CN117026789A - Self-resetting bridge pier - Google Patents
Self-resetting bridge pier Download PDFInfo
- Publication number
- CN117026789A CN117026789A CN202311046489.1A CN202311046489A CN117026789A CN 117026789 A CN117026789 A CN 117026789A CN 202311046489 A CN202311046489 A CN 202311046489A CN 117026789 A CN117026789 A CN 117026789A
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- pier
- column
- pile foundation
- pier stud
- self
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 276
- 239000010959 steel Substances 0.000 claims abstract description 276
- 238000005265 energy consumption Methods 0.000 claims description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 abstract description 17
- 230000000694 effects Effects 0.000 description 17
- 238000010276 construction Methods 0.000 description 11
- 238000000034 method Methods 0.000 description 11
- 230000009471 action Effects 0.000 description 8
- 230000003014 reinforcing effect Effects 0.000 description 8
- 230000035939 shock Effects 0.000 description 7
- 230000008569 process Effects 0.000 description 6
- 238000010008 shearing Methods 0.000 description 6
- 238000010586 diagram Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 230000002035 prolonged effect Effects 0.000 description 3
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 2
- 230000004044 response Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000010923 batch production Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/20—Miscellaneous comprising details of connection between elements
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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
Abstract
The invention relates to the technical field of bridge engineering, in particular to a self-resetting pier, which comprises a pile foundation, pier columns, a capping beam and pier column prestress steel strands, wherein the capping beam, the pier columns and the pile foundation are sequentially arranged from top to bottom, the pier column prestress steel strands sequentially penetrate through the capping beam, the pier columns and part of pile foundations, the top ends of the pier column prestress steel strands are anchored at the top of the capping beam, the bottom ends of the pier column prestress steel strands are anchored at the side surfaces of the pile foundation, and the bottom ends of the pier column prestress steel strands are positioned on the ground after a strong earthquake occurs, and the bottom ends of the pier column prestress steel strands are anchored at the side surfaces of the pile foundation and are positioned on the ground, so that the pier column prestress steel strands can be conveniently checked through the bottom end anchoring points of the pier column prestress steel strands leaked on the ground, and whether the pier column prestress steel strands are damaged under the strong earthquake or not can be judged.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a self-resetting pier.
Background
The bridge is a key hub in traffic engineering and is an important node for guaranteeing road traffic. In recent years, bridge piers of bridges are generally assembled by adopting a prefabricated segment assembly technology, and the bridge pier prefabricated segment assembly has the advantages of short construction period, small traffic influence, factory batch production of prefabricated components, easy quality control, good durability and the like, and is widely applied to the construction of beam segments of bridge engineering.
Because of the structural characteristics of bridge engineering, the bridge is extremely easy to damage under extreme conditions such as earthquake, and the bridge structure is seriously damaged in the past big earthquake in China and abroad in the last twenty years, so that great economic loss is caused. The bridge has a large number of collapse-free bridges after earthquake action, but the special damage positions and the serious damage degree of partial components in the lower structure of the bridge are difficult to reinforce and repair after earthquake, so that the whole bridge can only be pushed down for reconstruction, huge material waste and economic loss are caused, and the recovery operation of road transportation is greatly influenced. The adoption of the measures to improve the earthquake resistance of the bridge and reduce the earthquake damage, particularly effectively avoid the local damage of key parts in the lower structure of the bridge, is a key problem in the current earthquake resistance research of bridge engineering.
The current method for splicing piers is as follows: 1. the segments of the conventional spliced pier are directly connected by steel bars, so that the earthquake resistance is poor; 2. at present, a bridge pier connected by prestressed steel strands is divided into a plurality of precast segments along the vertical direction, the precast segments of each bridge pier are vertically assembled into a whole bridge pier by applying prestress to unbonded prestressed steel strands, two ends of each prestressed steel strand are respectively anchored at the top of a capping beam of a bridge and the bottom of a pile foundation of the bridge (or arranged in the pile foundation), so that the assembly of the bridge pier is realized, and the bridge pier has a better anti-seismic effect, so that the bridge pier is more used at present.
However, the bridge pier connected by the prestressed steel strand at present needs to be checked after an intense earthquake, whether the prestressed steel strand in the bridge pier is damaged under the intense earthquake is checked, so that the prestressed steel strand is invalid, if the condition appears, the prestressed steel strand needs to be replaced, but the bridge pier connected by the prestressed steel strand at present is characterized in that the two ends of the prestressed steel strand are respectively anchored at the top of the capping beam and the bottom of the pile foundation (or are arranged in the pile foundation), so that after the intense earthquake, the prestressed steel strand cannot be effectively checked, meanwhile, because one end of the prestressed steel strand is anchored at the bottom of the pile foundation or is arranged in the pile foundation, when one end of the prestressed steel strand is arranged in the pile foundation, the prestressed steel strand cannot be replaced after pile foundation pouring molding, when one end of the prestressed steel strand is anchored at the bottom of the pile foundation, the pile foundation needs to be excavated on a large scale, and even if the prestressed steel strand can be replaced, because the one end of the prestressed steel strand is anchored at the bottom of the pile foundation, a sufficient operation area cannot be provided for effectively tensioning the replaced prestressed steel strand to exert the tensioning effect.
Disclosure of Invention
The invention aims at: the self-resetting pier is provided for solving the problems that the prestressed steel strand in the pier cannot be checked after the existing pier connected by the prestressed steel strand is subjected to a strong earthquake, and the prestressed steel strand cannot be replaced or is difficult to replace after being damaged under the strong earthquake.
