CN115573325B - Precast pile damping connection device and construction method - Google Patents
Precast pile damping connection device and construction method Download PDFInfo
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- CN115573325B CN115573325B CN202211285387.0A CN202211285387A CN115573325B CN 115573325 B CN115573325 B CN 115573325B CN 202211285387 A CN202211285387 A CN 202211285387A CN 115573325 B CN115573325 B CN 115573325B
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- 238000013016 damping Methods 0.000 title claims abstract description 41
- 238000010276 construction Methods 0.000 title claims abstract description 19
- 229910001285 shape-memory alloy Inorganic materials 0.000 claims abstract description 41
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims abstract description 31
- 230000035939 shock Effects 0.000 claims abstract description 23
- 230000000149 penetrating effect Effects 0.000 claims abstract description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 42
- 239000010959 steel Substances 0.000 claims description 42
- 238000005265 energy consumption Methods 0.000 claims description 9
- 239000011148 porous material Substances 0.000 claims description 8
- 239000004567 concrete Substances 0.000 claims description 7
- 238000000034 method Methods 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 2
- 238000010521 absorption reaction Methods 0.000 abstract description 7
- 230000009471 action Effects 0.000 description 12
- 238000005452 bending Methods 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 3
- 229910001209 Low-carbon steel Inorganic materials 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000009413 insulation Methods 0.000 description 2
- 238000011084 recovery Methods 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 230000008034 disappearance Effects 0.000 description 1
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- 238000002955 isolation Methods 0.000 description 1
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- 239000002184 metal Substances 0.000 description 1
- 150000002739 metals Chemical class 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
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- 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)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a precast pile damping connecting device and a construction method thereof, the device comprises a precast pile and a precast pile cap, a connecting sleeve is arranged in the precast pile, a connecting rod penetrating through the precast pile cap is arranged in the connecting sleeve, the precast pile and the precast pile cap are fixedly connected through a connecting rod matched energy dissipation bolt, an energy dissipation and damping device is arranged between the connecting rod and the connecting sleeve, the energy dissipation and damping device comprises a shape memory alloy component arranged on the inner wall of the connecting sleeve and a rubber damping component arranged at the bottom of the connecting sleeve, the connecting rod penetrates through a hollow part of the shape memory alloy component and is matched with the shape memory alloy component, a base of the connecting rod is arranged on the rubber damping component, and a disc spring component is arranged between the base of the connecting rod and the connecting sleeve. The invention can realize reliable and quick connection of the nodes, and the energy dissipation bolts, the connecting base plates and the energy dissipation and shock absorption devices in the connecting sleeve cooperate to consume energy, thereby improving the shock resistance of the structure.
Description
Technical Field
The invention relates to a damping connection technology, in particular to a precast pile damping connection device and a construction method.
Background
The bearing platform is an important structural member for connecting the upper structure and the lower pile foundation in structural design, and plays a role in supporting the upper structure, namely, the bearing platform bears the transmitted axial force, shearing force and bending moment of the upper structure and simultaneously plays a certain constraint role on the upper structure; for lower pile foundations, the cap effectively transfers the upper load to the foundation through the pile foundation and effectively limits pile top displacement. Near the bearing platform, the stress of the pile top is complex and larger; the stress of the pile body at the middle upper part of the pile is larger, which is caused by the fact that the soil body at the upper layer is compressed and settled, and the friction resistance of the soil body is smaller; in the middle of the pile, the stress of the pile body is smaller, because the friction resistance of the soil body at the position is larger; at the lower part of the pile, the stress of the pile body is smaller because of the stress relaxation of the soil layer and the penetration deformation of the pile end is larger. Under the action of earthquake, the stress at the joint of the pile head and the bearing platform and the upper part of the pile body is larger, and the pile head and the bearing platform are easily damaged at first.
At present, in the construction process of pile foundations and bearing platforms of the structure, a method of on-site casting concrete is mostly adopted, and connection is carried out on the basis of inserting reinforcing steel bars into core filling concrete, so that the connection between the pile and the bearing platforms is firmer and more reliable. The processing mode belongs to a rigid joint construction method, and has longer construction period and poorer anti-seismic performance.
