CN114934591A - Prefabricated assembly type self-resetting energy-consuming column base node and assembling method - Google Patents

Prefabricated assembly type self-resetting energy-consuming column base node and assembling method Download PDF

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Publication number
CN114934591A
CN114934591A CN202210580682.2A CN202210580682A CN114934591A CN 114934591 A CN114934591 A CN 114934591A CN 202210580682 A CN202210580682 A CN 202210580682A CN 114934591 A CN114934591 A CN 114934591A
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column
foundation
bolt
steel plate
precast concrete
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CN114934591B (en
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李爽
王浩然
李易
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Harbin Institute of Technology
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Harbin Institute of Technology
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38—Connections for building structures in general
    • E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E04H9/0237—Structural braces with damping devices
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A30/00—Adapting or protecting infrastructure or their operation
    • Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Environmental & Geological Engineering (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

The invention provides a prefabricated assembly type self-resetting energy-consuming column base node and an assembling method, and belongs to the field of assembly type concrete buildings. The self-resetting column base node solves the problems that in an existing self-resetting column base node, sleeve dampers such as lead dampers or oil dampers are commonly adopted as energy dissipation elements, the energy dissipation elements can effectively dissipate seismic energy, but a connection area of the energy dissipation elements and a main body structure is easy to damage, the structure is relatively complex, the cost is high, and the energy dissipation elements are difficult to repair and replace after being damaged. According to the invention, the column end embedded steel sleeve and the foundation embedded steel plate are arranged in the precast concrete column and the foundation, so that the phenomenon that concrete is crushed and peeled off possibly caused by relative rotation at the contact surface of the precast concrete column and the foundation when the earthquake action is large can be effectively prevented, and the structural integrity is enhanced. The butt-joint type energy dissipation damper is connected with the precast concrete column and the foundation by the foundation anchor bolt and the column end anchor bolt, and compared with the traditional sleeve damper, the butt-joint type energy dissipation damper is more convenient and faster to install.

Description

Prefabricated assembly type self-resetting energy-consuming column base node and assembling method
Technical Field
The invention belongs to the field of fabricated concrete buildings, and particularly relates to a prefabricated fabricated self-resetting energy-dissipating column base node and an assembling method.
Background
Earthquakes are one of the main natural disasters on the earth, and huge casualties and economic property losses are often caused. The traditional cast-in-place structure mainly dissipates seismic energy through self plastic deformation, and once the residual deformation is overlarge, the seismic energy is difficult to repair after an earthquake. Since the 90 s of the 20 th century, self-resetting structures connected by using prestressed tendons have been gradually developed and applied, and particularly in the field of fabricated structures, the method of connecting fabricated components by using prestressed tendons and energy dissipation elements has become a main development trend of the self-resetting structures.
Currently, research on self-resetting structures is mainly focused on beam-column joints, and relatively few researches on column base joints are conducted. In the existing self-resetting column base node, sleeve dampers such as lead dampers or oil dampers are commonly adopted as energy dissipation elements, the energy dissipation elements can effectively dissipate seismic energy, but a connection area of the energy dissipation elements and a main body structure is easy to damage, the structure is relatively complex, the cost is high, and the energy dissipation elements are difficult to repair and replace after being damaged. Therefore, the self-resetting column base node which is simple and convenient to assemble and easy to repair or can be replaced quickly after being damaged is researched and developed, and the self-resetting column base node has important significance for promoting the sustainable development of the assembly type building industry in China and the deep research of the assembly type building industry in the field of seismic subjects.
Disclosure of Invention
In view of this, in order to solve the technical problems mentioned in the background art that in the conventional self-resetting column base node, sleeve dampers such as lead dampers or oil dampers are often used as energy dissipation elements, and the energy dissipation elements can effectively dissipate seismic energy, but a connection area with a main body structure is easy to damage, the structure is relatively complex, the cost is high, and repair and replacement after damage are difficult, the invention aims to provide a prefabricated self-resetting energy dissipation column base node and an assembling method thereof, so that connection between a prefabricated concrete column and a foundation is realized to meet the requirements in actual design and construction.
In order to realize the purpose, the invention adopts the following technical scheme: a prefabricated assembly type self-reset energy dissipation column base node comprises a prefabricated reinforced concrete column, a column end embedded steel sleeve, a foundation assembly, four butt joint type energy dissipation dampers, an arc anchoring piece, unbonded prestressed tendons and a prestressed tendon anchorage device; the bottom of the prefabricated reinforced concrete column is wrapped with a column end embedded steel sleeve, the column end embedded steel sleeve is connected with the foundation assembly through two pairwise butted butt joint type energy dissipation dampers at two sides, the two pairwise butted butt joint type energy dissipation dampers are fixed through the arc anchoring piece, and the prefabricated reinforced concrete column is axially penetrated with an unbonded prestressed tendon and is fixed through the prestressed tendon anchoring piece.
