner wall of the through hole is provided with an internal thread, the cylinder wall of one end of the second inner sleeve 313 is provided with an external thread, and the end part of the external thread of the second inner sleeve 313 is propped against the end part of the first inner sleeve 312; the column-direction locking nut 314 is provided with a central through hole, and the inner wall of the central through hole is provided with an internal thread; the lower end of the connected column inner longitudinal steel bar 13 is provided with an external thread, the lower end of the external thread penetrates through the constant-diameter reducing port 3111, and the external thread is matched and screwed with the internal thread of the countersunk hole 3121 of the first inner sleeve 312; the internal thread of the outer sleeve 311 is matched and screwed with the external thread arranged on the wall of the second inner sleeve 313; the external thread of the column direction connecting section 21 of the connected core energy consumption rod 2 is matched and screwed with the internal thread of the inner wall of the second inner sleeve 313; the internal thread of the column-direction locking nut 314 is matched and screwed with the external thread of the column-direction connecting section 21 of the core energy consumption rod 2, and the column-direction locking nut 314 abuts against the tail end of the second inner sleeve 313.
When the core energy consumption rod 2 is a core energy consumption rod with blind hole type centers at two ends, the adjustable steel bar combination joint 31 in the adjustable steel bar combination joint 3 comprises an outer sleeve 311 and a first inner sleeve 312 sleeved inside the outer sleeve 311; the end part of one end of the outer sleeve 311 is provided with an equal-diameter reducing port 3111 with the diameter larger than the nominal diameter of the longitudinal steel bar 13 in the column, and the inner wall of the section at the other end is provided with an internal thread which is matched and screwed with the external thread of the section at the end part of the columnar direction connecting section 21 of the core energy consumption rod 2; the outer diameter of the first inner sleeve 312 is larger than the constant-diameter reducing diameter 3111 of the outer sleeve 311 but smaller than the inner diameter of the outer sleeve 311, a central countersunk hole 3121 is formed at one end of the first inner sleeve 312, internal threads are processed on the inner wall of the central countersunk hole 3121, a guide head 3122 is arranged at the other end of the first inner sleeve 312, the guide head 3122 can be in a hemispherical or conical shape, the maximum diameter of the guide head is smaller than the diameter of the central blind hole 211 from the column of the core energy consumption rod 2 to the end of the connecting section 21, and the height of the guide head is smaller than the depth of the column of the core energy consumption rod 2 to; the lower end of the connected column inner longitudinal steel bar 13 is provided with an external thread, the lower end of the external thread passes through the constant-diameter reducing port 3111, and the external thread is matched and screwed with the internal thread of the countersunk hole 3121 of the first inner sleeve 312.
As shown in fig. 4, 7 and 8, when the cross section of the concrete column 1 is circular, the restraint system 4 includes an arc restraint cover plate 41 provided with an arc restraint cover plate inner side groove 411 and located on the outer side of the core energy consumption rod, i.e. on the side far away from the centroid of the cross section of the concrete column, an embedded bolt 43 embedded in the column bottom reinforcement core column, a nut 44 for fixing the relative position of the restraint cover plate and the column bottom reinforcement core column, filled concrete 45 for filling the reserved space of the column bottom area, and a multi-layer carbon fiber cloth 46 reliably adhered to the outer side of the column bottom area; the length of the arc-shaped constraint cover plate 41 covers all the energy consumption sections 22, part of the columnar connection sections 21 and part of the foundation connection sections 23 of the core energy consumption rod 2, a certain gap is required to be reserved between the upper end of the arc-shaped constraint cover plate 41 and the adjustable steel bar combined joint 31, a certain gap is required to be reserved between the lower end of the arc-shaped constraint cover plate 41 and the foundation concrete block 51, and a certain gap is also required to be reserved between the arc-shaped constraint cover plate 41 and the core energy consumption rod 2 in the vertical direction at the intersection of the energy consumption sections 22 and the columnar connection sections 21 and the intersection of the energy consumption sections 22 and the foundation energy consumption sections 23 of the core energy consumption rod 2 so as to prevent the arc-shaped constraint cover plate 41 from contacting the adjustable steel bar combined joint 31, the foundation concrete block 51 or the core energy consumption rod 2 when; the position and the shape of an inner groove 411 of the arc-shaped restraining cover plate on the arc-shaped restraining cover plate 41 are matched with the outer contour of the section of the covered core energy consumption rod 2, and the size of each radial position of the inner groove 411 of the arc-shaped restraining cover plate is slightly larger than that of the corresponding position of the core energy consumption rod 2; the arc-shaped constraint cover plate 41 is provided with bolt holes 412 which facilitate the alignment and the penetration of the embedded bolts 43; when the cross section of the concrete column 1 is circular, the restraint system 4 may only include the filled concrete 45 and the multi-layer carbon fiber cloth 46, and does not include the arc-shaped restraint cover plate 41, the embedded bolt 43 and the nut 44.