China is a country with frequent earthquakes, and the earthquake reduction and isolation technology is widely applied to the field of constructional engineering as an effective means capable of improving the earthquake resistance of the structure and reducing the earthquake hazard, and achieves good effects. At present, the vibration reduction and insulation device is mainly used for vibration control of an upper structure, such as energy dissipation elements of a lead (mild steel) damper, a viscous damper, a friction damper and the like, and various vibration insulation supports, and is not commonly applied to pile foundations. How to ensure that the pile foundation does not cause disastrous effects when an earthquake comes and can continue to work normally after the earthquake, and the upper structure is prevented from being damaged by the earthquake is a problem to be solved urgently.
Disclosure of Invention
The invention aims to: the invention aims to provide a precast pile damping connection device and a construction method, which can shorten the construction period and improve the anti-seismic performance of a structure.
The technical scheme is as follows: the invention discloses a precast pile damping connecting device, which comprises a precast pile and a precast pile cap, wherein a connecting sleeve is arranged in the precast pile, a connecting rod penetrating through the precast pile cap is arranged in the connecting sleeve, the precast pile and the precast pile cap are fixedly connected through a connecting rod matched energy dissipation bolt, an energy dissipation and damping device is arranged between the connecting rod and the connecting sleeve, the energy dissipation and damping device comprises a shape memory alloy component arranged on the inner wall of the connecting sleeve and a rubber damping component arranged at the bottom of the connecting sleeve, the connecting rod penetrates through a hollow part of the shape memory alloy component and is matched with the shape memory alloy component, a base of the connecting rod is arranged on the rubber damping component, and a disc spring component is sleeved on the periphery of the base of the connecting rod.
Preferably, the connecting rod comprises a reducing part and a base, wherein the reducing part is positioned in the connecting sleeve, the diameter of the reducing part is reduced from bottom to top, the shape memory alloy assembly comprises a plurality of hollow annular shape memory alloy layers, the diameter of the hollow part is gradually reduced from bottom to top, and the reducing part of the connecting rod passes through from bottom to top and a gap is reserved between the reducing part and the base.
Preferably, a space is arranged between the shape memory alloy layers, each shape memory alloy layer comprises a plurality of shape memory alloy blocks circumferentially enclosed, and gaps are arranged between adjacent shape memory alloy blocks.
Preferably, the shape memory alloy assembly is inclined downwardly.
Preferably, the rubber damping assembly comprises an upper steel plate, a lower steel plate, and a plurality of rubber plates and stiffening steel plates arranged between the upper steel plate and the lower steel plate, wherein the rubber plates and the stiffening steel plates are alternately stacked.
Preferably, the energy dissipation and shock absorption device further comprises a limiting block, wherein the limiting block is arranged on the inner wall of the connecting sleeve and positioned below the shape memory alloy component, and a distance is reserved between the limiting block and the base of the connecting rod and used for limiting the moving position of the connecting rod.
Preferably, a connecting backing plate is arranged between the energy dissipation bolt and the prefabricated bearing platform.
Preferably, a stirrup sleeve is arranged at the contact position of the prefabricated platform and the connecting rod, and concrete is filled between the connecting rod and the stirrup sleeve.
Preferably, the bottom end of the connecting sleeve is connected with a longitudinal screw-thread steel bar arranged in the precast pile.
The construction method of the precast pile damping connecting device comprises the following steps:
(a) Component preparation: prefabricating a connecting rod, a connecting sleeve, an energy-consuming and damping device, an energy-dissipating bolt, a precast pile and a prefabricating bearing platform, and combining the connecting rod, the connecting sleeve and the energy-consuming and damping device into a whole after being assembled;
(b) And (3) construction of precast piles: the precast pile is applied at a preset position according to the construction requirement;
(c) Hoisting a prefabricated bearing platform: hoisting the prefabricated bearing platform to the top of the prefabricated pile, and placing a pore canal reserved in the prefabricated bearing platform on the prefabricated pile through the connecting rod;
(d) The precast pile is connected with the precast pile cap: filling concrete in the gap between the prefabricated pile cap and the connecting rod, and fixedly connecting the prefabricated pile and the prefabricated pile cap through the connecting rod matched energy dissipation bolt and the connecting base plate.