Furthermore, the post end embedded steel sleeve comprises a groove-shaped steel plate, a prestressed rib hole I and a plurality of bolt holes I, the prestressed rib hole I is formed in a bottom plate of the groove-shaped steel plate, and the bolt holes I are formed in two sides of the bottom plate.
Furthermore, the position, the number and the size of the prestressed tendon holes I are determined by the position, the number and the size of unbonded prestressed tendons penetrating through the holes, and the position, the number and the size of the bolt holes I are determined by the position, the number and the size of column-end anchoring bolts penetrating through the holes.
Furthermore, the foundation assembly comprises a foundation body and a foundation embedded steel plate, and the foundation body is provided with the foundation embedded steel plate.
Furthermore, the foundation embedded steel plate comprises a rectangular steel plate, a prestressed rib hole II and a bolt hole II, the upper side and the lower side of the plate wall of the rectangular steel plate are respectively provided with the prestressed rib hole II and the bolt hole II in a double-sided through drilling mode, the position, the number and the size of the prestressed rib hole II are determined by the position, the number and the size of unbonded prestressed ribs in a through hole, and the position, the number and the size of the bolt hole II are determined by the position, the number and the size of foundation anchor bolts in the through hole.
Furthermore, a foundation anchor bolt penetrates through the foundation body, a prestressed tendon pore channel III is arranged on the foundation body, and the prestressed tendon pore channel II is aligned with the prestressed tendon pore channel II.
Furthermore, a notch is arranged below the foundation body, and the height of the notch is not less than the sum of the length of the prestressed tendon anchorage device and the length of the unbonded prestressed tendon reserved outside the anchorage device.
Furthermore, the butt joint type energy dissipation damper comprises an anchoring steel plate, a butt joint steel plate, a bolt rotating groove and bolt holes III, wherein the bolt holes III are formed in the anchoring steel plate, the butt joint steel plate is recessed inwards along two sides of the plate wall in the width direction of the anchoring steel plate by a certain depth, the depth is determined by the thickness of an arc-shaped steel piece, the bolt rotating groove is formed in the bolt rotating groove, the central position and the length of the bolt rotating groove are determined according to design requirements, and the width is equal to the outer diameter of a screw rod penetrating through the anchoring bolt in the groove.
Furthermore, the arc-shaped anchoring piece comprises an arc-shaped steel piece and bolt holes IV, the size of the arc-shaped steel piece is determined by the boundaries of inward concave areas on two sides of the plate wall of the butt joint steel plate in the width direction of the steel plate, and the thickness of the arc-shaped steel piece is determined by the relative rotation rigidity between the precast concrete column and the foundation assembly.
The assembling method of the prefabricated self-resetting energy-dissipating column base node specifically comprises the following steps:
(1) hoisting the precast concrete column above the foundation assembly, and slowly moving the precast concrete column downwards to ensure that the contact interface of the precast concrete column and the foundation assembly is closely attached and aligned, and the hole sites of the prestressed rib hole I and the prestressed rib hole II are aligned;
(2) the butt-joint type energy dissipation dampers connected with the foundation assembly on two sides of the precast concrete column are downwards inserted into and penetrate through screw rod parts extending out of the upper surface of a foundation embedded steel plate through foundation anchor bolts, the foundation anchor bolts are screwed and fixed through foundation anchor nuts, then the butt-joint type energy dissipation dampers connected with the precast concrete column are placed on two sides of the column, the bolt hole III is ensured to be aligned with hole positions of reserved bolt holes of the column, meanwhile, two butt-joint type energy dissipation dampers respectively connected with the foundation assembly and the precast concrete column are ensured to be tightly attached and aligned on the contact surface of the butt-joint steel plate, then a column end anchor bolt is inserted into and penetrates through the butt-joint type energy dissipation dampers and the precast concrete column along the bolt hole III and the reserved bolt holes of the column, and the column end anchor bolt is screwed and fixed on the screw rod parts extending out of the outer surface of the other side of the precast concrete column through column end anchor nuts;
(3) buckling the arc anchoring part inwards into a groove area of an external steel plate of the butt-joint type energy consumption damper, ensuring that the inner side plate wall of the arc steel piece and the groove area of the external steel plate are tightly attached and aligned with each other along a contact surface, and aligning a bolt hole IV with a tangential boundary of a bolt rotating groove; then, the anchor bolt penetrates through the bolt hole IV and the bolt rotating groove, the anchor nut is screwed by a torque wrench, and the pre-tightening force applied by the torque wrench is determined by calculating the bending moment transmitted between the prefabricated parts;
(4) the guide unbonded prestressed tendons passes through all the components, the unbonded prestressed tendons are anchored at the notch of the bottom of the foundation assembly, then the stretched unbonded prestressed tendons are tensioned at the top of the precast concrete column, and the unbonded prestressed tendons are fixed by a prestressed tendon anchorage device after tensioning is finished.