When the section of the concrete column 1 is rectangular, the restraint system 4 comprises a right-angle restraint cover plate 47 which is positioned at the corner of the section of the rectangular concrete column and is provided with a right-angle restraint cover plate inner side groove 471, a rectangular restraint cover plate 48 which is positioned at the outer side of the core energy consumption rod 2 and is far away from the side of the section centroid of the concrete column and is provided with a rectangular restraint cover plate inner side groove 481, an L-shaped additional restraint plate 42 which is tightly attached to the outer sides of the right-angle restraint cover plate 47 and the rectangular restraint cover plate 48, an embedded bolt 43 which is embedded in a column bottom reinforcing core column, a nut 44 which is used for fixing the relative positions of the additional restraint plate and the column bottom reinforcing core column, filled concrete 45 which fills a reserved space in a column bottom area and a plurality; the lengths of the right-angle constraint cover plate 47 and the rectangular constraint cover plate 48 cover all the energy consumption sections 22, part of the columnar connecting sections 21 and part of the foundation connecting sections 23 of the core energy consumption bar 2, a certain gap is required to be left between the upper ends of the right-angle constraint cover plate 47 and the rectangular constraint cover plate 48 and the adjustable steel bar combined joint 31, a certain gap is required to be left between the lower ends of the right-angle constraint cover plate 47 and the rectangular constraint cover plate 48 and the foundation concrete block 51, at the intersection of the energy consumption section 22 of the core energy consumption rod 2 and the column direction connecting section 21 and the intersection of the energy consumption section 22 and the foundation direction energy consumption section 23, a certain gap is also vertically reserved between the right-angle constraint cover plate 47 and the rectangular constraint cover plate 48 and the core energy consumption rod 2, when the core energy consumption rod 2 is axially deformed, the right-angle constraint cover plate 47 and the rectangular constraint cover plate 48 are in contact with the adjustable steel bar combined joint 31, the foundation concrete block 51 or the core energy consumption rod 2; positions and shapes of right-angle constraint cover plate inner side groove grooves 471 and rectangular constraint cover plate inner side grooves 481 formed in the right-angle constraint cover plate 47 and the rectangular constraint cover plate 48 are matched with the outer contour of the covered core energy consumption rod 2 section, the size of each radial position of the right-angle constraint cover plate inner side groove 471 and the rectangular constraint cover plate inner side groove 481 is slightly larger than that of the corresponding position of the core energy consumption rod 2, and a gap of 1 mm-2 mm is reserved between the core energy consumption rod 2 and groove walls of the right-angle constraint cover plate inner side groove 471 and the rectangular constraint cover plate inner side groove 481; the inner side of the L-shaped additional restraint plate 42 is attached to the outer side of the restraint cover plate adjacent to the corresponding position; the L-shaped additional constraint plate is provided with bolt holes 421 which facilitate the alignment and the penetration of the embedded bolts.
The utility model has the characteristics that the structure atress divides the worker to make clear and definite, pass the power route direct, and stable ductility power consumption ability can be exert to the core power consumption stick, even the axial compression of concrete column is bigger, still can realize that the damage of column bottom only concentrates on the core power consumption stick, and can change the core power consumption stick that receives the damage after the macroseism very conveniently to resume structural function fast.
The adjustable steel bar combined joint used in the utility model is used for the mutual connection construction of two sections of steel bars in a concrete structure, can realize the non-slip reliable connection of the two sections of steel bars in the same cross-section axis, is suitable for the connection of steel bars with different diameters in various occasions, and has wide application range; the sleeve is characterized in that the sleeve joint is short, and the installation of stirrups is not influenced; the sleeve has small overall dimension and does not influence the concrete protective layer; the length and the eccentricity of the steel bar can be properly adjusted; when the component is manufactured and installed, the component can be adjusted to the installation precision by rotating the steel bar joint; the connection quality is reliable and stable; the joint connection can realize no clearance slippage when the reinforcing steel bar is pressed and pulled, the stress is reliable, and the requirement of a first-level joint can be met.
One important cause of concrete column failure is insufficient lateral restraint of the column under the action of an earthquake, which causes shear failure, anchoring failure, and stripping failure of the concrete protective layer. The carbon fiber cloth is used for wrapping the concrete column, so that the bearing capacity and ductility of the eccentric pressed concrete column can be effectively improved, the development of inclined cracks is limited, the shearing bearing capacity of the column is obviously improved, the damage form of the concrete column is changed from inclined section shearing damage to positive section bending damage, and premonition is realized before damage. Compared with the common reinforced concrete column, the hooping only has a restraint effect on the core concrete, the carbon fiber cloth is used for restraining the concrete, and the concrete of the whole column body is restrained. Therefore, the number of the stirrups in the column can be effectively reduced, and a reinforcement method for configuring a large number of stirrups in a conventional column is convenient to explore and replace or change. The number of the wrapping layers of the carbon fiber cloth is increased, and the bearing capacity and the lateral deformation capacity of the eccentric compression concrete column are also continuously increased. For the concrete column with large shear span ratio, only carbon fiber cloth is wrapped in a certain range of the column root during seismic strengthening, and the carbon fiber cloth far away from the column root has weaker strengthening effect. The carbon fiber cloth is generally adhered to the range of the column section height twice of the potential plastic hinge area of the column, so that the requirement can be met.
The carbon fiber cloth has better reinforcing effect on the concrete column with the circular cross section, and the improvement range of the bearing capacity and the ductility of the column is superior to that of the concrete column with the rectangular cross section. When the carbon fiber cloth is used for restraining the concrete column with the circular section, the carbon fiber cloth can provide uniform restraining force around the column; when the carbon fiber cloth is used for restraining the concrete column with the rectangular cross section, the restraining force provided by the carbon fiber cloth is uneven, the restraint on the concrete at the edge of the middle part of the side surface of the column is small and can be ignored, and only the core concrete at the middle part is effectively restrained. The ratio of the angular radius of the concrete column to the column diameter (side length) has obvious influence on the restraint effect, and the increase of the angular radius can improve the anti-seismic performance of the carbon fiber cloth restraint concrete column.
The utility model discloses a use method:
1) component fabrication
Respectively processing and manufacturing a concrete column 1 and a concrete foundation 5 according to the designed size, and arranging a reserved space in a column base node area for installing a core energy consumption rod 2, an adjustable steel bar combined joint 3 and a constraint system 4;
processing and manufacturing each part of the core energy consumption bar 2, the adjustable steel bar combined joint 3 and the restraint system 4 according to the designed size;
pre-burying foundation longitudinal anchoring steel bars 54 and foundation additional anchoring steel bars 55 at corresponding positions in the concrete foundation 1; wherein the upper end of the foundation longitudinal anchoring bar 54 does not protrude from the top surface of the foundation concrete block 51, the upper end section thereof is provided with an end threaded section, and the centroid of the cross section of the foundation longitudinal anchoring bar 54 and the centroid of the cross section of the column inner longitudinal bar 13 to be connected are located on the same axis; when the core energy consumption bar 2 is a solid core energy consumption bar with two ends, a space required by the pre-buried connecting sleeve is reserved near the upper end of the foundation longitudinal anchoring steel bar 54; when the core energy consumption bar 2 is a core energy consumption bar with two ends provided with central blind holes, a space for vertically screwing the foundation of the core energy consumption bar 2 to the connecting section 23 and the foundation to the locking nut 322 is reserved near the upper end of the foundation longitudinal anchoring reinforcing bar 54, and the reserved space is separated from the peripheral foundation concrete by plastic cloth and the like so as to ensure that the thread section at the end part of the foundation longitudinal anchoring reinforcing bar 54 is clean.
