CN112761061B - Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof - Google Patents
Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof Download PDFInfo
- Publication number
- CN112761061B CN112761061B CN202011293103.3A CN202011293103A CN112761061B CN 112761061 B CN112761061 B CN 112761061B CN 202011293103 A CN202011293103 A CN 202011293103A CN 112761061 B CN112761061 B CN 112761061B
- Authority
- CN
- China
- Prior art keywords
- pier
- ear
- steel
- column
- friction hinge
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
-
- 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 discloses a steel friction hinge energy-consumption beam system structure for a double-column pier, which comprises a cross beam arranged between two pier columns, wherein two ends of the cross beam are respectively connected to the outer walls of the two vertically arranged pier columns through a steel sleeve and an ear beam, the steel sleeve is sleeved on the outer walls of the pier columns through shear-resistant welding nails, one end of the ear beam is welded on the outer side of the steel sleeve, and the other end of the ear beam is connected with the cross beam through pressure applied by prestressed steel bars to form the steel friction hinge structure. The invention also discloses a construction method of the steel friction hinge energy-consumption tie beam structure for the double-column pier. The steel friction hinge energy-consumption tie beam structure for the double-column pier and the construction method thereof are simple and practical, can improve the transverse compression stability and transverse rigidity of the double-column pier, absorb earthquake input energy through the plasticity of the tie beam, simultaneously reduce the residual deformation of the tie beam by utilizing the superelasticity of the shape memory alloy, and are convenient to repair the tie beam with residual deformation after the earthquake.
Description
Technical Field
The invention relates to the technical field of seismic resistance and shock absorption of bridge structures, in particular to a steel friction hinge energy-dissipation tie beam structure for double column piers and a construction method thereof.
Background
Due to the complex topography and landform in western China, highway and railway lines often cross over deep mountains and canyons. The statistical results for the bridges built or under construction in the western region show that over 40% of the piers are over 40m high. The height of the bridge piers of some bridges exceeds 100m, for example, the height of the bridge piers of a flower soil slope bridge reaches 110 m. Bridge structures under such terrain often employ double-column frame piers. In the static design of the double-column pier, a reinforced concrete tie beam is usually arranged between the double columns, so that the transverse rigidity of the pier is improved, and the transverse stability of the pier is improved.
At present, in the design of a double-pier tie beam, a reinforced concrete structure is generally adopted, but the tie beam is easy to deform under the action of strong shock. When multiple earthquakes occur, the damage and failure of the reinforced concrete tie beam are common earthquake damages, and the reinforced concrete tie beam needs to be repaired and reinforced after the earthquake by spending manpower, material resources and financial resources, so that the traffic recovery after the earthquake is influenced, the earthquake relief work is delayed, and the rigidity and the stability of the repaired double-column pier tie beam structure are easily influenced.
Disclosure of Invention
The invention aims to: the steel friction hinge energy-consuming tie beam structure for the double-column pier and the construction method thereof are provided to solve the defects.
In order to achieve the above purpose, the invention provides the following technical scheme:
the utility model provides a steel friction hinge power consumption straining beam structure for two column mounds, includes pier stand, crossbeam, the crossbeam both ends are all connected respectively on the pier stand outer wall of two vertical settings through steel sleeve and ear roof beam, the steel sleeve is established on pier stand outer wall through the shear-resistant weld nail cover, the welding of ear roof beam one end is in the steel sleeve outside, and the other end is connected with the crossbeam through the pressure that the prestressing steel bar was applyed and is formed steel friction hinge structure.
Preferably, the other end of the ear beam is semicircular, an ear beam through hole is formed in the center of the semicircular part of the ear beam, circular arc sunken platforms are arranged at two ends of the cross beam, a circular convex limiting column is arranged in the center of each sunken platform, the semicircular part of the ear beam is meshed with the circular arc sunken platforms of the cross beam, and the circular convex limiting columns are inserted into the ear beam through holes; the center of the circular protruding limiting column is provided with a steel bar fixing hole, the prestressed steel bars are arranged in the steel bar fixing hole, an anchor bearing plate is arranged on the prestressed steel bars on the outer side of the cross beam, a feed-through type pressure sensor and the anchor bearing plate are arranged on the prestressed steel bars on the outer side of the ear beam, and two ends of the prestressed steel bars are fixed through anchors.