In order to achieve the above object, the present invention provides the following technical solutions:
the utility model provides a from reset pier, includes pile foundation, pier stud, bent cap and pier stud prestressing force steel strand wires, the bent cap the pier stud with pile foundation top-down sets gradually, pier stud prestressing force steel strand wires run through in proper order the bent cap pier stud and part the pile foundation, the top anchor of pier stud prestressing force steel strand wires is in the bent cap top, the bottom anchor of pier stud prestressing force steel strand wires is in the side of pile foundation, the bottom of pier stud prestressing force steel strand wires is located on the ground.
The self-resetting pier comprises a pile foundation, a pier column and a capping beam, wherein a pier column pre-stress steel strand penetrates through the capping beam, the pier column and a part of pile foundation in sequence, the top end of the pier column pre-stress steel strand is anchored at the top of the capping beam, the bottom end of the pier column pre-stress steel strand is anchored at the side surface of the pile foundation, the capping beam, the pier column and the pile foundation are connected into a whole through the pier column pre-stress steel strand, when an earthquake happens, when the capping beam, the pier column and the pile foundation are displaced relative to each other, the pier column pre-stress steel strand can provide restoring force to enable the capping beam, the pier column and the pile foundation to return to the initial positions, thereby realizing the self-resetting effect, and meanwhile, when the self-resetting pier of the invention is subjected to the earthquake action, the pier column pre-stress steel strand can absorb and disperse part of earthquake energy, reduce the influence of the earthquake on the self-resetting pier structure of the self-resetting pier structure, help the pier structure to keep stable in the self-resetting process, further, after strong earthquake, the bottom ends of the pier column prestress steel strands are anchored on the side face of the pile foundation, the bottom ends of the pier column prestress steel strands are positioned above the ground, namely, the bottom end anchoring points of the pier column prestress steel strands are positioned on the side face of the pile foundation and above the ground, so that the pier column prestress steel strands are conveniently checked through the bottom end anchoring points of the pier column prestress steel strands, which are leaked on the ground, to judge whether the pier column prestress steel strands are damaged under strong earthquake, if the pier column prestress steel strands are damaged, the pier column prestress steel strands can be replaced in time through the anchoring points of the pier column prestress steel strands, when the pier column prestress steel strands are replaced, the top ends of the pier column prestress steel strands are separated from the side face of the pile foundation, then the pier column prestress steel strands are replaced, after the pier column prestress steel strand is replaced, equipment and components for tensioning the pier column prestress steel strand are conveniently installed because the bottom end anchoring point of the pier column prestress steel strand is located above the ground, so that the replaced pier column prestress steel strand is effectively tensioned through the bottom end anchoring point of the pier column prestress steel strand, the replaced pier column prestress steel strand can play its own role, the self-resetting pier of the self-resetting pier can still play its self-resetting effect when the pier column prestress steel strand is replaced, and the service life of the self-resetting pier is effectively prolonged.
Preferably, an external wedge block is arranged on the side surface of the pile foundation, the external wedge block is positioned above the ground, and the bottom end of the pier column prestress steel strand penetrates out of the side surface of the pile foundation and is anchored on the external wedge block. The external wedge-shaped blocks are arranged on the side face of the pile foundation to effectively anchor the bottom ends of the pier column prestress steel strands, so that the pier column prestress steel strands can be conveniently replaced later and the replaced pier column prestress steel strands can be fixed again.
Preferably, a first shear key is arranged between the pier stud and the contact surface of the capping beam, and a second shear key is arranged between the pier stud and the contact surface of the pile foundation. The self-resetting pier of the invention transfers the shearing force received by the pier through the first shear key and the second shear key, so that the pier can effectively transfer the shearing force generated by external load to the pile foundation under the action of external load, the influence of shear force to self-resetting formula pier structural stability is reduced effectively, further, pass through pier transmission shear force, effectively reduce the influence of shear force to the bridge, thereby improve the bearing capacity of bridge, simultaneously, between bent cap and the pier column, between pier column and the pile foundation through pier column prestressing force steel strand wires, the cooperation of shear force key is connected, make the pier form under the seismic action and sway the system, also make between bent cap and the pier column, between pier column and the pile foundation have formed novel dry joint connection form, for conventional self-resetting formula pier, can also effectively pass the shear force between the pier when realizing self-resetting effect, the shock-resistant effect is better.
Preferably, the upper end face of the pier stud is provided with a column top steel pipe hinge, the bottom surface of the capping beam, which is in contact with the pier stud, is provided with a capping beam slot, the column top steel pipe hinge is matched with the capping beam slot to form the first shear key, the lower end face of the pier stud is provided with a column bottom steel pipe hinge, the pile foundation is provided with a pile foundation slot on the top surface, which is in contact with the pier stud, and the column bottom steel pipe hinge is matched with the pile foundation slot to form the second shear key.
Preferably, the pier comprises a pier steel pipe and pier concrete, the pier concrete is arranged inside the pier steel pipe, and the pier prestressed steel strand penetrates through the pier concrete. Because the pier stud adopts the pier stud steel pipe to match the pier stud concrete structure, the pier stud forms the steel pipe concrete column, compared with the traditional pier stud, the steel pipe concrete column has higher strength and rigidity, can bear larger load and shock resistance, can obtain higher bearing performance under smaller section size, and has longer service life and durability.
Preferably, the pier column steel pipe is a double-wall steel pipe, the pier column concrete is arranged between the double walls of the pier column steel pipe, and the circular section and the hollow structure of the double-wall steel pipe have certain anti-seismic performance, so that the double-wall steel pipe has small response to earthquake load and is not easy to collapse or damage, the pier column steel pipe is preferably a double-wall steel pipe, and the stability of the pier column is improved.
