CN112227232B - Pier upright post underpinning method of pier-beam consolidation continuous beam bridge - Google Patents
Pier upright post underpinning method of pier-beam consolidation continuous beam bridge Download PDFInfo
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- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
The invention discloses a pier upright post underpinning method of a pier-beam consolidation continuous girder bridge, which utilizes an original pier bearing platform as a foundation of a temporary supporting structure, a tray structure is poured or installed at a position, close to the bearing platform, of the bottom of an original pier upright post, a group of jacks are respectively arranged between a tray and the bearing platform and between the top of a cross beam and a main girder, and pressure which is the same as the constant-load axial force of an original pier is applied before underpinning. After the original bridge pier is cut and removed, the hydraulic synchronous jacking technology is utilized to control the upper jack cylinder and the lower jack cylinder to respectively move upwards and downwards at the same speed, so that the elevation of the main beam is kept stable dynamically in the underpinning process, and additional internal force which is not beneficial to the safety of the main beam structure is avoided. The method not only solves the problem of main beam settlement control in bridge pier underpinning construction, but also fully utilizes the original bridge pier bearing platform to bear the underpinning axial force, saves a temporary supporting structure in the conventional construction method, and reduces the construction cost and the risk of structure pressure instability.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a bridge pier upright underpinning method of a pier-beam consolidation continuous bridge.
Background
With the rapid development of traffic infrastructure construction, newly-built roads need to pass through from the lower part of the built bridge many times. Because of the restriction of factors such as whole route planning, surrounding land use, existing bridge span arrangement and the like, the newly-built road sometimes cannot avoid the bridge piers of part of the established bridges, so that the contradiction of the two in space utilization is caused, and the existing bridge piers need to be moved out of the clearance range of the newly-built road through underpinning technology.
At present, underpinning of pier-beam consolidation continuous girder bridge piers generally adopts the steps of installing a jack on the top of a temporary buttress, lifting a girder body, dismantling the existing pier, then pouring a stand column and a cross beam of a frame type pier, and finally unloading the jack to drop a girder onto the cross beam to complete underpinning.
For example, chinese patent publication No. CN103981816A discloses a method for underpinning a pier stud of an overpass frame, which includes foundation pile construction, column construction, temporary supporting pier stud construction, lifting of an original box girder, beam construction, stone pad construction and support installation, wherein after the foundation pile, the column and the temporary supporting pier stud are completed in the construction, the original box girder is lifted, the original box girder is supported on the temporary pier, so that the original box girder is separated from a lower structure, the original box girder support is removed, the original independent pier is broken away, the full framing support construction beam and the support stone pad are set up, after a new frame structure is completed, the support is set again, the original box girder is reset, and equivalent stress replacement of a newly-built structure and the original independent pier is completed.
Chinese patent publication No. CN201268854Y discloses an active underpinning structure for hyperstatic pier column or pile foundation, which is a spatially continuous lattice underpinning structure formed by cross beams, longitudinal beams, a top plate, a bottom plate and new piles, wherein the cross beams of the underpinning structure and the original pier columns or pile foundations to be underpinned are connected into an integrally stressed structure by shear-resistant measures, and the load transmitted by the underpinned pier columns or pile foundations is stressed jointly by the cross beams, the longitudinal beams and the new piles of the underpinning structure to bear the load, thereby ensuring the safety and stability of the structures to be underpinned.
However, the above method inevitably changes the elevation of the main girder during the lifting and lowering of the girder, resulting in an unfavorable additional internal force generated inside the main girder. Because of the shielding of the newly-built frame pier cross beam, the temporary support is difficult to use the existing pier bearing platform as a foundation, and a temporary foundation needs to be built, which undoubtedly increases the manufacturing cost of underpinning projects. Meanwhile, when the height of the pier is large, the risk of structural instability is increased due to the overhigh temporary support, and hidden danger is brought to the safety of the engineering.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a bridge pier upright underpinning method of a pier-beam consolidation continuous beam bridge, which avoids a temporary support structure between a main beam and a foundation, saves construction materials, reduces the risk of pressure instability of the temporary support structure, and improves the construction safety.