The beneficial effects are that: compared with the prior art, the invention has the following remarkable advantages: 1. when an earthquake or an impact occurs, the energy dissipation bolts, the connecting base plates and the energy dissipation and shock absorption devices in the connecting sleeve work cooperatively to consume energy, and the connecting rod drives the energy dissipation and shock absorption devices in the connecting sleeve to move together when the connecting rod is subjected to the earthquake action, so that most of energy transmitted by the earthquake is absorbed and consumed, and the purpose of protecting pile foundations and bearing platforms is achieved; the deformation of the energy dissipation bolts and the connecting backing plates gradually changes the rigid connection between the precast pile and the precast pile cap into semi-rigid connection, so that the bending moment at the connection position of the precast pile and the precast pile cap is reduced, the damage of the precast pile and the precast pile cap is reduced to a certain extent, and the earthquake resistance of the whole structure is improved; 2. the prefabricated components can shorten the construction period, reduce the construction cost and meet the requirements of building industrialization and green buildings.
Drawings
FIG. 1 is a schematic diagram of the structure of the present invention;
FIG. 2 is a block diagram of a precast pile according to the present invention;
FIG. 3 is a schematic view of the prefabricated platform structure of the present invention;
fig. 4 is a schematic view showing the arrangement of the connecting rod, the connecting sleeve and the longitudinal spiral steel bar in the precast pile;
FIG. 5 is a schematic view of a connecting rod according to the present invention;
FIG. 6 is a schematic view of the arrangement of the energy dissipating and shock absorbing device of the present invention within a connecting sleeve;
FIG. 7 is a block diagram of the energy dissipating and shock absorbing device of the present invention;
FIG. 8 is a cross-sectional view of the belleville spring assembly of the present invention;
fig. 9 is a top view of the energy dissipating and shock absorbing device of the present invention.
In the figure: 1. precast piles; 2. prefabricating a bearing platform; 3. a connecting rod; 31. a constant diameter portion; 32. a variable diameter portion; 33. a base; 4. a connecting sleeve; 5. an energy dissipation bolt; 6. a stirrup sleeve; 7. energy consumption damping device; 71. a shape memory alloy component; 72. a limiting block; 73. a belleville spring assembly; 74. a rubber damping assembly; 741. a steel plate is arranged; 742. a rubber plate; 743. stiffening the steel plate; 744. a lower steel plate; 8. connecting the backing plate; 9. longitudinal screw reinforcing bar.
Detailed Description
The technical scheme of the invention is further described below with reference to the accompanying drawings.
As shown in figures 1-3, the prefabricated pile damping connecting device comprises a prefabricated pile 1, a prefabricated bearing platform 2, a connecting rod 3, a connecting sleeve 4, an energy dissipation bolt 5 and a connecting base plate 8. The connecting sleeve 4 is arranged inside the precast pile 1, and the connecting sleeve 4 is arranged inside the precast pile. The precast pile 1 is a precast reinforced concrete pile, and is a composite component of a connecting sleeve 4 and reinforced concrete cast-in-situ integration, the connecting sleeve 4 is a steel sleeve, is arranged inside a pile body, is formed by two cylindrical sleeves with different diameters and is internally communicated, the top end of the steel sleeve extends out into a reserved vertical pore canal of a precast pile cap 2, and the bottom end of the steel sleeve is connected with a longitudinal screw thread steel bar 9 arranged in the precast pile. The connecting rod 3 is provided in a steel sleeve with the upper part extending upwards as shown in fig. 4.
The prefabricated pile cap 2 is a multi-pile cap, vertical pore canals are reserved at the connecting positions of the prefabricated pile cap 2, the connecting rods 3 and the connecting sleeves 4 of the prefabricated pile 1, and stirrup sleeves 6 are arranged on the peripheries of the vertical pore canals, so that the local compression bearing capacity of the prefabricated pile cap can be improved.
The precast pile 1 is connected with the precast pile cap 2 through a connecting rod 3, the connecting rod 3 is a connecting steel rod and comprises a constant diameter portion 31, a variable diameter portion 32 and a base 33, the constant diameter portion 31 is located outside the connecting sleeve, a reserved vertical pore canal of the precast pile cap 2 is penetrated, and external threads are arranged on the periphery of the constant diameter portion 31. The diameter-changing portion 32 is located in the upper cylindrical sleeve of the steel sleeve, the diameter of which gradually decreases from bottom to top, and the base 33 is located in the lower cylindrical sleeve of the steel sleeve, and is a convex base, as shown in fig. 5.