Preferably, the pier stud steel pipe comprises a plurality of sections, adjacent sections are connected through a third shear key, and all the sections are integrally concreted through the pier stud. The pier column steel pipe is formed by assembling the sections, so that the transportation difficulty of the pier column steel pipe is reduced, the transportation efficiency is improved, meanwhile, the pier column steel pipe is formed by assembling the sections, the field hoisting difficulty of the pier column steel pipe is reduced, the construction procedure is optimized, further, all the sections are integrally poured through pier column concrete to form the pier column, the pier column is formed by assembling the sections and then integrally pouring, the pier column is made to be an integral body, and the capacity of bearing the load is stronger due to the fact that the pier column is integrally poured.
Preferably, the segments comprise a column bottom segment for cooperation with the pile foundation and a column top segment for cooperation with the bent cap;
the segments further comprise at least one middle segment, the middle segment is arranged between the column bottom segment and the column top segment, and pier column steel pipes can adapt to different heights by adding the middle segment, so that the self-resetting pier can adapt to a larger height range.
Preferably, a first energy consumption reinforcing steel bar is circumferentially arranged on the contact surface of the pier stud and the capping beam, and a second energy consumption reinforcing steel bar is circumferentially arranged on the contact surface of the pier stud and the pile foundation. Through setting up first power consumption reinforcing bar between bent cap and pier stud, set up the second power consumption reinforcing bar between pier stud and pile foundation when the earthquake is acted on, absorb the energy that bent cap and pier stud produced when rocking through first power consumption reinforcing bar, absorb the energy that pier stud and pile foundation produced when rocking through the second power consumption reinforcing bar to effectively alleviate the impact force of earthquake to the pier, play the effect of protection pier structure.
Preferably, tie beams are arranged between adjacent pier columns;
and/or the number of the groups of groups,
the tie beam is arranged between the pier stud and the adjacent pile foundation;
the tie beam comprises a tie beam body and anchor clamps, the tie beam body is arranged between the anchor clamps, the anchor clamps comprise a first anchor clamp and a second anchor clamp, the first anchor clamp is used for being arranged on the pier stud, and the second anchor clamp is used for being arranged on the pile foundation.
The tie beam is arranged between the pier columns and/or between the pier columns and the adjacent pile foundations, so that the pier columns can be connected with the adjacent pier columns, and/or when the pier columns are long, the pier columns can be connected with the adjacent pile foundations, the stability of the pier columns is further enhanced, and the shock resistance of the pier is further enhanced.
Compared with the prior art, the invention has the beneficial effects that:
1. the self-resetting pier comprises a pile foundation, a pier column and a capping beam, wherein a pier column pre-stress steel strand penetrates through the capping beam, the pier column and a part of pile foundation in sequence, the top end of the pier column pre-stress steel strand is anchored at the top of the capping beam, the bottom end of the pier column pre-stress steel strand is anchored at the side surface of the pile foundation, the capping beam, the pier column and the pile foundation are connected into a whole through the pier column pre-stress steel strand, when an earthquake happens, when the capping beam, the pier column and the pile foundation are displaced relative to each other, the pier column pre-stress steel strand can provide restoring force to enable the capping beam, the pier column and the pile foundation to return to the initial positions, thereby realizing the self-resetting effect, and meanwhile, when the self-resetting pier of the invention is subjected to the earthquake action, the pier column pre-stress steel strand can absorb and disperse part of earthquake energy, reduce the influence of the earthquake on the self-resetting pier structure of the self-resetting pier structure, help the pier structure to keep stable in the self-resetting process, further, after strong earthquake, the bottom ends of the pier column prestress steel strands are anchored on the side face of the pile foundation, the bottom ends of the pier column prestress steel strands are positioned above the ground, namely, the bottom end anchoring points of the pier column prestress steel strands are positioned on the side face of the pile foundation and above the ground, so that the pier column prestress steel strands are conveniently checked through the bottom end anchoring points of the pier column prestress steel strands, which are leaked on the ground, to judge whether the pier column prestress steel strands are damaged under strong earthquake, if the pier column prestress steel strands are damaged, the pier column prestress steel strands can be replaced in time through the anchoring points of the pier column prestress steel strands, when the pier column prestress steel strands are replaced, the top ends of the pier column prestress steel strands are separated from the side face of the pile foundation, then the pier column prestress steel strands are replaced, after the pier column prestress steel strand is replaced, equipment and components for tensioning the pier column prestress steel strand are conveniently installed because the bottom end anchoring point of the pier column prestress steel strand is located above the ground, so that the replaced pier column prestress steel strand is effectively tensioned through the bottom end anchoring point of the pier column prestress steel strand, the replaced pier column prestress steel strand can play its own role, the self-resetting pier of the self-resetting pier can still play its self-resetting effect when the pier column prestress steel strand is replaced, and the service life of the self-resetting pier is effectively prolonged.
2. According to the self-resetting pier, the first shear key is arranged between the contact surface of the pier column and the capping beam, the second shear key is arranged between the contact surface of the pier column and the pile foundation, the shearing force received by the capping beam is transmitted to the pier column through the first shear key, and the shearing force received by the pier column is transmitted to the pile foundation through the second shear key.
3. According to the self-resetting pier, the pier column adopts the pier column steel pipe matched with the pier column concrete structure, so that the pier column forms the steel pipe concrete column, compared with the traditional pier column, the steel pipe concrete column has higher strength and rigidity, can bear larger load and shock resistance, can obtain higher bearing performance under smaller section size, and also has longer service life and durability.