Preferably, the upper side and the lower side of the joint of the cross beam and the ear beam are both provided with a reset assembly, the reset assembly is composed of a shape memory alloy plate and hinged ear plates arranged at two ends of the shape memory alloy plate, the two hinged ear plates are respectively arranged on the cross beam and the ear beam, and two ends of the shape memory alloy plate are respectively hinged on the two hinged ear plates through hinged bolts.
Preferably, the shape memory alloy sheet is a sheet of nickel titanium material.
A construction method of a steel friction hinge energy dissipation tie beam structure for a double column pier comprises the following steps:
s1, establishing a spatial three-dimensional finite element model of the bridge with the steel friction hinge energy dissipation tie beam structure for the double-column pier by adopting prestress, and performing pseudo-static analysis on the model to obtain the horizontal rigidity of the pier column; obtaining the natural vibration period of the bridge through modal analysis; obtaining pier response parameters of the bridge under the fortification earthquake of the small earthquake and the large earthquake through nonlinear time-course analysis; determining the geometric dimension, the axial rigidity, the bending rigidity and the rotating bending moment of the tie beam according to the analysis result, wherein the cross-section yield bending moment of the cross beam is higher than the rotating bending moment of the steel friction hinge;
s2, welding the ear beam to the outer side of the steel sleeve, wherein the bending resistance bearing force of the welding surface of the ear beam and the steel sleeve is higher than the rotating bending moment of the steel friction hinge;
s3, when the pier upright post is poured into the beam tying structure, respectively hoisting the steel sleeve and the ear beam in place, and using the steel sleeve as a concrete pouring template of the pier upright post; then concrete pouring is carried out on the pier upright post, the shear-resistant welding nails welded on the inner wall of the steel sleeve in advance are embedded into the concrete of the pier upright post, and after the concrete of the pier upright post is solidified, the shear-resistant welding nails on the inner side of the steel sleeve play a role so that the steel sleeve is fixedly connected with the pier upright post;
s4, hoisting the cross beam in place to enable the circular arc-shaped sunken platform of the cross beam to be meshed with the semicircular part of the ear beam, and inserting the circular convex limiting column on the sunken platform into the through hole of the ear beam; then, mounting prestressed steel bars in steel bar fixing holes of the circular raised limiting columns, mounting an anchor backing plate and an anchorage device on the prestressed steel bars on the outer sides of the cross beams, and mounting a feed-through pressure sensor, the anchor backing plate and the anchorage device on the prestressed steel bars on the outer sides of the ear beams; finally, tensioning the prestressed reinforcement through a jack, and anchoring through an anchorage device;
s5, mounting hinged ear plates at the upper and lower edges of the two ends of the cross beam and the upper and lower sides of the ear beam; and then installing shape memory alloy plates on the two hinged lug plates at the connecting part of the cross beam and the lug beams through hinged bolts to ensure that the shape memory alloy plates are hinged with the hinged lug plates at the two ends, thereby realizing the construction of the steel friction hinged energy-consuming beam tie structure for the double column piers.
The invention has the beneficial effects that:
the steel friction hinge energy-consumption beam tie structure for the double-column pier and the construction method thereof are simple and practical, can replace reinforced concrete beam ties, reduce the calculated height of the pier, and improve the transverse compression stability and transverse rigidity of the pier; under the action of an earthquake, the earthquake input energy is consumed through the plastic rotation of the steel friction hinges at the two ends of the tie beam, and the transverse earthquake response of the bridge pier is reduced; under the action of earthquake, the relative residual corner of the ear beam and the cross beam is reduced by utilizing the superelasticity of the shape memory alloy plate; after an earthquake, the residual corners at the two ends of the tie beam can be repaired by loosening the prestressed steel bars without replacing the beam members. The steel friction hinge energy-consumption tie beam structure for the double-column pier and the construction method thereof are simple and practical, can improve the transverse compression stability and transverse rigidity of the double-column pier, absorb earthquake input energy through the plasticity of the tie beam, simultaneously reduce the residual deformation of the tie beam by utilizing the superelasticity of the shape memory alloy, and are convenient to repair the tie beam with residual deformation after the earthquake.
Drawings
FIG. 1: the invention has a schematic structure;
FIG. 2: the invention discloses a schematic assembly diagram of a steel sleeve, an ear beam and a cross beam;
FIG. 3: the invention is a structural schematic diagram of a steel sleeve and an ear beam;
FIG. 4: the invention is a schematic diagram of a beam structure;
FIG. 5: the invention discloses a reset assembly structure schematic diagram.