The precast pile 1 and the precast pile cap 2 are fixedly connected through the constant diameter part 31 of the connecting rod 3, the energy dissipation bolt 5 at the top of the precast pile cap and the connecting gasket 8. The connecting backing plate 8 is a rubber plate or a soft steel sheet, and under the action of pressure, the connecting backing plate is subjected to certain elastoplastic deformation, so that the connection strength of the energy dissipation bolt 5 is weakened, the connecting strength of the energy dissipation bolt is gradually changed into semi-rigid connection from rigid connection, the bending moment at the joint of the precast pile and the precast pile cap is reduced, the damage of the precast pile and the precast pile cap is reduced to a certain extent, the earthquake resistance of the whole structure is improved, the rigidity of the whole structure system is reduced, the energy consumption damping of the structure system is increased, and the dynamic response of the structure is reduced. The connecting pad is designed according to relevant specifications. The energy dissipating bolt 5 is a bolt capable of consuming more energy under the action of force. Under the action of repeated load, the energy dissipation bolts 5 and the connecting base plate 8 deform to consume a part of energy, and the connection of the energy dissipation bolts becomes weaker, so that the earthquake action of the structure is reduced.
The energy dissipation and shock absorption device 7 is arranged between the connecting rod and the steel sleeve, and the connecting rod drives the energy dissipation and shock absorption device inside the steel sleeve to move together when receiving the earthquake action, so that most of energy transmitted by the earthquake is absorbed and consumed, and the purpose of protecting pile foundations and bearing platforms is achieved. The rigidity and strength of the connecting rod 3 meet the continuity of force transmission between the precast pile and the precast pile cap. As shown in fig. 7 to 8, the energy dissipation and shock absorption device 7 comprises a shape memory alloy assembly 71, a limiting block 72, a belleville spring assembly 73 and a rubber damping assembly 74, wherein the shape memory alloy assembly 71 is arranged on an inner arm of an upper cylindrical sleeve of the steel sleeve and is matched with the reducing part 32 of the connecting rod. The shape memory alloy member 71 has a better deformation recovery capability than general metals, and a large strain generated during stress can be recovered along with the disappearance of the force, especially a strong deformation recovery capability under the action of earthquake or impact. The arrangement of the reducing fit is to enlarge the contact surface between the two, so that the shape memory alloy group can better squeeze and deform to absorb energy. The shape memory alloy assembly 71 comprises four hollow layers of shape memory alloy with a central preformed hole that tapers from bottom to top in diameter to meet the clearance between the reduced diameter portions 32 of the connecting rod passing from bottom to top. The same layer of shape memory alloy layer comprises 6 shape memory alloy blocks which are circumferentially enclosed, and gaps are arranged between the adjacent shape memory alloy blocks, so that the variable-diameter steel bars pass through the gaps and are not contacted with each other. The shape memory alloy block is inclined downwards, so that the shape memory alloy block can be conveniently contacted with the reducing part of the connecting rod to be extruded and deformed to absorb energy when the connecting rod is pulled.
The limiting block 72 is an annular limiting device made of mild steel, is located below the shape memory alloy component 71, is spaced from the convex base of the connecting rod by a certain distance, and is used for limiting the moving position of the connecting rod and preventing the connecting rod from generating larger displacement under the action of earthquake or vibration. The belleville spring assembly 73 is arranged on the periphery of the base of the connecting rod and is matched with the top of the lower cylindrical sleeve of the steel sleeve. The rubber damping component 74 is arranged at the bottom of the steel sleeve and is positioned below the convex base of the connecting rod, and comprises an upper steel plate 741, a lower steel plate 744, a plurality of rubber plates 742 and stiffening steel plates 743 which are arranged between the upper steel plate 741 and the lower steel plate 744, and the rubber plates 742 and the stiffening steel plates 743 are alternately stacked.