Longitudinal steel bars 13 in the column are pre-buried in the concrete column 1, the lower end of each longitudinal steel bar extends out of the lower surface of the concrete column body for a certain length, and external threads are engraved at the end part of the extending section of each longitudinal steel bar; when the core energy consumption rod 2 is a core energy consumption rod with two ends provided with central blind holes, the length of the extended section of the lower end of the longitudinal steel bar 13 in the column is larger than the length of the outer sleeve 311, so that a space for pushing the outer sleeve 311 upwards is ensured when the core energy consumption rod 2 is installed; if necessary, pre-embedded bolts 43 are pre-embedded in the side surface of the column bottom reinforcing core column 12;
2) installation of core energy consumption bar 2 and adjustable steel bar combined joint 3
When the core energy consumption bar 2 is a solid core energy consumption bar with two ends, the outer sleeve 311 of the adjustable steel bar combined joint 31 is sleeved into the threaded section at the end part of the longitudinal steel bar 13 in the column. And screwing the column direction locking nut 314 and the second inner sleeve 313 of the adjustable steel bar combination joint 31 into the external thread of the column direction connecting section 21 of the core energy consumption bar 2 in sequence. The foundation-direction connecting section 23 of the core energy consumption rod 2 is connected with the threaded section of the foundation longitudinal anchoring steel bar 54 through the threaded connecting piece 32 and is screwed and fixed through the threads on the surface of the component, and the end part of the foundation-direction connecting section 23 of the core energy consumption rod 2 is ensured to be tightly pressed against the end part of the threaded section of the foundation longitudinal anchoring steel bar 54. The first inner sleeve 312 is screwed into and tightened against the threaded end section of the longitudinal reinforcement 13 in the column. When a slight error exists between the axes of the column longitudinal steel bar 13 and the foundation longitudinal anchoring steel bar 54, the column longitudinal steel bar 13 or the core energy consumption bar 2 is slightly bent to adapt to the error due to the guiding function between the guiding head 3122 and the second inner sleeve 313; pulling the outer sleeve 311 downwards, screwing the inner sleeve thread of the outer sleeve into the outer thread of the second inner sleeve 313, and ensuring that the step of the constant-diameter reducing port 3111 of the outer sleeve 311 is clamped and screwed on the end part of the first inner sleeve 312; the post retaining nut 314 is screwed towards the second inner sleeve 313 and tightened.
When the core energy consumption rod 2 is a core energy consumption rod with two blind holes at two ends, the outer sleeve 311 of the adjustable steel bar combination joint 31 is sleeved into the end thread section of the longitudinal steel bar 13 in the column. The foundation locknut 322 is threaded into the external threads of the end of the foundation longitudinal anchor bar 54 and screwed down. And screwing the external thread at the end part of the longitudinal anchoring steel bar 54 into the foundation connecting section 23 of the core energy consumption rod 2, screwing the external thread downwards, and pushing the outer sleeve 311 upwards until a space capable of being placed into the first inner sleeve 312 is reserved between the column direction connecting section 21 of the core energy consumption rod 2 and the thread section at the end part of the longitudinal steel bar 13 in the column. The first inner sleeve 312 is screwed into and tightened against the end threaded section of the longitudinal reinforcement 13 in the column. The core energy consuming bar 2 is screwed back so that its column end toward the end of the connecting section 21 abuts against the end of the first inner sleeve 312 on the side of the guiding head 3123. When there is a slight error between the axes of the in-column longitudinal reinforcement 13 and the foundation longitudinal anchoring reinforcement 54, due to the guiding function between the guiding head 3122 and the core energy consumption rod 2 toward the connecting section 21, the in-column longitudinal reinforcement 13 or the core energy consumption rod 2 will generate a slight bending to adapt to the error. The outer sleeve 311 is pulled down and its internal thread is screwed into the external thread of the end section of the cylindrical connection section 21 of the core energy consuming bar 2 until the step of the constant diameter throat 3111 of the outer sleeve 311 abuts against the end of the central counterbore 3121 of the first inner sleeve 312. The base locking nut 322 is screwed upward until its end abuts the end of the columnar connecting section 21 of the core energy consuming bar 2.
3) Installation of restraint system 4
When the section of the concrete column is circular, the rest part of the reserved space in the column base joint area can be directly filled with the filling concrete 45 and maintained.
When the cross section of the concrete column is circular, the arc-shaped constraint cover plate 41 is installed, the embedded bolt 43 penetrates through the bolt hole 412 of the arc-shaped constraint cover plate, and a gap of 1 mm-2 mm is reserved between the core energy consumption rod 2 and the groove wall of the groove 411 on the inner side of the arc-shaped constraint cover plate, so that the low-cycle fatigue performance and the yield energy consumption capacity of the core energy consumption rod 2 are effectively exerted; screwing a nut 44 into the end part of the embedded bolt 43 and screwing and fixing the embedded bolt by a spanner; after the above work is completed, the remaining part of the reserved space in the column foot joint area is filled with the filling concrete 45 and maintained.
When the cross section of the concrete column is rectangular, a right-angle constraint cover plate 47 and a rectangular constraint cover plate 48 are installed, the inner side groove 471 of the right-angle constraint cover plate 47 on the inner side of the right-angle constraint cover plate and the inner side groove 481 of the rectangular constraint cover plate 48 on the inner side of the rectangular constraint cover plate are ensured to buckle the core energy consumption rod 2 and cover the energy consumption section 22 of the core energy consumption rod, and a gap of 1 mm-2 mm is reserved between the core energy consumption rod 2 and the groove 471 of the inner side groove 471 of the right-angle constraint cover plate or the groove 481 of the inner side groove 481 of the rectangular constraint cover plate, so that the low-; the L-shaped additional restraint plate 42 is attached to the arc restraint cover plate 41 adjacent to the corresponding position; penetrating an embedded bolt 43 into a bolt hole of the L-shaped additional constraint plate 42, screwing a nut 44 into the end part of the embedded bolt 43 and screwing and fixing the embedded bolt by a spanner; after the above work is completed, the remaining part of the reserved space in the column foot joint area is filled with the filling concrete 45 and maintained.
After the filled concrete 45 reaches the strength, the multi-layer carbon fiber cloth 46 is reliably stuck to the outer side of the bottom area of the concrete column. The specific process is as follows: the carbon fiber cloth is required to be cut neatly without unfilled corners, burrs and the like. Polishing the concrete surface layer of the area needing to be adhered with the carbon fiber cloth to be flat, removing surface laitance and oil stains, removing surface concrete floating dust by using a high-pressure water gun, dipping absorbent cotton cloth into acetone or pure alcohol solution after the concrete surface layer is completely dried, wiping the surface clean, and airing and drying the surface. When the cross section of the concrete column is rectangular, chamfering treatment is carried out on the area needing to be adhered with the carbon fiber cloth, and the carbon fiber cloth is prevented from being broken in advance due to excessive concentrated force under the action of an earthquake. And (3) preparing a repairing adhesive as a leveling material, repairing and filling the honeycomb, the pitted surface and the depressed part on the surface of the concrete, ensuring that the carbon fiber cloth is fully contacted with the surface of the concrete during pasting, and curing until the carbon fiber cloth is dry to touch. And (4) preparing primer, uniformly stirring, and uniformly smearing on the surface of the concrete by using a brush. The impregnation glue is prepared according to a certain proportion, the impregnation glue is uniformly smeared on the surface of the concrete by a brush, the carbon fiber cloth is adhered after being tensioned and aligned, meanwhile, the wrapped column surface is compacted by a roller wheel along the same direction until the glue is seeped and bubbles are expelled, the tight adhesion between the carbon fiber cloth and the concrete is ensured, the fiber cloth is fully infiltrated by the impregnation glue, and the smoothness and the flatness are kept. And (3) repeatedly rolling by using a roller at the lap joint part of each layer of the carbon fiber cloth to ensure good lap joint of the carbon fiber cloth. Repeating the steps to paste the plurality of layers of carbon fiber cloth, pasting the next layer of carbon fiber cloth after the surface of the previous layer of carbon fiber cloth is dry by touch, and uniformly coating impregnating glue on the surface for protection after the outermost layer of carbon fiber cloth is pasted.
4) Replacement of post-earthquake damage core energy consumption rod 2
And after a large earthquake occurs, the multi-layer carbon fiber cloth 46 wound at the bottom of the concrete column is removed, and part of concrete around the column base joint is chiseled. If the restraint system includes the arc restraint cover plate 41, the L-shaped additional restraint plate 42, and the like, the arc restraint cover plate 41, the L-shaped additional restraint plate 42, and the like need to be removed according to a reverse flow of the installation process.