Detailed Description
The following description of the embodiments of the present invention is made with reference to the accompanying drawings 1 to 5:
as shown in fig. 1, 2, 3, 4 and 5, the steel friction hinge energy-consuming tie beam structure for the double-column pier comprises a pier stand column 1 and a cross beam 4, wherein two ends of the cross beam 4 are respectively connected to the outer walls of the two vertically arranged pier stand columns 1 through a steel sleeve 2 and an ear beam 3, the steel sleeve 2 is sleeved on the outer wall of the pier stand column 1 through a shear welding nail 21, one end of the ear beam 3 is welded on the outer side of the steel sleeve 2, and the other end of the ear beam is connected with the cross beam 4 through pressure applied by a prestressed reinforcement 5 to form a steel friction hinge structure.
In the whole steel friction hinge structure, the other end of the ear beam 3 is semicircular, an ear beam through hole 31 is formed in the center of the semicircular part of the ear beam 3, circular arc-shaped sunken platforms 41 are arranged at two ends of the cross beam 4, a circular convex limiting column 42 is arranged in the center of each sunken platform 41, the semicircular part of the ear beam 3 is meshed with the circular arc-shaped sunken platforms 41 of the cross beam 4, and the circular convex limiting column 42 is inserted into the ear beam through hole 31, so that the joint of the ear beam 3 and the cross beam 4 can rotate relatively under the action of an earthquake. The center of the circular protruding limiting column 42 is provided with a steel bar fixing hole 43, the prestressed steel bars 5 are arranged in the steel bar fixing hole 43, the prestressed steel bars 5 on the outer side of the cross beam 4 are provided with anchor pads 7, the prestressed steel bars 5 on the outer side of the ear beam 3 are provided with a feed-through type pressure sensor 8 and anchor pads 7, and the two ends of the prestressed steel bars 5 are fixed through anchors 6.
When the prestressed reinforcement 5 is tensioned, the tensioning force can be controlled through the through type pressure sensor 8 arranged below the anchor backing plate 7, and in the using process of the tied beam, the pressure of the contact surface of the cross beam 4 and the ear beam 3 can be monitored through the through type pressure sensor 8 arranged below the anchor backing plate 7. When the through pressure sensor 8 arranged below the anchor backing plate 7 monitors that the prestress loss is large, the prestress reinforcement 5 can be tensioned. The contact surface of the lug beam 3 and the cross beam 4 can change the friction coefficient of a steel-steel contact surface by sand blasting the surface of steel, thereby changing the rotating bending moment of the steel friction hinge.
The upper side and the lower side of the joint of the cross beam 4 and the ear beam 3 are both provided with a resetting component 9, and the resetting component 9 consists of a shape memory alloy plate 91 and hinged ear plates 92 arranged at two ends of the shape memory alloy plate 91. The shape memory alloy plate 91 is made of a nickel-titanium plate or other similar material plates, and is in a dog-bone shape with two thick ends and a thin middle part, thereby ensuring that deformation mainly occurs in the middle part and preventing local damage caused by drilling and bolt pulling force at the two ends. Two hinged ear plates 92 are respectively arranged on the upper and lower edges of the cross beam 4 and the ear beam 3, and two ends of the shape memory alloy plate 91 are respectively hinged on the two hinged ear plates 92 through hinged bolts 93.