The construction method of the precast pile damping connecting device comprises the following steps:
(a) Component preparation: prefabricating and producing a connecting rod, a steel sleeve and an energy-consumption damping device in a factory assembly line, assembling the connecting rod, the connecting sleeve and the energy-consumption damping device 7, and then casting in situ with reinforced concrete to prepare a composite member precast pile 1, wherein the extension of the connecting steel rod meets the connection requirement of the precast pile 1 and a precast pile cap 2; manufacturing a prefabricated bearing platform, reserving a pore canal and arranging a stirrup sleeve;
(b) And (3) construction of precast piles: the precast pile is applied at a preset position according to the construction requirement;
(c) Hoisting a prefabricated bearing platform: hoisting the prefabricated bearing platform to the top of the prefabricated pile, and placing a pore canal reserved in the prefabricated bearing platform on the prefabricated pile through the connecting rod;
(d) The precast pile is connected with the precast pile cap: filling concrete in the gap between the prefabricated pile cap and the connecting rod, and fixedly connecting the prefabricated pile and the prefabricated pile cap through the connecting rod matched energy dissipation bolt and the connecting base plate.
The working principle of the invention is as follows: under the action of small shock or medium shock, the connecting rod can vibrate up and down, and when the connecting rod moves upwards, the convex base of the connecting rod starts to extrude the belleville spring component, and the belleville spring component deforms under stress to consume energy; when the connecting rod moves downwards, the convex base of the connecting rod starts to squeeze the rubber damping component at the lower part, and the stiffening steel plate and the rubber plate of the rubber damping component act together to absorb the energy transferred at the upper part, so that the connecting rod is prevented from continuing to move downwards. Under the action of medium shock or large shock, the displacement of the connecting rod is increased to continue up-down movement, when the connecting rod continues to move upwards, the deformation of the belleville spring component is also increased, the variable diameter part of the connecting rod starts to contact with the shape memory alloy component at the upper end, the connecting rod is mutually extruded to generate deformation, most of energy is consumed, and when the connecting rod is excessively displaced, the upper end of the convex base contacts with the limiting block arranged at a certain distance above the connecting rod, and the excessive displacement of the connecting rod is limited; when the earthquake action is removed, the shape memory alloy component is restored to the original state, and the connecting rod is driven to move downwards, so that the self-resetting function is realized. When the connecting rod continues to move downwards, the convex base of the connecting rod continues to extrude the rubber damping component, meanwhile, the energy dissipation bolt 5 and the connecting base plate 8 which are positioned at the top of the prefabricated bearing platform generate elastoplastic deformation to consume part of energy, and the joint connection part is gradually changed into semi-rigid connection from rigid connection, so that the connection of the energy dissipation bolt 5 is weaker; therefore, the bending moment at the joint of the precast pile and the precast pile cap is reduced, the damage of the precast pile and the precast pile cap is reduced to a certain extent, and the earthquake resistance of the whole structure is improved. The connecting device is more suitable for a plurality of pile caps, the pile caps can disperse and transmit stress through the piles below the pile caps, and compared with single pile power transmission efficiency, the connecting device is higher.
Claims (10)
1. The utility model provides a precast pile shock attenuation connecting device, its characterized in that, including precast pile (1) and precast cap (2), be equipped with connecting sleeve (4) in the precast pile, be equipped with in connecting sleeve (4) and run through connecting rod (3) of precast cap, through connecting rod (3) cooperation energy dissipation bolt (5) fixed connection between precast pile (1) and the precast cap (2), set up energy consumption damping device (7) between connecting rod (3) and connecting sleeve (4), energy consumption damping device (7) including establish shape memory alloy subassembly (71) at connecting sleeve (4) inner wall and establish rubber damping subassembly (74) in connecting sleeve (4) bottom, connecting rod (3) pass the cavity of shape memory alloy subassembly (71) and cooperate with shape memory alloy subassembly (71), the base of connecting rod is established on rubber damping subassembly (74), and dish spring subassembly (73) are established to the base week side cover of connecting rod.
2. A precast pile shock absorbing connection apparatus according to claim 1, wherein the connection rod (3) comprises a reducing portion (32) and a base (33) located in the connection sleeve, the diameter of the reducing portion (32) is reduced from bottom to top, the shape memory alloy assembly (71) comprises a plurality of hollow annular shape memory alloy layers, the hollow portion diameter is gradually reduced from bottom to top, and the reducing portion (32) of the connection rod (3) passes through the annular shape memory alloy layers from bottom to top and gaps are reserved between the connecting portion and the base.