The technical scheme of the invention is as follows:
a method for underpinning pier columns of a pier-beam consolidation continuous girder bridge is disclosed, wherein a main beam of the girder bridge is supported by the piers, and pier bearing platforms are arranged at the lower ends of the piers, and the method specifically comprises the following steps:
(1) constructing a new frame pier for underpinning an original pier, wherein the new frame pier comprises a frame pier pile foundation, a frame pier upright post cushion cap, a frame pier upright post and a frame pier cross beam, the frame pier cross beam is fixedly connected with the original pier, and the frame pier upright post supports two ends of the frame pier cross beam;
(2) fixedly arranging a tray structure at a position close to a pier bearing platform on an original pier, arranging a group of lower jacks between the tray structure and the pier bearing platform, and arranging a group of upper jacks between the bottom of a main beam and the top surface of a cross beam of a frame pier;
(3) respectively synchronously pressurizing the upper jack group and the lower jack group to the tonnage same as the constant-load axial force of the pier in a grading manner through a hydraulic synchronous jacking system, then cutting original pier stand columns positioned on the upper part of a frame pier cross beam and between a tray and a pier bearing platform, and transferring the axial force of the pier stand columns to the jack groups;
(4) the method comprises the steps that through a hydraulic synchronous jacking system, a lower jack group between a pier bearing platform and a pallet is unloaded step by step in a displacement control mode, an upper jack group on the top surface of a frame pier beam is controlled to synchronously jack a main beam upwards at the same speed, and the upper jack group on the top of the frame pier beam is locked until unloading of the lower jack group is finished;
(5) dismantling the pier columns of the rest part of the original pier, installing a permanent support on the top surface of the frame pier beam, and synchronously unloading the upper jack group to enable the main beam to be supported on the permanent support;
(6) and (4) dismantling the upper and lower groups of jacks, cleaning and recovering the ground, and completing the pier replacement construction.
The method not only solves the problem of girder settlement control in the bridge pier underpinning construction, but also fully utilizes the original bridge pier bearing platform to bear the underpinning axial force, saves a temporary supporting structure in the conventional construction method, reduces the construction cost, reduces the risk of structure pressure instability, improves the construction safety, and is particularly suitable for the bridge pier underpinning construction of high-pier bridges.
Further, in the step (2), the number and the type of the jacks in the upper jack group and the lower jack group are the same.
Further, in the step (2), the sum of rated jacking forces of the arranged lower jack groups and the sum of rated jacking forces of the arranged upper jack groups are both greater than 2 times of the dead load axial force of the underpinned pier.
Further, in the step (2), the tray structure is fixed on the position, close to the pier bearing platform, of the original pier through pouring or installation.
Furthermore, in the step (3), when the original pier stand column between the upper part of the frame pier cross beam and the pallet and pier bearing platform is cut, the vertical displacement of the main beam and the pier stand column is monitored in real time through displacement sensors arranged at the two groups of jack cylinders, and reverse displacement is applied to the structure through a hydraulic synchronous control system, so that the structure is ensured not to generate settlement in the cutting process.
Further, in the step (4), the unloading process of the lower jack group and the upward jacking process of the upper jack group are implemented in a grading mode, and the grading quantity is determined according to the theoretical calculation value of the final deflection of the frame pier beam and is not less than five grades. And each stage of unloading is carried out slowly, and the jacks of the upper group are jacked up at the same displacement according to the settlement displacement monitoring value of the jacks of the lower group in the unloading process, so that the elevation of the main beam is kept unchanged dynamically.
Further, in the step (5), when the permanent support is installed, a permanent support cushion stone is poured on the top surface of the beam of the frame pier, and the permanent support is installed on the permanent support cushion stone.
The specific process of the step (5) is as follows:
and cutting and removing the rest original pier columns below the bottom of the frame pier beam, pouring a support cushion stone at the top of the frame pier beam, installing a permanent support, ensuring that the top surface of the new support is in close contact with the bottom surface of the main beam, gradually and synchronously unloading the upper jack after the strength of the cushion stone concrete reaches the standard requirement until the dead weight of the main beam is completely borne by the new support.
Compared with the prior art, the invention has the following beneficial effects:
1. in the invention, the lower jack group is supported on the top surface of the original pier bearing platform, the axial force of the original pier is born by the lower jack in the underpinning process, and the stress of the original pier foundation is not changed, so that the stress safety of the foundation in the underpinning process can be ensured, and the cost for constructing the temporary supporting foundation is saved.
2. In the invention, the underpinning construction avoids a temporary supporting structure between the main beam and the foundation, thereby not only saving construction materials, but also reducing the risk of pressure instability of the temporary supporting structure, improving the construction safety, and being particularly suitable for underpinning the pier of the high-pier bridge.
3. In the underpinning process, a hydraulic synchronous jacking system is adopted, two groups of hydraulic jacks are controlled simultaneously, and in the process of underpinning the main beam to a newly-built frame pier through the support of an original pier, the main beam is ensured not to generate settlement displacement, and additional internal force which is not beneficial to structure safety is avoided being generated in the main beam.
Drawings
FIG. 1 is a schematic diagram of step 1 in an embodiment of the present invention;
FIG. 2 is a schematic diagram of step 2 in an embodiment of the present invention;
FIG. 3 is a schematic diagram of step 3 in an embodiment of the present invention;
FIG. 4 is a schematic diagram of step 4 in an embodiment of the present invention;
FIG. 5 is a schematic diagram of step 5 in an embodiment of the present invention;
FIG. 6 is a diagram illustrating step 6 in an embodiment of the present invention.
FIG. 7 is an overall schematic diagram of an embodiment of the present invention.
In the figure: 1. the main beam, 2, a frame pier cross beam, 3, a frame pier column, 4, a frame pier column cushion cap, 5, a frame pier pile foundation, 6, a pier, 7, a pier cushion cap, 8, a ground line, 9, a tray structure, 10, a lower jack group, 11, an upper jack group, 12, a permanent support, 13 and a clearance limit of a newly-built road under a bridge.
Detailed Description
The invention will be described in further detail below with reference to the drawings and examples, which are intended to facilitate the understanding of the invention without limiting it in any way.
As shown in fig. 1 to 7, a bridge pier column underpinning method of a pier-beam consolidation continuous girder bridge mainly aims to solve the problem that bridge piers intrude into road clearance when a newly-built road passes under the existing bridge. The girder 1 of the girder bridge is supported by a pier 6, a pier bearing platform 7 is arranged at the lower end of the pier 6, and the pier bearing platform 7 is below the ground line. The specific construction process comprises the following steps:
And 2, pouring or installing a tray structure 9 on the pier 6 close to the top of the pier bearing platform 7, wherein the tray can be made of reinforced concrete, steel and the like. The tray structure 9 should be firmly connected to the original pier 6 with sufficient strength to withstand the axial forces of the original pier. A lower jack group 10 is arranged between the tray structure 9 and the pier bearing platform 7, an upper jack group 11 is arranged between the top of the frame pier beam 2 and the bottom of the main beam 1, and the sum of rated jacking forces of each jack group is 2 times larger than the constant-load axial force of the underpinned pier. The schematic diagram after step 2 is completed is shown in fig. 2.
And 3, gradually and synchronously pressurizing the two groups of jacks to the tonnage same as the constant-load axial force of the bridge pier to be underpinned through a hydraulic synchronous jacking system, and then cutting and detaching the original bridge pier upright column above the top surface of the frame pier cross beam 2 and between the tray structure 9 and the bridge pier bearing platform 7. The schematic diagram after step 3 is completed is shown in fig. 3.
And 4, gradually reducing the pressure of the lower jack group 10 by a hydraulic synchronous jacking system in a synchronous displacement control mode, controlling the upper jack group 11 to jack the main beam 1 upwards at the same displacement speed, and locking the upper jack group 11 until the lower jack group 10 is unloaded. The schematic diagram after completion of step 4 is shown in fig. 4.
And 5, cutting and removing the rest original pier columns below the bottom of the frame pier beam 2, pouring a support cushion stone at the top of the frame pier beam 2, installing a permanent support 12, ensuring that the top surface of the new support is in close contact with the bottom surface of the main beam 1, and gradually and synchronously unloading the upper jack after the strength of the cushion stone concrete reaches the standard requirement until the dead weight of the main beam 1 is completely borne by the new support. The schematic diagram after completion of step 5 is shown in fig. 5.
And 6, dismantling the two groups of jacks, recovering the ground and completing the underpinning construction of the pier. And after the underpinning of the pier is completed, the original pier is moved out, and a clearance limit 13 of a newly-built road below the bridge is reserved. The schematic diagram after completion of step 6 is shown in fig. 6.
The embodiments described above are intended to illustrate the technical solutions and advantages of the present invention, and it should be understood that the above-mentioned embodiments are only specific embodiments of the present invention, and are not intended to limit the present invention, and any modifications, additions and equivalents made within the scope of the principles of the present invention should be included in the scope of the present invention.
Claims (6)
1. A pier column underpinning method of a pier-beam consolidation continuous beam bridge is characterized by comprising the following steps of:
(1) constructing a new frame pier for underpinning an original pier, wherein the new frame pier comprises a frame pier pile foundation, a frame pier upright post cushion cap, a frame pier upright post and a frame pier cross beam, the frame pier cross beam is fixedly connected with the original pier, and the frame pier upright post supports two ends of the frame pier cross beam;
(2) fixedly arranging a tray structure at a position close to a pier bearing platform on an original pier, arranging a group of lower jacks between the tray structure and the pier bearing platform, and arranging a group of upper jacks between the bottom of a main beam and the top surface of a cross beam of a frame pier;
(3) respectively synchronously pressurizing the upper jack group and the lower jack group to the tonnage same as the constant-load axial force of the pier in a grading manner through a hydraulic synchronous jacking system, then cutting original pier stand columns positioned on the upper part of a frame pier cross beam and between a tray and a pier bearing platform, and transferring the axial force of the pier stand columns to the jack groups;
when original pier upright columns positioned on the upper part of a frame pier cross beam and between a tray and a pier bearing platform are cut, the vertical displacement of a main beam and a pier is monitored in real time through displacement sensors arranged at two groups of jack oil cylinders, and reverse displacement is applied to the structure through a hydraulic synchronous control system, so that the structure is ensured not to generate settlement in the cutting process;
(4) the method comprises the steps that through a hydraulic synchronous jacking system, a lower jack group between a pier bearing platform and a pallet is unloaded step by step in a displacement control mode, an upper jack group on the top surface of a frame pier beam is controlled to synchronously jack a main beam upwards at the same speed, and the upper jack group on the top of the frame pier beam is locked until unloading of the lower jack group is finished;
the lower jack group carries out unloading and the upper jack group carries out upward jacking in a grading way, the grading quantity is determined according to the theoretical calculation value of the final deflection of the frame pier beam, and the grading quantity is not less than five grades; each stage of unloading is carried out slowly, and the jacks of the upper group are jacked up at the same displacement according to the settlement displacement monitoring value of the jacks of the lower group in the unloading process, so that the elevation of the main beam is kept unchanged dynamically;
(5) dismantling the pier columns of the rest part of the original pier, installing a permanent support on the top surface of the frame pier beam, and synchronously unloading the upper jack group to enable the main beam to be supported on the permanent support;
(6) and (4) dismantling the upper and lower groups of jacks, cleaning and recovering the ground, and completing the pier replacement construction.
2. The bridge pier and upright underpinning method of the pier-girder consolidated continuous girder bridge according to claim 1, wherein in the step (2), the number and the type of the jacks in the upper jack group and the lower jack group are the same.
3. The bridge pier column underpinning method of the pier-girder consolidated continuous girder bridge according to claim 1, wherein in the step (2), the sum of rated jacking forces of the arranged lower jack groups and the sum of rated jacking forces of the arranged upper jack groups are both greater than 2 times of the dead load axial force of the underpinned pier.
4. The pier stud underpinning method of the pier-girder consolidated continuous girder bridge according to claim 1, wherein in the step (2), the tray structure is fixed on the original pier at a position close to a pier cap by casting or installation.
5. The pier stud underpinning method of the pier-girder consolidated continuous girder bridge according to claim 1, wherein in the step (5), when the permanent support is installed, a permanent support base stone is poured on the top surface of the beam of the pier of the frame, and the permanent support is installed on the permanent support base stone.
6. The bridge pier upright underpinning method for the pier-girder consolidated continuous girder bridge according to claim 1, wherein the concrete process of the step (5) is as follows:
and cutting and removing the rest original pier columns below the bottom of the frame pier beam, pouring a support cushion stone at the top of the frame pier beam, installing a permanent support, ensuring that the top surface of the new support is in close contact with the bottom surface of the main beam, gradually and synchronously unloading the upper jack after the strength of the cushion stone concrete reaches the standard requirement until the dead weight of the main beam is completely borne by the new support.
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| CN112982200B (en) * | 2021-03-30 | 2022-09-02 | 中建三局基础设施建设投资有限公司 | Underpinning method of existing continuous bridge |
| CN113403968B (en) * | 2021-07-15 | 2022-02-15 | 广东省九域工程技术咨询有限公司 | Bridge pier underpinning method and underpinning structure |
| CN114855654B (en) * | 2022-06-27 | 2024-02-23 | 四川路桥桥梁工程有限责任公司 | Stable inclined pier construction method without interrupting traffic operation |
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