When the core energy consumption rod 2 is a solid core energy consumption rod with two ends, the column-direction locking nut 314 and the second inner sleeve 313 of the adjustable steel bar combined joint 31 are sequentially unscrewed and screwed downwards along the external thread of the column-direction connecting section 21 of the core energy consumption rod 2. The threaded connector 32 is unscrewed, and the base-direction connecting section 23 of the core energy consumption rod 2 is screwed upwards along the internal thread of the threaded connector 32 until the core energy consumption rod 2 is disconnected from the threaded connector 32.
When the core energy consumption rod 2 is a core energy consumption rod with blind holes at two ends, the outer sleeve 311 of the adjustable steel bar combination joint 31 is unscrewed and screwed upwards along the column of the core energy consumption rod 2 towards the external thread of the end section of the connecting section 21. And chiseling part of concrete near the end part of the foundation longitudinal anchoring steel bar 54, and screwing the foundation locking nut 322 and the foundation connecting section 23 of the core energy consumption bar 2 downwards along the external thread at the end part of the foundation longitudinal anchoring steel bar 54 until a space left between the column direction connecting section 21 of the core energy consumption bar 2 and the end part of the column inner longitudinal steel bar 13 is enough to take out the first inner sleeve 312. The first inner sleeve 312 is threaded out of the end thread section of the longitudinal rebar 13 in the column and removed. The foundation direction connecting section 23 of the core energy consumption bar 2 is screwed upwards along the external thread at the end part of the foundation longitudinal anchoring reinforcing steel bar 54 until the core energy consumption bar 2 can be taken out.
And (3) after the damaged core energy consumption rod 2 is taken out, re-installing the core energy consumption rod 2, the adjustable steel bar combined joint 3 and the restraint system 4 according to the installing method in the steps 2 and 3, and recovering the anti-seismic performance of the structure.

Claims (7)

1. The utility model provides an easy prosthetic concrete column foot node of high ductility, sets up in concrete structure column bottom, its characterized in that: the method comprises the following steps:
the foundation concrete block is positioned at the bottommost part of the whole concrete column foot node and is used for bearing the concrete structure column part;
the bottom of the concrete structure column is provided with a column bottom reinforcing core column which is coaxial with the concrete structure column, the bottom of the column bottom reinforcing core column is connected with the upper surface of the foundation concrete block, and the section of the column bottom reinforcing core column is smaller than the cross section of the concrete column body, so that an annular reserved space is formed between the upper surface of the foundation concrete block and the bottom of the concrete structure column;
the horizontal limiting mechanism is used for limiting the displacement between the column bottom reinforcing core column and the foundation concrete block in the horizontal direction, and comprises a foundation anchoring unit which is pre-embedded in the foundation concrete block and a protruding limiting block which is fixedly connected with the foundation anchoring unit and extends out of the upper surface of the foundation concrete block, and the protruding limiting block and the bottom side surface of the column bottom reinforcing core column are mutually attached and connected;
the vertical energy consumption units with the same structure are arranged between the foundation concrete block and the concrete structure column and are uniformly arranged along the annular reserved space, and each vertical energy consumption unit comprises:
a column-inside longitudinal steel bar disposed inside the concrete structure column and having an extension portion exposed to the bottom of the concrete structure column;
the foundation longitudinal anchoring steel bars are pre-buried in the foundation concrete block and are in the same straight line with the longitudinal steel bars in the columns;
one end of the core energy dissipation rod is connected with longitudinal steel bars in the concrete column through an adjustable steel bar combined joint, and the other end of the core energy dissipation rod is connected with anchoring steel bars in the concrete foundation through a threaded connecting piece;
a restraint system for limiting lateral buckling of the core energy dissipating bar;
the axial tensile yielding bearing capacity of the core energy dissipation bar is smaller than the axial tensile bearing capacity of the longitudinal steel bar in the column and the longitudinal foundation anchoring steel bar, and is also smaller than the connection bearing capacity of the adjustable steel bar combined joint.
2. A high ductility easy repair concrete column foot node according to claim 1, characterized in that:
the core energy consumption rod comprises a columnar connecting section connected with the concrete structure column, a foundation connecting section connected with the concrete foundation and a middle energy consumption section connected between the columnar connecting section and the foundation connecting section;
the sectional areas of the column direction connecting section and the foundation direction connecting section are larger than the sectional area of the energy consumption section;
the core energy consumption bar, the adjustable steel bar combined joint and the threaded connecting piece are all made of ductile metal materials.
3. A high ductility easy repair concrete column foot node according to claim 2, characterized in that: the core energy dissipation bar is a solid core energy dissipation bar with two ends, and external threads are engraved on the surfaces of the columnar connecting section and the foundation connecting section; the adjustable steel bar combined joint comprises an outer sleeve, a first inner sleeve, a second inner sleeve and a column-direction locking nut; one end of the outer sleeve is provided with an equal-diameter reducing opening with the diameter larger than the nominal diameter of the longitudinal steel bar in the column, and the inner wall of the section at the other end is provided with an internal thread;
the outer diameter of the first inner sleeve is larger than the diameter of the constant-diameter reducing opening of the outer sleeve but smaller than the inner diameter of the outer sleeve, a central countersunk hole is formed in one end of the first inner sleeve, internal threads are machined in the inner wall of the central countersunk hole, a guide head is arranged at the other end of the first inner sleeve, and the guide head is hemispherical or conical;
the central hole of the second inner sleeve is a through hole, the diameter of the through hole is slightly larger than the maximum diameter of the guide head, the inner wall of the through hole is provided with an internal thread, the cylinder wall of one end of the second inner sleeve is provided with an external thread, and the end part of the external thread of the second inner sleeve is abutted against the end part of the first inner sleeve;
the column-direction locking nut is provided with a central through hole, and the inner wall of the central through hole is provided with internal threads;
the lower end of the longitudinal steel bar in the connected column is provided with an external thread, the lower end of the longitudinal steel bar passes through the constant-diameter reducing opening, and the external thread is matched and screwed with the internal thread of the countersunk hole of the first inner sleeve;
the internal thread of the outer sleeve is matched and screwed with the external thread arranged on the wall of the second inner sleeve;
the external thread of the columnar connecting section is matched and screwed with the internal thread of the inner wall of the second inner sleeve;
the internal thread of the column-direction locking nut is matched and screwed with the external thread of the column-direction connecting section, and the column-direction locking nut abuts against the tail end of the second inner sleeve;
the threaded connecting piece is a straight threaded sleeve or a conical threaded sleeve;
a reserved space required by the connection of the installation sleeve is reserved near the upper end of the foundation anchoring steel bar.
4. A high ductility easy repair concrete column foot node according to claim 2, characterized in that: the core energy consumption rod is a core energy consumption rod with central blind holes at two ends, and external threads are engraved on the outer surface of the columnar connecting section provided with the central blind hole;
the adjustable steel bar combined joint comprises an outer sleeve and a first inner sleeve sleeved in the outer sleeve; the end part of one end of the outer sleeve is provided with an equal-diameter reducing opening with the diameter larger than the nominal diameter of the longitudinal steel bar in the column, and the inner wall of the section at the other end is provided with internal threads which are matched and screwed with external threads of the end section of the column-direction connecting section on the core energy consumption rod;
the outer diameter of the first inner sleeve is larger than the diameter of the isodiametric reducing opening of the outer sleeve but smaller than the inner diameter of the outer sleeve, a central countersunk hole is formed in one end of the first inner sleeve, internal threads are machined in the inner wall of the central countersunk hole, a guide head is arranged at the other end of the first inner sleeve and is hemispherical or conical, the maximum diameter of the guide head is smaller than the diameter of a central blind hole in the end part of the upper column of the core energy consumption rod towards the connecting section, and the height of the guide head is smaller than the depth of the upper column of the core energy consumption rod towards;
the lower end of the longitudinal steel bar in the connected column is provided with an external thread, the lower end of the longitudinal steel bar passes through the constant-diameter reducing opening, and the external thread is matched and screwed with the internal thread of the countersunk hole of the first inner sleeve;
the threaded connecting piece is a base locking nut;
the connection between the core energy consumption bar and the foundation longitudinal anchoring steel bar is screwed with the end part thread of the foundation longitudinal anchoring steel bar through the blind hole internal thread of the foundation direction connecting section in a matching way, and the foundation direction locking nut is used for fastening;
the foundation-direction locking nut is provided with a central through hole, the inner wall of the through hole is provided with internal threads, and the internal threads are matched and screwed with the end threads of the foundation longitudinal anchoring steel bar;
the foundation direction locking nut is tightly propped against the end part of the foundation direction connecting section on the core energy consumption rod;
and spaces for vertically screwing the foundation of the core energy consumption bar to the connecting section and the foundation to the locking nut are reserved near the upper end of the foundation anchoring steel bar.
5. A high ductility easy repair concrete column foot node according to claim 1, characterized in that: the concrete column cross-section is circular, the restraint system includes at least:
filling concrete and a plurality of layers of carbon fiber cloth, wherein the filling concrete is used for filling the rest part of the annular reserved space in the column bottom area;
the multi-layer carbon fiber cloth is bonded to the outer side of the bottom area of the concrete column.
6. A high ductility easy-repair concrete column foot node according to claim 5, characterized in that: the constraint system further comprises: the concrete column comprises an arc-shaped constraint cover plate, an embedded bolt and a nut, wherein the arc-shaped constraint cover plate is positioned on the outer side of a core energy consumption rod, namely on one side far away from the centroid of the section of the concrete column;
the length of the arc-shaped constraint cover plate covers an energy consumption section of the core energy consumption rod, a groove matched with the outer contour of the covered section of the core energy consumption rod is arranged on the arc-shaped constraint cover plate, and a gap of 1 mm-2 mm is formed between the core energy consumption rod and the groove wall of the groove;
and the arc-shaped constraint cover plate is provided with bolt holes which are convenient for the alignment and the penetration of the embedded bolts.
7. A high ductility easy-repair concrete column foot node according to claim 5, characterized in that: when the concrete column cross-section is the rectangle, restraint system includes:
the device comprises a right-angle constraint cover plate positioned at a corner of the section of the rectangular concrete column, a rectangular constraint cover plate positioned on the outer side of a core energy consumption rod, namely one side far away from the section centroid of the concrete column, an L-shaped additional constraint plate tightly attached to the outer sides of the right-angle constraint cover plate and the rectangular constraint cover plate, an embedded bolt embedded in a column bottom reinforcing core column, and a nut used for fixing the relative positions of the L-shaped additional constraint plate and the column bottom reinforcing core column;
the length of the right-angle constraint cover plate and the length of the rectangular constraint cover plate cover the energy consumption section of the core energy consumption rod, grooves matched with the outer contour of the covered section of the core energy consumption rod are arranged on the right-angle constraint cover plate and the rectangular constraint cover plate, and a gap of 1 mm-2 mm is formed between the core energy consumption rod and the groove wall of each groove;
the inner side of the L-shaped additional constraint plate is tightly attached to the right-angle constraint cover plate and the outer side of the rectangular constraint cover plate which are close to the corresponding positions;
and the L-shaped additional constraint plate is provided with bolt holes which are convenient for the alignment and the penetration of the embedded bolts.
CN202020139062.1U 2020-01-20 2020-01-20 High-ductility easily-repaired concrete column base node Active CN211850367U (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113216387A (en) * 2021-05-18 2021-08-06 西安建筑科技大学 Controllable energy consumption swinging column base
CN113530336A (en) * 2021-08-02 2021-10-22 重庆大学 Concrete column with additional replaceable damper of steel pipe concrete structure
CN113530338A (en) * 2021-08-02 2021-10-22 重庆大学 Self-resetting concrete column with additional replaceable damper and steel pipe concrete structure
CN114809700A (en) * 2022-05-11 2022-07-29 华侨大学 Damaged reinforced concrete column repairing method and device capable of reducing stress lag of reinforcing steel bars

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113216387A (en) * 2021-05-18 2021-08-06 西安建筑科技大学 Controllable energy consumption swinging column base
CN113530336A (en) * 2021-08-02 2021-10-22 重庆大学 Concrete column with additional replaceable damper of steel pipe concrete structure
CN113530338A (en) * 2021-08-02 2021-10-22 重庆大学 Self-resetting concrete column with additional replaceable damper and steel pipe concrete structure
CN113530336B (en) * 2021-08-02 2022-12-27 重庆大学 Concrete column with additional replaceable damper of steel pipe concrete structure
CN114809700A (en) * 2022-05-11 2022-07-29 华侨大学 Damaged reinforced concrete column repairing method and device capable of reducing stress lag of reinforcing steel bars

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