3. A precast pile shock absorbing connecting device according to claim 2, wherein a space is provided between the shape memory alloy layers, the shape memory alloy layers comprise a plurality of circumferentially-closed shape memory alloy blocks, and gaps are provided between adjacent shape memory alloy blocks.
4. A precast pile shock absorbing connection device according to claim 2, characterized in that the shape memory alloy assembly (71) is inclined downwards.
5. A precast pile shock absorbing connection apparatus as defined in claim 1, wherein the rubber damping assembly (74) includes an upper steel plate (741), a lower steel plate (744), and a plurality of rubber plates (742) and stiffening steel plates (743) provided between the upper steel plate (741) and the lower steel plate (744), the rubber plates (742) and the stiffening steel plates (743) being alternately stacked.
6. The precast pile damping connection device according to claim 1, wherein the energy-consumption damping device (7) further comprises a limiting block (72), the limiting block (72) is arranged on the inner wall of the connection sleeve (4) and is located below the shape memory alloy component (71), and a distance is arranged between the limiting block and the base of the connection rod and used for limiting the moving position of the connection rod (3).
7. A precast pile shock absorbing connection device according to claim 1, characterized in that a connection backing plate (8) is arranged between the energy dissipating bolts (5) and the precast pile cap (2).
8. The precast pile damping connection device according to claim 1, wherein a stirrup sleeve (6) is arranged in the precast pile cap (2) at the contact position with the connecting rod (3), and concrete is filled between the connecting rod and the stirrup sleeve.
9. A precast pile shock absorbing connection device according to claim 1, characterized in that the bottom end of the connection sleeve (4) is connected with a longitudinal screw-thread steel bar (9) provided in the precast pile (1).
10. A method of constructing a precast pile shock absorbing connection apparatus as claimed in any one of claims 1 to 9, comprising the steps of:
(a) Component preparation: prefabricating a production connecting rod (3), a connecting sleeve (4), an energy-consumption damping device (7), a precast pile (1) and a prefabricating bearing platform (2), and compositing the connecting rod (3), the connecting sleeve (4) and the energy-consumption damping device (7) with the precast pile (1) into a whole after being assembled;
(b) And (3) construction of precast piles: the precast pile (1) is applied at a preset position according to the construction requirement;
(c) Hoisting a prefabricated bearing platform: hoisting the prefabricated pile cap (2) to the top of the prefabricated pile (1), and placing a pore canal reserved in the prefabricated pile cap on the prefabricated pile by penetrating through the connecting rod (3);
(d) The precast pile is connected with the precast pile cap: filling concrete in the gap between the prefabricated pile cap and the connecting rod, and fixedly connecting the prefabricated pile and the prefabricated pile cap through the connecting rod matched energy dissipation bolt and the connecting base plate.
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| CN202211285387.0A CN115573325B (en) | 2022-10-20 | 2022-10-20 | Precast pile damping connection device and construction method |
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| CN202211285387.0A CN115573325B (en) | 2022-10-20 | 2022-10-20 | Precast pile damping connection device and construction method |
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| CN115573325A CN115573325A (en) | 2023-01-06 |
| CN115573325B true CN115573325B (en) | 2023-06-16 |
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| CN205242632U (en) * | 2015-12-11 | 2016-05-18 | 西安达盛隔震技术有限公司 | Vertical isolation bearing of frictional damping |
| CN106351217A (en) * | 2016-09-20 | 2017-01-25 | 太原理工大学 | Self-resetting multidimensional damping pipe pile group foundation and construction method |
| CN110700434A (en) * | 2019-10-16 | 2020-01-17 | 合肥工业大学 | Energy dissipation and shock absorption node, shock absorption column and installation method |
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| JP2001254438A (en) * | 2000-03-14 | 2001-09-21 | Taishin System Kenkyusho:Kk | Earthquake resistant reinforcing tool for wooden building |
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| CN205242632U (en) * | 2015-12-11 | 2016-05-18 | 西安达盛隔震技术有限公司 | Vertical isolation bearing of frictional damping |
| CN106351217A (en) * | 2016-09-20 | 2017-01-25 | 太原理工大学 | Self-resetting multidimensional damping pipe pile group foundation and construction method |
| CN110700434A (en) * | 2019-10-16 | 2020-01-17 | 合肥工业大学 | Energy dissipation and shock absorption node, shock absorption column and installation method |
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