4. According to the self-resetting pier, the pier column steel pipe is formed by splicing the sections, so that the transportation difficulty of the pier column steel pipe is reduced, the transportation efficiency is improved, meanwhile, the pier column steel pipe is formed by splicing the sections, the field hoisting difficulty of the pier column steel pipe is reduced, and the construction procedure is optimized.
5. According to the self-resetting pier, the tie beams are arranged between the pier columns, and/or the tie beams are arranged between the pier columns and the adjacent pile foundations, so that the pier columns are connected with the adjacent pile foundations, and/or the pier columns can be connected with the adjacent pile foundations when the pier columns are longer, the stability of the pier columns is further improved, and the shock resistance of the pier is further enhanced.
Description of the drawings:
fig. 1 is a schematic diagram of a bridge pier structure according to the present invention.
Figure 2 is a cross-sectional view at A-A of figure 1.
FIG. 3 is a schematic illustration of the connection of an abutment to a pile foundation according to the present invention.
Fig. 4 is a cross-sectional view at C-C of fig. 3.
Fig. 5 is a schematic view of the pile foundation of the present invention.
Fig. 6 is a top view of fig. 5.
Fig. 7 is a schematic illustration of the connection of the pier stud to the capping beam of the present invention.
Fig. 8 is a cross-sectional view at B-B of fig. 7.
Fig. 9 is a schematic view of a capping beam of the present invention (bottom view).
FIG. 10 is a schematic view of the pier stud structure of the present invention.
FIG. 11 is a schematic sectional view of an abutment.
Fig. 12 is a sectional view at E-E of fig. 11.
Fig. 13 is a cross-sectional view at F-F of fig. 11.
Fig. 14 is a sectional view at G-G of fig. 11.
Figure 15 is a schematic illustration of the connection between pier stud segments.
Fig. 16 is a schematic view (front view) of a tie beam of the present invention.
Fig. 17 is a sectional view at K-K of fig. 16.
Fig. 18 is a sectional view at H-H of fig. 17.
Fig. 19 is a sectional view at J-J of fig. 17.
FIG. 20 is a schematic illustration of the pier stud edge splice edge tension of the present invention.
Figure 21 is a cross-sectional view of the abutment of figure 20.
FIG. 22 is a schematic diagram II of the pier stud edge splice edge tension of the present invention.
Figure 23 is a cross-sectional view of the abutment of figure 22.
FIG. 24 is a schematic diagram III of the pier stud edge splice edge tension of the present invention.
Figure 25 is a cross-sectional view of the abutment of figure 24.
FIG. 26 is a schematic diagram of the pier stud edge splice edge tension of the present invention.
The marks in the figure: 1-pile foundation, 11-pile foundation slotted hole, 2-pier column, 21-pier column steel pipe, 211-column top section, 212-middle section, 213-column bottom section, 214-third shear key, 215-inter-column steel pipe hinge, 216-inter-column steel pipe sleeve, 217-pier column stiffening plate, 22-pier column concrete, 23-pier column connecting plate, 3-capping beam, 31-capping beam slotted hole, 32-capping beam anchor block, 4-external wedge block, 5-pier column prestress steel strand, 6-first shear key, 61-column top steel pipe hinge, 7-second shear key, 71-column bottom steel strand, 8-tie beam, 81-tie beam body, 82-first anchor ear, 821-first anchor ear stiffening plate, 83-second anchor ear stiffening plate, 831-second anchor ear stiffening plate, 9-sleeve, 101-first energy-consumption steel bar, 102-second energy consumption steel strand, 120-column bottom prestress steel strand, 130-inter-column prestress steel strand, 140-top prestress steel strand.
Detailed Description
The present invention will be described in further detail with reference to examples and embodiments. It should not be construed that the scope of the above subject matter of the present invention is limited to the following embodiments, and all techniques realized based on the present invention are within the scope of the present invention.
Example 1
As shown in fig. 1-3, the self-resetting pier according to this embodiment includes pile foundation 1, pier stud 2, capping beam 3 and pier stud prestressed steel strand 5, capping beam 3, pier stud 2 and pile foundation 1 set gradually from top to bottom, pier stud prestressed steel strand 5 runs through capping beam 3, pier stud 2 and partial pile foundation 1 in proper order, the top of pier stud prestressed steel strand 5 is anchored at capping beam 3 top, the bottom of pier stud prestressed steel strand 5 is anchored at the side of pile foundation 1, and the bottom of pier stud prestressed steel strand 5 is located above ground.