Compared with the prior art, the prefabricated assembly type self-resetting energy-consuming column base node and the assembling method have the beneficial effects that:
1. according to the invention, the column end embedded steel sleeve and the foundation embedded steel plate are arranged in the precast concrete column and the foundation, so that the phenomenon that concrete is crushed and peeled off possibly caused by relative rotation at the contact surface of the precast concrete column and the foundation when the earthquake action is large can be effectively prevented, and the structural integrity is enhanced.
2. The butt-joint type energy-consumption damper is connected with the precast concrete column and the foundation by the foundation anchor bolt and the column end anchor bolt, and compared with the traditional sleeve damper, the butt-joint type energy-consumption damper is more convenient and faster to install.
3. The butt-joint type energy dissipation dampers respectively connected with the foundation and the precast concrete column are connected with each other through the arc-shaped anchoring piece, and the pre-tightening force applied to the anchoring bolt can effectively ensure the bending rigidity of the node and bear the bending moment and the shearing force transferred between the precast components.
4. Under the action of earthquake, the precast concrete column and the foundation can rotate leftwards or rightwards within the tangential length range of the bolt rotating groove through the anchor bolt according to different stress directions. In the process, friction and energy dissipation occur between the inner side plate wall of the arc-shaped steel piece and the outer side plate wall of the groove of the butt joint steel plate, so that obvious plastic deformation of the precast concrete column and the foundation can be avoided, and the preset design requirement and the actual use condition can be met. In addition, the arc-shaped anchoring piece, the anchoring bolt and the anchoring nut can be replaced according to actual requirements, and the operation is fast and convenient.
5. The unbonded prestressed tendon adopted by the invention has self-resetting capability, can reduce the residual deformation of the structure under the action of the prestress, so that the precast concrete column is restored to the original initial state after the earthquake, and the unbonded prestressed tendon can also be repaired and replaced after the earthquake according to the actual requirement.
6. The main components of the self-resetting energy-consumption damper can be manufactured in a factory according to actual conditions, and are assembled in sequence after being transported to a site, the installation steps are simple and clear, the requirement on constructors is not high, all structural components can be quickly disassembled and reinstalled and repaired after being damaged, and the development concept that the self-resetting structure can be repaired is met.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate an embodiment of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a perspective view of a post-end pre-embedded steel jacket;
FIG. 2 is a perspective view of a precast concrete column;
FIG. 3 is a perspective view of a base pre-buried steel plate;
FIG. 4 is a perspective view of a foundation anchor bolt;
FIG. 5 is a perspective view of the base anchor nut;
FIG. 6 is a perspective view of the base assembly;
figure 7 is a perspective view of a docking-type dissipative damper;
FIG. 8 is a perspective view of a post-end anchor bolt;
FIG. 9 is a perspective view of a post-end anchor nut;
FIG. 10 is a perspective view of the curved anchor;
FIG. 11 is a perspective view of an anchor bolt
FIG. 12 is a perspective view of the anchor nut;
fig. 13 is a perspective view of an unbonded tendon;
FIG. 14 is a perspective view of a tendon anchor;
FIG. 15 is a perspective view of the precast concrete column in position with the foundation;
FIG. 16 is a perspective view of the completed assembly of the energy-dissipating, docking damper with the foundation and the column of precast concrete;
FIG. 17 is a perspective view of the arc anchoring member assembled with the opposing dissipative damper via the anchor bolt and the anchor nut;
FIG. 18 is a perspective view of unbonded tendons after they have passed through a foundation and a precast concrete column;
fig. 19 is a perspective view of unbonded tendon after it has been tensioned and secured with a tendon anchor.