A construction method of a steel friction hinge energy dissipation tie beam structure for a double column pier comprises the following steps:
s1, establishing a spatial three-dimensional finite element model of the bridge with the steel friction hinge energy dissipation tie beam structure for the double pier by adopting prestress, and performing pseudo-static analysis on the model to obtain the horizontal rigidity of the pier upright post 1; obtaining the natural vibration period of the bridge through modal analysis; obtaining pier response parameters of the bridge under the fortification earthquake of the small earthquake and the large earthquake through nonlinear time-course analysis; determining the geometric dimension, the axial rigidity, the bending rigidity and the rotating bending moment of the tie beam according to the analysis result, wherein the cross-section yield bending moment of the cross beam part is higher than the rotating bending moment of the steel friction hinge;
s2, welding the ear beam 3 to the outer side of the steel sleeve 2, wherein the bending resistance bearing capacity of the welding surface of the ear beam 3 and the steel sleeve 2 is higher than the rotating bending moment of the steel friction hinge;
s3, when the pier upright post 1 is poured into the beam tying structure, respectively hoisting the steel sleeve 2 and the ear beam 3 in place, and using the steel sleeve 2 as a concrete pouring template of the pier upright post 1; then carrying out concrete pouring on the pier column 1, wherein one end of the shear welding nail 21 is welded on the inner wall of the steel sleeve 2 in advance, in the concrete pouring process of the pier column 1, the other end of the shear welding nail 21 welded on the inner wall of the steel sleeve 2 in advance can be embedded into the concrete of the pier column 1, and after the concrete of the pier column 1 is solidified, the shear welding nail 21 on the inner side of the steel sleeve 2 plays a role in fixedly connecting the steel sleeve 2 and the pier column 1;
s4, hoisting the cross beam 4 in place, so that the circular arc-shaped sunken platform 41 of the cross beam 4 is meshed with the semicircular part of the ear beam 3, and the circular convex limiting column 42 on the sunken platform 41 is inserted into the ear beam through hole 31 of the ear beam 3; then, mounting prestressed steel bars 5 in steel bar fixing holes 43 of the circular raised limiting columns 42, mounting an anchor backing plate 7 and an anchorage device 6 on the prestressed steel bars 5 on the outer side of the cross beam 4, and mounting a feed-through pressure sensor 8, the anchor backing plate 7 and the anchorage device 6 on the prestressed steel bars 5 on the outer side of the ear beam 3; finally, tensioning the prestressed reinforcement 5 through a jack, and anchoring through an anchorage device 6;
s5, mounting hinged lug plates 92 at the upper edge and the lower edge of the two ends of the cross beam 4 and the upper side and the lower side of the lug beam 3; and then installing shape memory alloy plates 91 on two hinged lug plates 92 at the connecting part of the cross beam 4 and the lug beam 3 through hinged bolts 93, so that the shape memory alloy plates 91 are hinged with the hinged lug plates 92 at the two ends, thereby realizing the construction of the steel friction hinged energy-consuming tie beam structure for the double-column pier.
Under the constant load effect, the tie beam mainly plays a role in reducing the calculated height of the pier and improving the transverse stability of the pier. When the small earthquake occurs, the tie beam keeps elasticity, the steel friction hinge does not rotate, and the tie beam mainly plays a role in improving the transverse rigidity of the pier and reducing the transverse displacement of the pier at the moment. And under the action of a large earthquake, the steel friction hinge generates plastic rotation so as to dissipate earthquake input energy and reduce the transverse displacement of the bridge pier. The shape memory alloy plate 91 is subjected to tensile force and compressive force due to the rotation of the friction hinge, and the residual rotation angles of the ear beam 3 and the cross beam 4 can be effectively reduced due to the superelasticity of the shape memory alloy. After an earthquake, if larger residual corners exist at two ends of the tie beam, the residual corners of the tie beam can be reduced by loosening the prestressed reinforcement.
The friction coefficient of the steel friction hinge contact surface and the magnitude of the pre-pressure are determined according to the yield bending moment designed by the tie beam. Because the tie beam can only generate plastic rotation at the steel friction hinges at two sides, the rest parts are required to be always kept elastic. Therefore, in the design process, the cross-section yield bending moment of the cross beam 4 and the cross beam 3 is higher than the rotary yield bending moment of the steel friction hinge.
The steel friction hinge energy-consumption tie beam structure for the double-column pier and the construction method thereof are simple and practical, can improve the transverse compression stability and transverse rigidity of the double-column pier, absorb earthquake input energy through the plasticity of the tie beam, simultaneously reduce the residual deformation of the tie beam by utilizing the superelasticity of the shape memory alloy, and are convenient to repair the tie beam with residual deformation after the earthquake.
The invention has been described above with reference to the accompanying drawings, it is obvious that the invention is not limited to the specific implementation in the above-described manner, and it is within the scope of the invention to adopt such insubstantial modifications of the inventive concept and solution, or to apply the inventive concept and solution directly to other applications without such modifications.