The self-resetting pier of the embodiment comprises a pile foundation 1, a pier column 2 and a capping beam 3, wherein pier column prestressed steel stranded wires 5 sequentially penetrate through the capping beam 3, the pier column 2 and part of the pile foundation 1, the top ends of the pier column prestressed steel stranded wires 5 are anchored at the top of the capping beam 3, the bottom ends of the pier column prestressed steel stranded wires 5 are anchored at the side surface of the pile foundation 1, the capping beam 3, the pier column 2 and the pile foundation 1 are connected into a whole through the pier column prestressed steel stranded wires 5, when the capping beam 3, the pier column 2 and the pile foundation 1 are relatively displaced, the pier column prestressed steel stranded wires 5 can provide restoring force to enable the capping beam 3, the pier column 2 and the pile foundation 1 to return to the initial positions, the self-resetting effect is realized, meanwhile, when the self-resetting pier of the embodiment is subjected to earthquake, the pier column prestressed steel stranded wires 5 can absorb and disperse part of earthquake energy, the influence of the earthquake on the self-resetting pier structure of the embodiment is reduced, the pier structure is helped to be kept stable in the self-resetting process, further, after a strong earthquake occurs, as the bottom ends of the pier prestressed steel strands 5 are anchored on the side face of the pile foundation 1, the bottom ends of the pier prestressed steel strands 5 are positioned on the ground, namely, the bottom end anchoring points of the pier prestressed steel strands 5 are positioned on the side face of the pile foundation 1 and on the ground, so that the pier prestressed steel strands 5 are conveniently checked through the bottom end anchoring points of the pier prestressed steel strands 5 leaked on the ground, whether the pier prestressed steel strands 5 are damaged under the strong earthquake is judged, if the pier prestressed steel strands 5 are damaged, the pier prestressed steel strands 5 can be replaced in time through the anchoring points of the pier prestressed steel strands 5 leaked on the ground, and the top ends of the pier prestressed steel strands 5 are separated from the capping beam 3 during replacement, the bottom end of the pier column prestress steel strand 5 is separated from the side face of the pile foundation 1, then the pier column prestress steel strand 5 is replaced, after the pier column prestress steel strand 5 is replaced, equipment and components for tensioning the pier column prestress steel strand 5 are convenient to install because the bottom end anchoring point of the pier column prestress steel strand 5 is located above the ground, so that the replaced pier column prestress steel strand 5 is effectively tensioned through the bottom end anchoring point of the pier column prestress steel strand 5, the replaced pier column prestress steel strand 5 can exert the self-action, the self-resetting pier of the self-resetting pier can still exert the self-resetting effect after the pier column prestress steel strand 5 is replaced, and the service life of the self-resetting pier is effectively prolonged.
According to the self-resetting pier, the pier prefabrication assembly technology, the pier anti-seismic self-resetting technology and the post-earthquake pier repairing technology are integrated, so that the self-resetting pier in the embodiment has a self-resetting effect under the action of an earthquake when applied to an earthquake area, can effectively inspect prestressed steel strands of the pier after an intense earthquake and replace the prestressed steel strands after the prestressed steel strands are damaged, and has great popularization and application significance.
In a preferred mode, as shown in fig. 1 and 3, an external wedge-shaped block 4 is arranged on the side surface of the pile foundation 1, the external wedge-shaped block 4 is located above the ground, the bottom end of the pier column prestress steel strand 5 penetrates out of the side surface of the pile foundation 1 and is anchored on the external wedge-shaped block 4, the bottom end of the pier column prestress steel strand 5 is effectively anchored by arranging the external wedge-shaped block 4 on the side surface of the pile foundation 1, subsequent replacement of the pier column prestress steel strand 5 and re-fixation of the replaced pier column prestress steel strand 5 are facilitated, and the top end of the pier column prestress steel strand 5 is anchored on the top of the capping beam 3 through a capping beam anchoring block 32, as shown in fig. 7.
In a preferred mode, as shown in fig. 1 and 7-8, a first shear key 6 is arranged between the contact surfaces of the pier column 2 and the capping beam 3, the shear force received by the capping beam 3 is transmitted to the pier column 2 through the first shear key 6, as shown in fig. 1 and 3-4, a second shear key 7 is arranged between the contact surfaces of the pier column 2 and the pile foundation 1, the shear force received by the pier column 2 is transmitted to the pile foundation 1 through the second shear key 7, the shear force received by the pier is transmitted through the first shear key 6 and the second shear key 7, so that the shear force generated by external load can be effectively transmitted to the pile foundation 1 under the action of external load, the influence of shearing force on the structural stability of the self-resetting pier is effectively reduced, further, the influence of the shearing force on a bridge is effectively reduced through the pier, and therefore the bearing capacity of the bridge is improved, further, as shown in fig. 10, a column top steel pipe hinge 61 is arranged on the upper end face of a pier column 2, as shown in fig. 9, a capping beam slot 31 is arranged on the bottom face of a capping beam 3, which is in contact with the pier column 2, the column top steel pipe hinge 61 is matched with the capping beam slot 31 to form a first shear key 6, further, as shown in fig. 10, a column bottom steel pipe hinge 71 is arranged on the lower end face of the pier column 2, as shown in fig. 6-7, a pile foundation slot 11 is arranged on the top face of the pier column 1, which is in contact with the pier column 2, and the column bottom steel pipe hinge 71 is matched with the pile foundation slot 11 to form a second shear key 7.
The embodiment of the utility model provides a from reset pier, between bent cap 3 and pier stud 2, between pier stud 2 and pile foundation 1 through pier stud prestressing force steel strand wires 5, the cooperation of shear force key is connected, makes the pier form under the seismic action and sways the system, also makes between bent cap 3 and pier stud 2, between pier stud 2 and pile foundation 1 novel dry joint connection form simultaneously, for conventional from reset pier, can also effectively transmit the shear force between the pier when realizing from reset effect, the antidetonation effect is better.
In a preferred manner, as shown in fig. 5-6, an external wedge-shaped block 4 is arranged on the side surface of the pile foundation 1, a sleeve 9 is arranged in the pile foundation 1, the sleeve 9 extends out of the side surface of the pile foundation 1, the external wedge-shaped block 4 is arranged near the extending position of the sleeve 9, as shown in fig. 7-9, a sleeve 9 is also arranged in the capping beam 3, the sleeve 9 penetrates through the capping beam 3, as shown in fig. 2, a sleeve 9 is also arranged in the pier column 2, the sleeve 9 penetrates through pier column concrete 22, and pier column prestress steel strands 5 penetrate through the capping beam 3, the pier column 2 and part of the pile foundation 1 by penetrating through the sleeve 9.
Example 2
As shown in fig. 1-2, based on embodiment 1, a self-resetting pier according to this embodiment includes a pier column steel pipe 21 and pier column concrete 22, wherein the pier column concrete 22 is disposed inside the pier column steel pipe 21, and pier column prestressed steel strands 5 penetrate through the pier column concrete 22. Because pier column 2 adopts pier column steel pipe 21 to cooperate pier column concrete 22's structure, make pier column 2 form the steel pipe concrete column, compare with traditional pier column, steel pipe concrete column has higher intensity and rigidity, can bear bigger load and shock resistance, also can obtain higher bearing property under less cross-section size simultaneously, and it still has longer life and durability.
In a preferred mode, as shown in fig. 2, the pier column steel pipes 21 are double-wall steel pipes, the pier column concrete 22 is arranged between the double walls of the pier column steel pipes 21, the double-wall steel pipes are small in earthquake load response due to the fact that the circular section and the hollow structure of the double-wall steel pipes have certain earthquake resistance, collapse or damage is not easy to occur, the pier column steel pipes 21 are preferably double-wall steel pipes, stability of the pier column 2 is improved, meanwhile pouring amount of the pier column concrete 22 can be reduced, cost is saved, pouring workload is reduced, further, as shown in fig. 12, the double-wall steel pipes are formed by splicing two steel pipes with different diameters through the pier column connecting plates 23, the pier column connecting plates 23 are welded between the double walls of the double-wall steel pipes, and the two steel pipes of the double-wall steel pipes are coaxially arranged.
In a preferred manner, as shown in fig. 10, the pier stud steel tube 21 comprises a plurality of segments, adjacent segments are connected to each other, and after all segments are connected, all segments are integrally cast through pier stud concrete 22 to form the pier stud 2. The pier column steel pipe 21 is formed by assembling a plurality of sections, so that the transportation difficulty of the pier column steel pipe 21 is reduced, the transportation efficiency is improved, meanwhile, the pier column steel pipe 21 is formed by assembling a plurality of sections, the site hoisting difficulty of the pier column steel pipe 21 is reduced, the construction procedure is optimized, further, all sections of the pier column steel pipe 21 are integrally cast through pier column concrete 22 to form a pier column, the pier column 2 is integrated by adopting a mode that the pier column 2 is assembled in a multi-section mode and then is integrally cast, the load bearing capacity is stronger, further, in the construction process, pile foundation 1 construction is firstly carried out, then the sections of the pier column 2 are assembled, after all sections are connected, all sections are integrally cast through pier column concrete 22 to form the pier column 2, after the pier column concrete 22 is solidified, a capping beam 3 is hoisted, pier column prestressed steel 5 is synchronously arranged in the pier column 2 construction process, the pier structure is assembled completely, the pile prestressed steel stranded wire 5 is cast in a tensioning mode, the pier pile foundation 3 is cast, namely, the pier is constructed, the pier column is fully assembled, the pier column prestressed steel stranded wire 2 can be connected with the pier column 2 in a self-joint mode, and the pier column 2 has the self-joint effect of being more practical, and the pier column 2 has the advantages of being more practical.
As shown in fig. 10-11, the section of the pier stud steel tube 21 comprises a top post section 211 and a bottom post section 213, wherein the top post section 211 is used for being matched with the capping beam 3, the top post steel tube hinge 61 is arranged at one end of the top post section 211, which is close to the capping beam 3, and as shown in fig. 8 and 11, the top post steel tube hinge 61 is welded on the inner wall of the top post section 211 through a stiffening plate; the column bottom section 213 is used for being matched with the pile foundation 1, wherein the column bottom steel pipe hinge 71 is arranged at one end of the column bottom section 213 close to the pile foundation 1, as shown in fig. 4 and 11, and the column bottom steel pipe hinge 71 is welded on the inner wall of the column bottom section 213 through a stiffening plate.
As shown in fig. 11, the segments of the pier stud steel tube 21 further include at least one middle segment 212, the middle segment 212 is disposed between the bottom segment 213 and the top segment 211, and the pier stud steel tube 21 can adapt to different heights by adding the middle segment 212, so that the self-resetting pier according to the invention can adapt to a larger height range.
In a preferred manner, as shown in fig. 10, the sections of the pier stud steel pipes 21 are connected by a third shear key 214, that is, the sections of the pier stud steel pipes 21 are connected by the third shear key 214 between the column top section 211 and the middle section 212, the middle section 212 is connected with the column bottom section 213 by the third shear key 214, further, in the case of a plurality of middle sections 212, the adjacent middle sections 212 are also connected by the third shear key 214, as shown in fig. 11, the third shear key 214 comprises an inter-column steel pipe hinge 215 and an inter-column steel pipe sleeve 216, the inter-column steel pipe hinge 215 and the inter-column steel pipe sleeve 216 are respectively arranged on the sections of the two pier stud steel pipes 21 which need to be connected with each other, when the column top section 211 is connected with the middle section 212, the inter-column steel pipe hinge 215 is arranged at one end of the column top section 211 near the middle section 212, the inter-column steel pipe sleeve 216 is arranged at one end of the middle section 212 near the column top section 211, the inter-column steel pipe hinge 215 and the inter-column steel pipe sleeve 216 are matched to realize the connection of the column top section 211 and the middle section 212, as shown in fig. 15, the inter-column hinge 215 and inter-column steel pipe sleeve 216 are matched to realize the inter-column steel pipe hinge 216, and inter-column steel pipe hinge connection.
In a preferred manner, as shown in fig. 13, the inter-column steel pipe hinges 215 are welded inside the individual sections of the pier steel pipe 21 by means of pier stiffening plates 217, the inter-column steel pipe hinges 215 are arranged coaxially with the sections of the pier steel pipe 21, as shown in fig. 14, the inter-column steel pipe sleeves 216 are welded inside the individual sections of the pier steel pipe 21 by means of pier stiffening plates 217, and the inter-column steel pipe sleeves 216 are arranged coaxially with the sections of the pier steel pipe 21.
In a preferred mode, the pier column 2 can also adopt a construction method of assembling and tensioning,
the first step: as shown in fig. 20-21, pile foundation 1 is constructed first, then a column bottom section 213 of a pier column 2 is hoisted, after the column bottom section 213 is assembled with the pile foundation 1, column bottom prestressed steel strands 120 between the column bottom section 213 and the pile foundation 1 are installed and stretched, wherein the column bottom prestressed steel strands 120 are positioned in an inner layer steel pipe of the column bottom section 213, the bottom ends of the column bottom prestressed steel strands 120 are connected to the pile foundation 1, the top ends of the column bottom prestressed steel strands 120 are connected to the top of the column bottom section 213, and concrete of the column bottom section 213 is poured after the column bottom prestressed steel strands 120 are stretched, as shown in fig. 22;
and a second step of: 22-23, hoisting the middle section 212 of the pier column 2, installing and tensioning the inter-column prestressed steel strands 130 between the middle section 212 and the pile foundation 1 after the middle section 212 and the column bottom section 213 are assembled, wherein the inter-column prestressed steel strands 130 are positioned in an inner layer steel pipe of the middle section 212, the bottom ends of the inter-column prestressed steel strands 130 are connected to the column bottom section 213, the top ends of the inter-column prestressed steel strands 130 are connected to the top of the middle section 212, pouring concrete of the middle section 212 after tensioning the inter-column prestressed steel strands 130, and further, if a plurality of middle sections 212 are arranged, arranging a plurality of inter-column prestressed steel strands 130, hoisting the plurality of middle sections 212 in sequence, namely arranging one inter-column prestressed steel strand 130 for each middle section 212, tensioning once, pouring concrete, installing another middle section 212 after the completion, arranging another inter-column prestressed steel strand 130, connecting the bottom ends of the other inter-column prestressed steel strands 130 to the installed middle section 212, and pouring concrete at the top ends of the middle section 212;
and a third step of: 24-25, hoisting a column top section 211 of a pier column 2, after the column top section 211 and a middle section 212 are assembled, installing and tensioning a column top prestress steel strand 140 between the column top section 211 and a pile foundation 1, wherein the column top prestress steel strand 140 is positioned in an inner layer steel pipe of the column top section 211, the bottom end of the column top prestress steel strand 140 is connected to the middle section 212, the top end of the column top prestress steel strand is connected to the top of the column top section 211, and pouring concrete of the column top section 211 after tensioning the column top prestress steel strand 140;
fourth step: as shown in fig. 26, the capping beam 3 is hoisted, the pier column prestressed steel strands 5 are synchronously arranged in the construction process of the pier column 2, the pier structure is completely assembled to stretch the pier column prestressed steel strands 5, and after the stretching, the concrete of the capping beam 3 is poured, so that the pier construction is completed.
Example 3
As shown in fig. 3-5 and fig. 7-8, on the basis of embodiment 1 or embodiment 2, a first energy-consuming bar 101 is circumferentially arranged on the contact surface of the pier column 2 and the capping beam 3, and a second energy-consuming bar 102 is circumferentially arranged on the contact surface of the pier column 2 and the pile foundation 1, wherein, as shown in fig. 3-5, the first energy-consuming bar 101 is circumferentially arranged around the axis of the pier column 2, and the first energy-consuming bar 101 is buried in the pier column 2 and the capping beam 3; as shown in fig. 7 to 8, the second energy dissipation steel bars 102 are circumferentially arranged around the axis of the pier stud 2, and the second energy dissipation steel bars 102 are buried in the pier stud 2 and the pile foundation 1. Through setting up first power consumption reinforcing bar 101 between capping beam 3 and pier stud 2, set up second power consumption reinforcing bar 102 between pier stud 2 and pile foundation 1, when the earthquake is acted on, absorb capping beam 3 and pier stud 2 and rock the produced energy through first power consumption reinforcing bar 101, absorb pier stud 2 and pile foundation 1 and rock the produced energy through second power consumption reinforcing bar 102 to effectively alleviate the impact force of earthquake to the pier, play the effect of protection pier structure.
Example 4
As shown in fig. 1 and 16, on the basis of embodiment 1, embodiment 2 or embodiment 3, the self-resetting pier according to the present embodiment further includes tie beams 8, wherein the tie beams 8 are disposed between adjacent pier columns 2;
and/or the number of the groups of groups,
tie beam 8 sets up between pier stud 2 and adjacent pile foundation 1, through setting up tie beam 8 between pier stud 2, and/or set up tie beam 8 between pier stud 2 and adjacent pile foundation 1 to ensure that pier stud 2 is connected with adjacent pier stud 2, and/or, when the pier stud is longer, make pier stud 2 can also be connected with adjacent pile foundation 1, and then strengthen pier stud 2 self stability, further strengthen pier's shock resistance.
In a preferred manner, as shown in fig. 16-17, the tie beam 8 comprises a tie beam body 81 and a hoop, the tie beam body 81 is arranged between the two hoops, the hoop comprises a first hoop 82 and a second hoop 83, the first hoop 82 is used for being arranged on the pier stud 2 as shown in fig. 19, the second hoop 83 is used for being arranged on the pile foundation 1 as shown in fig. 18, more connection modes are realized by adopting different hoops, such as the first hoop 82 is connected at two ends of the tie beam body 81, the first hoop 82 is fixed on the pier stud 2, thereby the tie beam 8 is arranged between two adjacent pier studs, such as the first hoop 82 is connected at one end of the tie beam body 81, the second hoop 83 is connected at the other end of the tie beam body 81, the first hoop 82 is fixed on the pier stud 2, and the second hoop 83 is fixed on the pile foundation 1, thereby the tie beam 8 is arranged between the pier stud 2 and the pile foundation 1 adjacent to the pier stud 2.
In a preferred mode, the tie beam body 81 is preferably a steel tube, when an earthquake is overlarge, the steel tube can yield to slow down the influence of the earthquake on the bridge pier, further, a first anchor ear stiffening plate 821 is arranged at the joint of the first anchor ear 82 and the tie beam body 1, a second anchor ear stiffening plate 831 is arranged at the joint of the second anchor ear 83 and the tie beam body 1, and the connection strength of the tie beam body 81 and the anchor ear is enhanced by arranging the anchor ear stiffening plate, so that the integral strength of the tie beam 8 is enhanced, and the effect of stabilizing the bridge pier of the tie beam 8 can be better exerted.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (10)
1. The utility model provides a from reset pier, its characterized in that, including pile foundation (1), pier stud (2), bent cap (3) and pier stud prestressing force steel strand wires (5), bent cap (3) pier stud (2) with pile foundation (1) top-down sets gradually, pier stud prestressing force steel strand wires (5) run through in proper order bent cap (3) pier stud (2) and part pile foundation (1), the top anchor of pier stud prestressing force steel strand wires (5) is in bent cap (3) top, the bottom anchor of pier stud prestressing force steel strand wires (5) is in the side of pile foundation (1), the bottom of pier stud prestressing force steel strand wires (5) is located on the ground.
2. The self-resetting pier according to claim 1, characterized in that an external wedge-shaped block (4) is arranged on the side face of the pile foundation (1), the external wedge-shaped block (4) is positioned above the ground, and the bottom end of the pier column prestressed steel strand (5) penetrates out of the side face of the pile foundation (1) and is anchored on the external wedge-shaped block (4).
3. The self-resetting pier according to claim 1, characterized in that a first shear key (6) is arranged between the contact surface of the pier stud (2) and the capping beam (3), and a second shear key (7) is arranged between the contact surface of the pier stud (2) and the pile foundation (1).
4. A self-resetting pier according to claim 3, wherein the upper end face of the pier stud (2) is provided with a column top steel tube hinge (61), the bottom surface of the capping beam (3) contacted with the pier stud (2) is provided with a capping beam slot (31), and the column top steel tube hinge (61) is matched with the capping beam slot (31) to form the first shear key (6);
the lower terminal surface of pier stud (2) is provided with post bottom steel pipe hinge (71), pile foundation (1) with the top surface that pier stud (2) contacted is provided with pile foundation slotted hole (11), post bottom steel pipe hinge (71) with pile foundation slotted hole (11) cooperate and form second shear force key (7).
5. A self-resetting pier according to any one of claims 1-4, characterized in that the pier stud (2) comprises a pier stud steel tube (21) and pier stud concrete (22), the pier stud concrete (22) is arranged inside the pier stud steel tube (21), and the pier stud pre-stress steel strand (5) penetrates the pier stud concrete (22).
6. A self-resetting pier according to claim 5, characterized in that the pier stud steel tube (21) is a double-walled steel tube, the pier stud concrete (22) being arranged between the double walls of the pier stud steel tube (21).
7. A self-resetting pier according to claim 6, characterized in that the pier stud steel tube (21) comprises a plurality of segments, adjacent to each other, all of which are integrally cast with the pier stud (2) by the pier stud concrete (22).
8. A self-resetting pier according to claim 7, characterized in that said segments comprise a top section (211) and a bottom section (213), said top section (211) being intended to cooperate with said cap beam (3), said bottom section (213) being intended to cooperate with said pile foundation (1);
the segment further comprises at least one intermediate section (212), the intermediate section (212) being arranged between the column bottom section (213) and the column top section (211).
9. The self-resetting pier according to claim 1, characterized in that a first energy consumption reinforcing steel bar (101) is circumferentially arranged on the contact surface of the pier column (2) and the capping beam (3), and a second energy consumption reinforcing steel bar (102) is circumferentially arranged on the contact surface of the pier column (2) and the pile foundation (1).
10. A self-resetting pier according to claim 1, characterized in that it further comprises tie beams (8), said tie beams (8) being arranged between adjacent piers (2);
and/or the number of the groups of groups,
the tie beam (8) is arranged between the pier stud (2) and the adjacent pile foundation (1);
the tie beam (8) comprises a tie beam body (81) and anchor clamps, the tie beam body (81) is arranged between the anchor clamps, the anchor clamps comprise a first anchor clamp (82) and a second anchor clamp (83), the first anchor clamp (82) is used for being arranged on the pier stud (2), and the second anchor clamp (83) is used for being arranged on the pile foundation (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311046489.1A CN117026789A (en) | 2023-08-18 | 2023-08-18 | Self-resetting bridge pier |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311046489.1A CN117026789A (en) | 2023-08-18 | 2023-08-18 | Self-resetting bridge pier |
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| CN117026789A true CN117026789A (en) | 2023-11-10 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202311046489.1A Pending CN117026789A (en) | 2023-08-18 | 2023-08-18 | Self-resetting bridge pier |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117758601A (en) * | 2024-02-21 | 2024-03-26 | 湖南省交通规划勘察设计院有限公司 | Assembled pier without bearing platform for high-intensity areas and construction method |
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2023
- 2023-08-18 CN CN202311046489.1A patent/CN117026789A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117758601A (en) * | 2024-02-21 | 2024-03-26 | 湖南省交通规划勘察设计院有限公司 | Assembled pier without bearing platform for high-intensity areas and construction method |
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