In the figure, 1-channel steel plate; 2-prestressed rib holes I; 3-bolt hole I; 4-prestressed tendon duct I; 5-reserving bolt holes on the columns; 6-rectangular steel plate; 7-prestressed rib holes II; 8-bolt hole II; 9-anchor bolts of foundation; 10-a base anchor nut; 11-prestressed tendon pore canal III; 12-notches; 13-anchoring a steel plate; 14-butt-joint of steel plates; 15-bolt turning groove; 16-bolt hole III; 17-column end anchor bolts; 18-post end anchor nut; 19-an arc-shaped steel member; 20-bolt hole IV; 21-an anchor bolt; 22-an anchor nut; 23-unbonded prestressed tendons; 24-prestressed tendon anchorage.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely explained below with reference to the drawings in the embodiments of the present invention. It should be noted that, in the present invention, the embodiments and features of the embodiments may be combined with each other without conflict, and the described embodiments are only a part of the embodiments of the present invention, not all of the embodiments.
First, a first specific embodiment, which will be described with reference to fig. 1 to 19, is a prefabricated self-resetting energy-dissipating column base node, including a prefabricated reinforced concrete column, a column end embedded steel jacket, a foundation assembly, four butt-joint energy-dissipating dampers, an arc anchoring member, an unbonded prestressed tendon and a prestressed tendon anchorage; the bottom of the prefabricated reinforced concrete column is wrapped with a column end embedded steel sleeve, the column end embedded steel sleeve is connected with the foundation assembly through two pairwise butted butt joint type energy dissipation dampers at two sides, the two pairwise butted butt joint type energy dissipation dampers are fixed through the arc anchoring piece, and the prefabricated reinforced concrete column is axially penetrated with an unbonded prestressed tendon and is fixed through the prestressed tendon anchoring piece.
(1) As shown in fig. 1, the concrete structure and manufacturing process of the embedded steel jacket at the column end are as follows:
the post end embedded steel sleeve (shown in figure 1) is composed of a groove-shaped steel plate 1, a prestressed rib hole I2 and a bolt hole I3.
The upper side and the lower side of a bottom plate of the groove-shaped steel plate 1 and the left side and the right side of a plate wall are respectively provided with a prestressed rib hole I2 and a bolt hole I3 in a double-sided through drilling mode, the position, the number and the size of the prestressed rib hole I2 are determined by the position, the number and the size of an unbonded prestressed rib 23 in a penetrating hole, and the position, the number and the size of the bolt hole I3 are determined by the position, the number and the size of a column end anchoring bolt 17 in the penetrating hole. The thickness of the channel steel plate 1 is determined by the relative rotational stiffness between the precast concrete column (fig. 2) and the foundation assembly (fig. 6), and the remaining dimensions are determined by the size of the precast concrete column.
(2) As shown in fig. 2, the concrete structure and manufacturing process of the precast concrete column are as follows:
a metal corrugated pipe or a PVC pipe is embedded in the middle area of the column reinforcement framework, and the hollow area inside the column reinforcement framework is used as a prestressed tendon duct I4 for penetrating through the unbonded prestressed tendon 23. The template is supported outside the steel reinforcement framework, and a steel sleeve (shown in figure 1) embedded at the column end is fixed at the bottom end of the steel reinforcement framework through the template, so that the prestressed reinforcement hole I2 is aligned with the prestressed reinforcement hole channel I4. In the process of pouring concrete, a plurality of steel bars can be inserted through the bolt holes I3 at the left side and the right side of the embedded steel sleeve at the column end and penetrate through the whole steel reinforcement framework. The pouring thickness of the concrete in the protective layer of the template is not less than that of the embedded steel sleeve at the column end, and the outer surfaces of the left side and the right side of the concrete are parallel and level to each other along the longitudinal direction. And after the concrete is solidified, pulling out the steel bar to form a column reserved bolt hole 5, and then removing the template to finish the manufacturing of the precast concrete column.
(3) As shown in fig. 3, the foundation embedded steel plate (fig. 3) is composed of a rectangular steel plate 6, a prestressed rib hole ii 7 and a bolt hole ii 8.
The upper side and the lower side of the plate wall of the rectangular steel plate 6 are respectively provided with a prestressed rib hole II 7 and a bolt hole II 8 in a double-sided through drilling mode, the position, the number and the size of the prestressed rib hole II 7 are determined by the position, the number and the size of unbonded prestressed ribs 23 penetrating through the hole, and the position, the number and the size of the bolt hole II 8 are determined by the position, the number and the size of the foundation anchor bolt 9 penetrating through the hole. The thickness of the rectangular steel plate 6 is determined by the relative rotational stiffness between the precast concrete column and the foundation assembly, and the remaining dimensions are determined by the dimensions of the foundation assembly.
(4) As shown in fig. 4 to 5, the concrete structure and manufacturing process of the foundation anchor bolt and the foundation anchor nut are as follows:
the number and size of the foundation anchor bolts 9 may be determined according to actual design requirements.
The number and size of the foundation anchor nuts 10 are determined by the number and size of the foundation anchor bolts 9.
The foundation anchor bolts 9 are preferably high-strength bolts.
(5) As shown in fig. 6, the specific structure and fabrication process of the foundation is as follows:
a metal corrugated pipe or a PVC pipe is embedded in the middle area of the basic steel bar framework, and the hollow area inside the basic steel bar framework is used as a prestressed tendon pore canal III 11 for penetrating through the unbonded prestressed tendon 23. And fixing a foundation embedded steel plate (shown in figure 3) on the upper side of the steel reinforcement framework through a template at an outer supporting template of the steel reinforcement framework to ensure that the prestressed reinforcement hole II 7 is aligned with the prestressed reinforcement hole III 11. The lower part of the foundation component is provided with a notch 12, and the height of the notch 12 is not less than the sum of the length of the prestressed tendon anchorage device 24 and the length of the unbonded prestressed tendon 23 reserved outside the anchorage device. In the process of pouring concrete, the foundation anchor bolt 9 penetrates through the bolt hole II 8 from bottom to top and extends upwards for a certain length to be connected with the foundation anchor nut 10. The pouring thickness of the concrete in the protective layer of the template is not less than the thickness of the foundation embedded steel plate, and the outer surfaces of the concrete and the foundation embedded steel plate are horizontally flush with each other. And after the concrete is solidified, removing the template to finish the manufacture of the foundation assembly (figure 6).
(6) As shown in fig. 7, the specific structure and manufacturing process of the butt-joint type energy-consuming damper are as follows:
the butt-joint type energy-consumption damper (figure 7) is composed of an anchoring steel plate 13, a butt-joint steel plate 14, a bolt rotating groove 15 and a bolt hole III 16.
Bolt holes III 16 are formed in the upper side and the lower side of the plate wall of the anchoring steel plate 13 in a double-face through drilling mode, and the positions, the number and the sizes of the bolt holes III 16 are determined by the positions, the numbers and the sizes of the foundation anchoring bolts 9 or the column end anchoring bolts 17 penetrating through the holes respectively.
The two sides of the plate wall of the butt joint steel plate 14 in the width direction of the steel plate are recessed inwards for a certain depth, the depth is determined by the thickness of the arc-shaped steel piece 19, a bolt rotating groove 15 is formed in the direction in a grooving or milling machine machining mode, the center position and the length of the bolt rotating groove 15 are determined according to design requirements, and the width is equal to the outer diameter of a screw rod of an anchoring bolt 21 penetrating through the groove.
The sizes of the anchor steel plate 13 and the butt steel plate 14 are determined by the shearing force and the bending moment transferred between the precast concrete column and the foundation assembly, respectively.
(7) As shown in fig. 8 to 9, the concrete structure and manufacturing process of the column-end anchor bolt and the column-end anchor nut are as follows:
the number and size of the stud-end anchor bolts 17 may be determined according to actual design requirements.
The number and size of the column-end anchor nuts 18 are determined by the number and size of the column-end anchor bolts 17.
The post-end anchor bolt 17 is preferably a high-strength bolt.
(8) As shown in fig. 10, the specific structure and manufacturing process of the arc-shaped anchor is as follows:
the arc-shaped anchor (fig. 10) consists of an arc-shaped steel piece 19 and a bolt hole IV 20.
The size of the arc-shaped steel member 19 is determined by the boundaries of the inwardly recessed areas of both sides of the panel wall of the butt-jointed steel plate 14 in the width direction of the steel plate, and the thickness is determined by the relative rotational rigidity between the precast concrete column and the foundation assembly.
The size of the bolt hole iv 20 is determined by the outer diameter of the screw of the anchor bolt 21.
(9) As shown in fig. 11 to 12, the specific structure and manufacturing process of the anchor bolt and the anchor nut are as follows:
the length of the screw rod of the anchor bolt 21 is not less than the sum of the double thickness of the arc-shaped steel piece 19 and the thickness of the butt steel plate 14.
The outer diameter of the screw of the anchor bolt 21 is calculated from the bending moment transmitted between the prefabricated parts.
The anchor bolt 21 is preferably a high-strength bolt.
The size of the anchor nut 22 is determined by the outer diameter of the screw of the anchor bolt 21.
(10) As shown in fig. 13-14, the concrete structure and manufacturing process of the unbonded prestressed tendon and prestressed tendon anchorage device are as follows:
the number and size of unbonded tendons 23 can be determined according to actual design requirements.
The prestressed tendon anchorage 24 may be a clip type anchorage, a support type anchorage or a cone plug type anchorage, depending on the actual situation.
Among the above-mentioned component, the foundation component can adopt cast-in-place or prefabricated mode to make according to actual conditions, and all other components can all be prefabricated in the mill and accomplish or purchase, then transport the job site and assemble, and concrete assembling process is as follows:
(1) as shown in fig. 15, the precast concrete column is hoisted to the upper side of the foundation assembly and slowly moves downwards, so that the contact interface of the precast concrete column and the foundation assembly is tightly attached and aligned, and the hole positions of the prestressed rib hole I2 and the prestressed rib hole II 7 are aligned with each other.
(2) As shown in fig. 16, the butt-joint type energy-consuming dampers connected with the foundation assembly are inserted downwards at both sides of the precast concrete column and penetrate through the screw part of the foundation anchor bolt 9 extending out of the upper surface of the foundation embedded steel plate, and is screwed up and fixed by a foundation anchor nut 10, and then the butt joint type energy dissipation dampers connected with the precast concrete column are placed at the two sides of the column to ensure that the bolt holes III 16 and the reserved bolt holes 5 of the column are aligned with each other, while ensuring that the two abutting energy-consuming dampers connected to the foundation assembly and the column of precast concrete respectively are closely aligned at the contact surfaces of the abutting steel plates 14, and then, inserting a column end anchoring bolt 17 into the prefabricated concrete column along a bolt hole III 16 and the reserved bolt hole 5 of the column in a penetrating manner, and screwing and fixing the column end anchoring bolt 17 on a screw part extending out of the outer surface of the other side of the prefabricated concrete column through a column end anchoring nut 18.
(3) As shown in fig. 17, the arc-shaped anchoring member (fig. 10) is buckled inwards into the groove area of the circumscribed steel plate 14 of the butt-joint type energy-consuming damper (fig. 7), so that the inner plate wall of the arc-shaped steel piece 19 and the groove area of the circumscribed steel plate 14 are tightly aligned with each other along the contact surface, and the bolt hole iv 20 is aligned with the tangential boundary of the bolt rotating groove 15. Then, the anchor bolt 21 penetrates through the bolt hole IV 20 and the bolt rotating groove 15, the anchor nut 22 is screwed by a torque wrench, and the pre-tightening force applied by the torque wrench is calculated and determined by the bending moment transferred between the prefabricated parts.
(4) As shown in fig. 18 to 19, the unbonded prestressed tendons 23 are guided to penetrate through all the members, the unbonded prestressed tendons 23 are anchored at the notches 12 at the bottom of the foundation assembly, then the extended unbonded prestressed tendons 23 are tensioned at the top of the precast concrete column, and the unbonded prestressed tendons 23 are fixed by using a prestressed tendon anchorage device 24 after tensioning is finished.
In this embodiment, pre-buried steel bushing of column end and the pre-buried steel sheet of basis can prevent effectively that precast concrete post (fig. 2) and foundation assembly from when the earthquake action is great, and concrete crushing that contact surface department probably produced because of relative rotation peels off the phenomenon, has strengthened the wholeness of structure.
In this embodiment, dock energy dissipation damper passes through foundation anchor bolt 9 and column end anchor bolt 17 and links to each other with foundation assembly and precast concrete post, compares in traditional sleeve damper, and the installation is convenient and fast more.
In this embodiment, the butt joint type energy dissipation dampers respectively connected to the foundation assembly and the precast concrete column are connected to each other through the arc-shaped anchoring member, and the pre-tightening force applied to the anchoring bolt 21 can effectively ensure the bending rigidity of the joint and bear the bending moment and the shearing force transferred between the precast members.
In this embodiment, under the action of an earthquake, the precast concrete column and the foundation assembly can be rotated leftward or rightward within the tangential length range of the bolt rotation groove 15 by the anchor bolt 21 according to different stress directions. In the process, friction and energy dissipation occur between the inner side plate wall of the arc-shaped steel piece 19 and the outer side plate wall of the groove of the butt joint steel plate 14, so that obvious plastic deformation of the precast concrete column and the foundation assembly can be avoided, and the preset design requirement and the actual use condition can be met.
In this embodiment, the bending moment transmitted between the prefabricated parts is borne by the unbonded prestressed tendons 23. All the prefabricated parts are connected by prestressing the unbonded prestressed tendons 23, and pre-stress is generated. When the earthquake effect is great, when reaching its biggest relative rotation state between the dock-type power consumption attenuator, the precast concrete post can take place upwards to lift from for basic unit. After the earthquake, the precast concrete column and the foundation assembly can be restored to the original initial state under the action of the unbonded prestressed tendons 23.
The embodiments of the invention disclosed above are intended to be merely illustrative. The examples are not intended to be exhaustive or to limit the invention to the precise embodiments described. Many modifications and variations are possible in light of the above teaching. The embodiments were chosen and described in order to best explain the principles of the invention and the practical application, to thereby enable others skilled in the art to best utilize the invention.

Claims (10)

1. The utility model provides a prefabricated assembled is from restoring to throne power consumption column base node which characterized in that: the device comprises a prefabricated reinforced concrete column, a column end embedded steel sleeve, a foundation assembly, four butt joint type energy dissipation dampers, an arc anchoring piece, an unbonded prestressed tendon and a prestressed tendon anchorage; the bottom of the prefabricated reinforced concrete column is wrapped with a column end embedded steel sleeve, the column end embedded steel sleeve is connected with the foundation assembly through two pairwise butted butt joint type energy dissipation dampers at two sides, the two pairwise butted butt joint type energy dissipation dampers are fixed through the arc anchoring piece, and the prefabricated reinforced concrete column is axially penetrated with an unbonded prestressed tendon and is fixed through the prestressed tendon anchoring piece.
2. The prefabricated self-resetting energy-dissipating column base node according to claim 1, wherein: the pre-buried steel bushing of column end includes channel steel sheet (1), prestressing force muscle hole I (2) and a plurality of bolt hole I (3), be provided with prestressing force muscle hole I (2) on the bottom plate of channel steel sheet (1), both sides are provided with a plurality of bolt hole I (3).
3. The prefabricated self-resetting energy-dissipating column base node according to claim 2, wherein: the position, the number and the size of the prestressed tendon holes I (2) are determined by the position, the number and the size of unbonded prestressed tendons (23) penetrating through the holes, and the position, the number and the size of the bolt holes I (3) are determined by the position, the number and the size of column-end anchor bolts (17) penetrating through the holes.
4. The prefabricated self-resetting energy-dissipating column base node according to claim 1, wherein: the foundation assembly comprises a foundation body and a foundation embedded steel plate, wherein the foundation body is provided with the foundation embedded steel plate.
5. The prefabricated self-resetting energy-dissipating column base node according to claim 4, wherein: the pre-buried steel sheet of basis includes rectangle steel sheet (6), prestressing force muscle hole II (7) and bolt hole II (8), both sides set up prestressing force muscle hole II (7) and bolt hole II (8) respectively through the mode of two-sided through drilling about the bulkhead of rectangle steel sheet (6), and the position, number and the size of prestressing force muscle hole II (7) are confirmed by the position, the radical and the size of passing downthehole unbonded prestressing force muscle (23), and the position, the radical and the size of bolt hole II (8) are confirmed by the position, the radical and the size of passing downthehole basis anchor bolt (9).
6. The prefabricated self-resetting energy-dissipating column base node according to claim 5, wherein: a foundation anchor bolt (9) penetrates through the foundation body, a prestressed tendon pore passage III 11 is formed in the foundation body, and a prestressed tendon pore passage II (7) is aligned with the prestressed tendon pore passage II (11).
7. The prefabricated self-resetting energy-dissipating column base node according to claim 5, wherein: the foundation body is provided with a notch (12) below, and the height of the notch (12) is not less than the sum of the length of the prestressed tendon anchorage device (24) and the length of the unbonded prestressed tendon (23) reserved outside the anchorage device.
8. The prefabricated self-resetting energy-dissipating column base node according to claim 1, wherein: the butt joint type energy dissipation damper comprises an anchoring steel plate (13), a butt joint steel plate (14), bolt rotating grooves (15) and bolt holes III (16), wherein the bolt holes III (16) are formed in the anchoring steel plate (13), the two sides of the plate wall of the butt joint steel plate (14) in the width direction of the anchoring steel plate (13) are inwards recessed by a certain depth, the depth is determined by the thickness of an arc-shaped steel piece (19), the bolt rotating grooves (15) are formed in the bolt rotating grooves, the central position and the length of the bolt rotating grooves (15) are determined according to design requirements, and the width is equal to the outer diameter of a screw rod penetrating through an anchoring bolt (21) in the groove.
9. The prefabricated self-resetting energy-dissipating column base node according to claim 8, wherein: the arc-shaped anchoring piece comprises an arc-shaped steel piece (19) and bolt holes IV (20), the size of the arc-shaped steel piece (19) is determined by the boundaries of inward concave areas on two sides of the plate wall of the butt joint steel plate (14) in the width direction of the steel plate, and the thickness is determined by the relative rotation rigidity between the precast concrete column and the foundation assembly.
10. A method of assembling a prefabricated self-resetting energy dissipating column foot node according to any one of claims 1 to 9, wherein: the method specifically comprises the following steps:
(1) hoisting the precast concrete column above the foundation assembly, and slowly moving the precast concrete column downwards to ensure that the contact interface of the precast concrete column and the foundation assembly is tightly attached and aligned, and the hole sites of the prestressed rib hole I (2) and the prestressed rib hole II (7) are aligned;
(2) the butt joint type energy dissipation dampers connected with the foundation component at two sides of the precast concrete column are downwards inserted and penetrate through screw rod parts extending out of the upper surface of a foundation anchor bolt (9) on a foundation embedded steel plate, are screwed and fixed through a foundation anchor nut 10, then the butt joint type energy dissipation dampers connected with the precast concrete column are placed at two sides of the column to ensure that bolt holes III (16) and hole positions of reserved bolt holes (5) of the column are aligned with each other, simultaneously ensure that two butt joint type energy dissipation dampers respectively connected with the foundation component and the precast concrete column are tightly attached and aligned at the contact surface of a butt joint steel plate (14), then a column end anchor bolt (17) is inserted through the butt joint type energy dissipation dampers and the precast concrete column along the bolt holes III (16) and the reserved bolt holes (5), and the column end column anchor bolt (17) penetrates through the screw rod parts extending out of the outer surface of the other side of the precast concrete column, the column end anchoring nut (18) is used for screwing and fixing;
(3) buckling the arc-shaped anchoring piece into a groove area of an external steel plate (14) of the butt-joint type energy-consumption damper inwards to ensure that an inner side plate wall of the arc-shaped steel piece (19) and the groove area of the external steel plate (14) are tightly attached to each other along a contact surface and aligned, and aligning a bolt hole IV (20) with a tangential boundary of a bolt rotating groove (15); then, an anchor bolt (21) penetrates through the bolt hole IV (20) and the bolt rotating groove (15), an anchor nut (22) is screwed by a torque wrench, and the pre-tightening force applied by the torque wrench is calculated and determined by the bending moment transmitted between the prefabricated components;
(4) the guide does not have bondn prestressing tendons (23) and passes whole component, locates to do not have bondn prestressing tendons (23) anchor in notch (12) of basic subassembly bottom, then stretch-draw does not have bondn prestressing tendons (23) to stretching out at precast concrete post top, adopts prestressing tendons ground tackle (24) fixed no bondn prestressing tendons (23) after the stretch-draw finishes.
CN202210580682.2A 2022-05-26 Prefabricated self-resetting energy-consumption column foot joint and assembling method Active CN114934591B (en)

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CN114934591B CN114934591B (en) 2024-06-25

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CN113863491A (en) * 2021-09-17 2021-12-31 哈尔滨工业大学 Self-resetting friction node connecting structure and assembling method for beam column of assembled concrete frame
JP2022063477A (en) * 2020-10-12 2022-04-22 株式会社フジタ Column base structure of unbonded precast prestressed concrete column

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009024367A (en) * 2007-07-18 2009-02-05 Nippon Steel Corp Column base fixing structure of steel column
CN103243814A (en) * 2013-05-29 2013-08-14 吕西林 Function recoverable prefabricate column base node
CN104032839A (en) * 2014-07-03 2014-09-10 河北联合大学 Connecting structure of frictional type damper assembling type frame joint and constructing method thereof
CN108193792A (en) * 2017-12-01 2018-06-22 北京建筑大学 A kind of novel replaceable waves energy consumption suspension column
CN108487459A (en) * 2018-03-09 2018-09-04 中国建筑股份有限公司 A kind of not damaged adjustable rigidity precast frame column foot connecting structure and its construction method
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CN113863491A (en) * 2021-09-17 2021-12-31 哈尔滨工业大学 Self-resetting friction node connecting structure and assembling method for beam column of assembled concrete frame

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