Claims (3)
1. The steel friction hinge energy-consumption beam tying structure for the double-column pier is characterized by comprising a cross beam (4) arranged between two pier columns (1), wherein two ends of the cross beam (4) are respectively connected to the outer walls of the two vertically arranged pier columns (1) through a steel sleeve (2) and an ear beam (3), the steel sleeve (2) is sleeved on the outer walls of the pier columns (1) through shear welding nails (21), one end of the ear beam (3) is welded on the outer side of the steel sleeve (2), and the other end of the ear beam is connected with the cross beam (4) through pressure applied by a prestressed steel bar (5) to form a steel friction hinge structure;
the other end of the ear beam (3) is semicircular, an ear beam through hole (31) is formed in the center of the semicircular part of the ear beam (3), circular arc-shaped sunken platforms (41) are arranged at two ends of the cross beam (4), a circular convex limiting column (42) is arranged in the center of each sunken platform (41), the semicircular part of the ear beam (3) is meshed with the circular arc-shaped sunken platforms (41) of the cross beam (4), and the circular convex limiting columns (42) are inserted into the ear beam through holes (31); a steel bar fixing hole (43) is formed in the center of the circular protruding limiting column (42), the prestressed steel bars (5) are arranged in the steel bar fixing hole (43), an anchor backing plate (7) is arranged on the prestressed steel bars (5) on the outer side of the cross beam (4), a through type pressure sensor (8) and the anchor backing plate (7) are arranged on the prestressed steel bars (5) on the outer side of the ear beam (3), and two ends of each prestressed steel bar (5) are fixed through an anchorage device (6);
crossbeam (4) all are provided with reset assembly (9) with both sides about the junction of ear roof beam (3), reset assembly (9) comprise shape memory alloy board (91) and set up hinge otic placode (92) at shape memory alloy board (91) both ends, two hinge otic placode (92) set up respectively at the last lower edge of crossbeam (4), ear roof beam (3), shape memory alloy board (91) both ends all articulate respectively two through articulated bolt (93) on hinge otic placode (92).
2. The steel friction hinge energy dissipating tie beam structure for a double pier according to claim 1 wherein the shape memory alloy sheet (91) is a sheet of nitinol material.
3. A construction method of a steel friction hinge energy dissipation tie beam structure for a double column pier is characterized by comprising the following steps:
s1, establishing a spatial three-dimensional finite element model of the bridge with the steel friction hinge energy dissipation tie beam structure for the double-column pier by adopting prestress, and performing pseudo-static analysis on the model to obtain the horizontal rigidity of the pier column (1); obtaining the natural vibration period of the bridge through modal analysis; obtaining pier response parameters of the bridge under the fortification earthquake of the small earthquake and the large earthquake through nonlinear time-course analysis; determining the geometric dimension, the axial rigidity, the bending rigidity and the rotating bending moment of the tie beam according to the analysis result, wherein the cross-section yield bending moment of the cross beam (4) part is higher than the rotating bending moment of the steel friction hinge;
s2, welding the ear beam (3) to the outer side of the steel sleeve (2), wherein the bending resistance bearing capacity of the welding surface of the ear beam (3) and the steel sleeve (2) is higher than the rotating bending moment of the steel friction hinge;
s3, when the pier column (1) is poured to a beam tying structure, respectively hoisting the steel sleeve (2) and the ear beam (3) in place, and using the steel sleeve (2) as a concrete pouring template of the pier column (1); then, concrete pouring is carried out on the pier column (1), the shear welding nails (21) welded on the inner wall of the steel sleeve (2) in advance are embedded into the concrete of the pier column (1), and after the concrete of the pier column (1) is solidified, the shear welding nails (21) on the inner side of the steel sleeve (2) play a role in fixedly connecting the steel sleeve (2) and the pier column (1);
s4, hoisting the cross beam (4) in place, enabling the circular arc-shaped sunken platform (41) of the cross beam (4) to be meshed with the semicircular part of the ear beam (3), and inserting the circular convex limiting column (42) on the sunken platform (41) into the ear beam through hole (31) of the ear beam (3); then, prestressed reinforcements (5) are installed in reinforcement fixing holes (43) of the circular protruding limiting columns (42), anchor backing plates (7) and anchorage devices (6) are installed on the prestressed reinforcements (5) on the outer sides of the cross beams (4), and feed-through pressure sensors (8), anchor backing plates (7) and anchorage devices (6) are installed on the prestressed reinforcements (5) on the outer sides of the ear beams (3); finally, tensioning the prestressed reinforcement (5) through a jack, and anchoring through an anchorage device (6);
s5, mounting hinged lug plates (92) at the upper edge and the lower edge of the two ends of the cross beam (4) and the upper side and the lower side of the lug beam (3); and then installing shape memory alloy plates (91) on two hinged lug plates (92) at the connecting part of the cross beam (4) and the lug beam (3) through hinged bolts (93), so that the shape memory alloy plates (91) are hinged with the hinged lug plates (92) at two ends, and the construction of the steel friction hinged energy-consuming tie beam structure for the double-column pier is realized.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011293103.3A CN112761061B (en) | 2020-11-18 | 2020-11-18 | Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011293103.3A CN112761061B (en) | 2020-11-18 | 2020-11-18 | Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112761061A CN112761061A (en) | 2021-05-07 |
| CN112761061B true CN112761061B (en) | 2022-07-05 |
Family
ID=75693757
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011293103.3A Active CN112761061B (en) | 2020-11-18 | 2020-11-18 | Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112761061B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114293460B (en) * | 2022-02-15 | 2022-09-20 | 中南大学 | Railway swinging hollow high pier with damping and energy-consuming devices |
| CN114645508A (en) * | 2022-04-16 | 2022-06-21 | 北京工业大学 | Self-resetting pier adopting replaceable energy-consuming beam-column connecting nodes |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103628402A (en) * | 2013-12-20 | 2014-03-12 | 中铁二院工程集团有限责任公司 | Earthquake energy dissipation structure of multi-pillar pier |
| CN105568845A (en) * | 2016-02-29 | 2016-05-11 | 石家庄铁道大学 | Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam |
| CN110067208A (en) * | 2019-05-29 | 2019-07-30 | 中国建筑第四工程局有限公司 | Twin legged thin wall over-height pier temporary steel constructing tie beam method |
-
2020
- 2020-11-18 CN CN202011293103.3A patent/CN112761061B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103628402A (en) * | 2013-12-20 | 2014-03-12 | 中铁二院工程集团有限责任公司 | Earthquake energy dissipation structure of multi-pillar pier |
| CN105568845A (en) * | 2016-02-29 | 2016-05-11 | 石家庄铁道大学 | Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam |
| CN110067208A (en) * | 2019-05-29 | 2019-07-30 | 中国建筑第四工程局有限公司 | Twin legged thin wall over-height pier temporary steel constructing tie beam method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112761061A (en) | 2021-05-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112761061B (en) | Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof | |
| CN110359633A (en) | A kind of concrete foot joint of the replaceable energy consumption connection component containing high ductility | |
| JP5666081B2 (en) | Reconstruction method of existing bridge | |
| CN110541354B (en) | Single-section prefabricated anti-seismic pier and construction method thereof | |
| CN108374431B (en) | Novel semi-fabricated anti-seismic energy dissipation retaining wall and construction method thereof | |
| CN108729343B (en) | Post-earthquake recoverable assembled energy-consuming column pier structure | |
| CN106638946A (en) | Connecting structure of reinforced concrete swinging column and reinforced concrete foundation | |
| CN110453813A (en) | A kind of replaceable built-in profile steel diagonal brace prefabricated PC energy-consuming shear wall | |
| CN104831639A (en) | Consolidation and release construction method for 0# blocks of ultra-wide non-uniform continuous beam | |
| CN112095495A (en) | Bridge underpinning support structure and construction method | |
| CN110835974B (en) | Ductile steel column and construction and installation method thereof | |
| CN203866711U (en) | Large span cable-stayed bridge tower beam three-way temporary consolidation structure | |
| CN211447492U (en) | Toughness steel column | |
| CN113322986A (en) | Pile-anchor-beam composite energy dissipation and shock absorption structure system and construction method | |
| CN211947909U (en) | Double-column type self-resetting concrete filled steel tube pier with replaceable energy-consuming corrugated steel connecting beam | |
| CN210369312U (en) | Steel column base connection structure | |
| CN216474462U (en) | Swing-self-reset double-layer double-column pier bridge bent frame structure with three energy consumption measures | |
| Choi et al. | Seismic retrofit of plain concrete piers of railroad bridges using composite of FRP-steel plates | |
| CN214939362U (en) | Steel pipe concrete rectangular pier and foundation connecting structure with self-resetting function | |
| CN109914227A (en) | A kind of bridge and its sacrificial Antivibration block | |
| JP2004225411A (en) | Anchoring bolt device for bridge pier or the like | |
| CN213571600U (en) | Bridge underpins bearing structure | |
| CN211473068U (en) | Toughness energy dissipation steel column | |
| CN110805304A (en) | Construction method for reinforcing structure of concrete beam | |
| CN201053143Y (en) | Whole-prefabricated assembling type concrete frame structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |