CN109853402B - Large-tonnage large-deviation jacking thrust direction self-adjusting device for closure pushing of continuous rigid frame bridge and application - Google Patents
Large-tonnage large-deviation jacking thrust direction self-adjusting device for closure pushing of continuous rigid frame bridge and application Download PDFInfo
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- CN109853402B CN109853402B CN201910248667.6A CN201910248667A CN109853402B CN 109853402 B CN109853402 B CN 109853402B CN 201910248667 A CN201910248667 A CN 201910248667A CN 109853402 B CN109853402 B CN 109853402B
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Abstract
The invention provides a large-tonnage large-deviation jacking thrust direction self-adjusting device for closure pushing of a continuous rigid frame bridge and application thereof, wherein the large-tonnage large-deviation jacking thrust direction self-adjusting device comprises: anchoring a base (1) at one side end part of a bridge girder midspan closure section, connecting an articulated device (2) through a rotating shaft on the base (1), installing a jack (3) used for applying jacking force on the articulated device (2), pushing one end of a support (4) by the jack (3), and anchoring the other side of the bridge girder midspan closure section at the other end of the support (4). The pushing devices are respectively installed at four corners of a mid-span closure section of the bridge girder, the stress value of the pushing force and the girder displacement value are measured and calculated in real time, if the girders at two sides of the closure section are subjected to large vertical dislocation deformation, the vertical pushing angle is adjusted through the hinging device (2) until the pushing force and the girder deformation reach preset values.
Description
Technical Field
The invention relates to the field of bridge engineering structure design, in particular to a large-tonnage large-deflection jacking thrust direction self-adjusting device for closure jacking of a continuous rigid frame bridge and application thereof.
Background
In the operation process of the long-span continuous rigid frame bridge, due to the influences of factors such as shrinkage creep of concrete, loss of prestress, temperature action and the like, overlarge downwarping occurs in the span of a main bridge span of the bridge, and the driving comfort and safety of the bridge are influenced. In the pushing process of the mid-span closure section, a jack applying the pushing force cannot change the position along with the vertical deformation of the main beam, so that the jack is not perpendicular to the box girder pushing surface, the application of the pushing force is influenced, and the expected pushing effect cannot be achieved; if the deformation is too large, accidents such as the jack falling off and the like can be caused. In order to avoid the situation in the pushing process of the closure section of the bridge span, the invention provides the pushing hinge device, and the pushing of the bridge is guaranteed to achieve the expected effect.
Disclosure of Invention
The invention aims to solve the technical problems in the existing bridge construction process, and innovatively provides a large-tonnage large-deviation jacking thrust direction self-adjusting device for closure jacking of a continuous rigid frame bridge and application thereof.
In order to achieve the above object, the present invention provides a large-tonnage large-offset jacking thrust direction self-adjusting device for continuous rigid frame bridge closure jacking, comprising: the device comprises a base 1, a hinge device 2, a jack 3 and a support 4;
anchoring a base 1 at one side end part of a bridge girder midspan closure section, connecting an articulated device 2 through a rotating shaft on the base 1, installing a jack 3 for applying jacking force on the articulated device 2, pushing one end of a support 4 by the jack 3, and anchoring the other side of the bridge girder midspan closure section at the other end of the support 4.
Preferably, the base 1 comprises: at least two base I-beams 1-1, base hinge holes 1-2 and base fixing wings 1-3;
two pieces of base I-steel 1-1 are arranged at the end part of the midspan closure section of the bridge girder in parallel along the transverse bridge direction, a base hinge hole 1-2 is formed in a web plate of each piece of base I-steel 1-1, the circle centers of the base hinge holes 1-2 of all the base I-steel 1-1 are on the same straight line, upper flange plates and lower flange plates of the two pieces of base I-steel 1-1 are connected through welding, and the upper flange plates and the lower flange plates of each piece of base I-steel 1-1 and the midspan closure section of the bridge girder are vertically fixed with a base fixing wing 1-3.
Preferably, the hinge device 2 comprises a pushing plane 2-1, the left side and the right side of the side surface of the pushing plane 2-1 close to the base 1 are respectively provided with a hinge support lug 2-2, and the other side of the pushing plane 2-1 is provided with a jack 3; the hinge support lug is provided with a hinge connecting hole 2-4, and the hinge support lug 2-2 is hinged to the I-shaped steel 1-1 through a bolt penetrating through the hinge connecting hole 2-4 and the base hinge hole 1-2.
Preferably, the method further comprises the following steps: and reinforcing ribs 2-3 are arranged on the side surface of the hinged support lug 2-2, which is back to the I-shaped steel 1-1.
Preferably, a support 4 is arranged at the end of the other side of the main beam closure section, and the jack 3 pushes the support 4 and the hinge device 2.
Preferably, said support 4 comprises:
two support I-beams 4-2 are arranged at the other end of the midspan closure section of the bridge girder in parallel along the transverse bridge direction, upper and lower flange plates of the two support I-beams 4-2 are connected by welding, the welded support I-beam 4-2 and a jack 3 are pushed to weld a support pushing plate 4-1, and the upper and lower flange plates of each support I-beam 4-2 and the other end of the midspan closure section of the bridge girder are vertically fixed with a support fixing wing 4-3.
The invention also discloses an application of the large-tonnage large-deviation jacking thrust direction self-adjusting device for closure jacking of the continuous rigid frame bridge in bridge construction.
Preferably, the method comprises the following steps:
s1, installing the large-tonnage large-deflection jacking thrust direction self-adjusting device for continuous rigid frame bridge closure jacking at one side end of the bridge girder closure section, installing a support 4 at the other side end of the bridge girder closure section, wherein the center lines of the base 1, the hinge device 2, the jack 3 and the support 4 of the large-tonnage large-deflection jacking thrust direction self-adjusting device for continuous rigid frame bridge closure jacking are on the same straight line;
s2, judging the deviation angle of the two sides of the end part of the main beam closure section, and applying corresponding jacking force to the jack 3 according to the jacking force preset by the engineering;
s3, the thrusters are respectively installed at four corners of the mid-span closure section of the bridge girder, the stress value of the jacking force and the girder displacement value are measured and calculated in real time, and if the girders at two sides of the closure section are subjected to large vertical dislocation deformation, the vertical thrusting angle is adjusted through the hinging device 2 until the jacking force and the girder deformation reach preset values.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
install this thrustor respectively in bridge girder midspan closure section four corners position, cooperate the top push angle that adjustment promoted the bridge through every subassembly of thrustor, guarantee the real-time change of top push angle, thereby make bridge girder midspan closure section both ends can remain at same horizontal plane throughout, prevent to take place the dislocation, especially use four corners top push mode, can accomplish angular adjustment fast, increase or reduce corresponding top push position, all can influence the top push effect, cause that engineering quality is impaired or closure state is not good.
The pushing device can perfectly execute preset jacking force, cannot deform, guarantees the axial vertical jacking force of the hinge structure, overcomes the relevant stress danger caused by deformation of the bridge, and guarantees the stability of the bridge structure.
Drawings
The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
FIG. 1 is a general schematic of the present invention;
FIG. 2 is a schematic illustration of a specific installation of the present invention;
FIG. 3 is a schematic view of exploded components of the present invention;
FIG. 4 is a schematic view of another exploded component of the present invention;
FIG. 5 is a top view of the pusher of the present invention;
FIG. 6 is a side view of the pusher of the present invention;
FIG. 7 is another side view of the pusher of the present invention;
FIG. 8 is a schematic view of the pusher support of the present invention;
FIG. 9 is a schematic view of the force applied to the bridge by the thrusters of the present invention.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.
As shown in fig. 1, in the pier closure stage of the rigid frame bridge, when the pushing construction is performed, when the pushing force to be applied is large, and the longitudinal horizontal displacement of the pier top to be offset gradually changes with time is large. In the pushing process, the action point of the jack on the closure section is continuously changed along with the vertical displacement generated by the box girder. In the process that the action point continuously rises, the jacking force is gradually reduced due to the fact that the force of the action point in the axial direction of the box girder is decomposed by the change of the action point, and therefore the total jacking displacement is reduced, and the jacking effect cannot be completely achieved. When the longitudinal displacement of the pier top to be pushed is larger, even a jack which is horizontal to the ground cannot act on the box girder. To overcome this fact, thrusters such as those shown in figures 1 to 7 have been designed.
A rotatable hinge device is arranged at the position of the pushing jack. In the pushing construction process, along with the generation of vertical displacement, the pushing force applied by the jack acts on the axis of the box girder along with the generation of the vertical displacement of the box girder all the time. Achieving the purpose of pushing.
According to design requirements, a pushing construction mode is adopted during closure of the bridge: 5000 kN's top thrust need be applyed respectively during midspan closure, and this top thrust of execution that this hinge structure can be perfect to can not take place deformation, guarantee the axial perpendicular top thrust of hinge structure, thereby overcome the bridge and take place deformation and the relevant stress danger that produces, guarantee that the bridge structure is firm. After the hinging device is fully verified in a specific experiment, the pushing displacement of the large-span bridge body can be smoothly carried out, and the construction safety is ensured. As set forth in the following table
In the specific embodiment shown in fig. 1, a thrustor is provided when the mid-span between the middle pier and the piers whose two sides need to be pushed is folded, and the thrustor includes: the device comprises a base 1, a hinge device 2, a jack 3 and a support 4;
anchoring a base 1 at one side end part of a bridge girder midspan closure section, connecting an articulated device 2 through a rotating shaft on the base 1, installing a jack 3 for applying jacking force on the articulated device 2, pushing one end of a support 4 by the jack 3, and anchoring the other side of the bridge girder midspan closure section at the other end of the support 4.
As shown in fig. 9, the preferred method includes: a box girder 4 is arranged between the jack 3 and the side pier 6, and the box girder pushes the pier 6 to displace. In the preferred scheme, in order to increase the homogeneity of atress, set up this thrustor respectively at tangent plane four angles of bridge midspan, can make the bridge midspan guarantee that the atress is more even, push away at four points of evenly arranging, thereby the displacement that helps pushing away the bridge emergence is in the synchronization condition, place this thrustor at four angular positions of bridge girder midspan closure section cross-section at the top push in-process and belong to optimal configuration, because the atress that this four angular position of girder can bear is the biggest, the structure is the most stable firm, if install thrustor both sides or other positions of girder about the girder middle part, just can the fragile structure of both sides about the girder middle part, can't bear thrustor apply the jacking force that reaches 5000kN by the thrustor, only accomplish corresponding top push operation in four angular position.
Preferably, the base 1 comprises: at least two base I-beams 1-1, base hinge holes 1-2 and base fixing wings 1-3;
at least two pieces of base I-beams 1-1 are arranged at the end part of the midspan closure section of the main beam of the bridge in parallel along the transverse bridge direction, a web plate of each piece of base I-beam 1-1 is provided with a base hinge hole 1-2, the circle centers of the base hinge holes 1-2 of all the base I-beams 1-1 are on the same straight line, the upper flange plate and the lower flange plate of each piece of base I-beam 1-1 are connected by welding, and the upper flange plate and the lower flange plate of each piece of base I-beam 1-1 and the midspan closure section of the main beam of the bridge are vertically fixed with a base fixing wing 1-3.
Preferably, the hinge device 2 comprises a pushing plane 2-1, hinge lugs 2-2 are respectively arranged on the left side and the right side of the side surface of the pushing plane 2-1 close to the base 1, the tail part of the hinge lug is a round edge chamfer, and a jack 3 is arranged on the other side of the pushing plane 2-1; the hinge support lug is provided with a hinge connecting hole 2-4, and the hinge support lug 2-2 is hinged to the I-shaped steel 1-1 through a bolt penetrating through the hinge connecting hole 2-4 and the base hinge hole 1-2. The jack is pushed to work through the hinging device, and the pushing angle is kept to change in real time, so that the problem that two bridge girders are not in the same plane when in closure in the midspan is solved.
Preferably, the method further comprises the following steps: and reinforcing ribs 2-3 are arranged on the side surface of the hinged support lug 2-2, which is back to the I-shaped steel 1-1.
Preferably, a support 4 is arranged at the end of the other side of the main beam closure section, and the jack 3 pushes the support 4 and the hinge device 2.
As shown in fig. 8, preferably, the holder 4 includes:
two support I-beams 4-2 are arranged at the other end of the midspan closure section of the bridge girder in parallel along the transverse bridge direction, upper and lower flange plates of the two support I-beams 4-2 are connected by welding, the welded support I-beam 4-2 and a jack 3 are pushed to weld a support pushing plate 4-1, and the upper and lower flange plates of each support I-beam 4-2 and the other end of the midspan closure section of the bridge girder are vertically fixed with a support fixing wing 4-3.
The specific technical details of the hinge structure are matched with each other to realize large-tonnage pushing operation, and experimental data show that the pushing device can complete the pushing force up to 5000kN, which cannot be completed in the existing equipment.
The invention also discloses an application of the large-tonnage large-deviation jacking thrust direction self-adjusting device for closure jacking of the continuous rigid frame bridge in bridge construction.
Preferably, the method comprises the following steps:
s1, installing the large-tonnage large-deflection jacking thrust direction self-adjusting device for continuous rigid frame bridge closure jacking at one side end of the bridge girder closure section, installing a support 4 at the other side end of the bridge girder closure section, wherein the center lines of the base 1, the hinge device 2, the jack 3 and the support 4 of the large-tonnage large-deflection jacking thrust direction self-adjusting device for continuous rigid frame bridge closure jacking are on the same straight line;
s2, judging the deviation angle of the two sides of the end part of the main beam closure section, and applying corresponding jacking force to the jack 3 according to the jacking force preset by the engineering;
s3, the thrusters are respectively installed at four corners of the mid-span closure section of the bridge girder, the stress value of the jacking force and the girder displacement value are measured and calculated in real time, and if the girders at two sides of the closure section are subjected to large vertical dislocation deformation, the vertical thrusting angle is adjusted through the hinging device 2 until the jacking force and the girder deformation reach preset values.
When deviation occurs, deviation rectification adjustment is carried out, and the pushing angle of the main pier adjusting hinge structure is pushed according to the measured deviation amount of the longitudinal cantilever beams at the tops of the two side piers; and when the deviation amount of the longitudinal cantilever beams at the tops of the two side bridge piers is within the pre-designed error range, adopting angle torsion deviation adjustment until the torsion deviation amount of the two side bridge pier cantilever beams is within the pre-designed error range, completing the deviation rectification adjustment process of the two side bridge pier cantilever beams, and completing the deviation rectification adjustment process of the two side bridge pier cantilever beams.
The pushing device can perfectly execute the pushing force, cannot deform, guarantees the axial vertical pushing force of the hinge structure, overcomes the related stress danger caused by deformation of the bridge, and guarantees the stability of the bridge structure.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments, the scope of the present invention being defined by the description and equivalents thereof.
Claims (2)
1. The utility model provides a large-tonnage large deviation top thrust direction self-interacting device that is used for continuous rigid frame bridge to close to push away which characterized in that includes: the device comprises a base (1), a hinge device (2), a jack (3) and a support (4);
anchoring a base (1) at the end part of one side of a midspan closure section of a bridge girder, wherein the base (1) is connected with a hinge device (2) through a rotating shaft, a jack (3) for applying jacking force is installed on the hinge device (2), the jack (3) pushes one end of a support (4), and the other end of the support (4) is anchored at the other side of the midspan closure section of the bridge girder;
the base (1) comprises: at least two base I-beams (1-1), base hinge holes (1-2) and base fixing wings (1-3);
the method comprises the following steps that two pieces of base I-beams (1-1) are arranged at the end part of a midspan closure section of a bridge girder in parallel along the transverse bridge direction, a web plate of each piece of base I-beam (1-1) is provided with a base hinge hole (1-2), the circle centers of the base hinge holes (1-2) of all the base I-beams (1-1) are on the same straight line, upper flange plates and lower flange plates of the two pieces of base I-beams (1-1) are connected through welding, and a base fixing wing (1-3) is vertically fixed between the upper flange plate and the lower flange plate of each piece of base I-beam (1-1) and the midspan closure section of the bridge girder;
the hinge device (2) comprises a pushing plane (2-1), hinge lugs (2-2) are respectively arranged on the left side and the right side of the side surface, close to the base (1), of the pushing plane (2-1), the tail part of the hinge lug is a round edge chamfer, and a jack (3) is installed on the other side of the pushing plane (2-1); the hinge support lug is provided with a hinge connecting hole (2-4), and the hinge support lug (2-2) is hinged on the base I-shaped steel (1-1) through a bolt penetrating through the hinge connecting hole (2-4) and the base hinge hole (1-2);
further comprising: reinforcing ribs (2-3) are arranged on the side surfaces of the backrest base I-shaped steel (1-1) of the hinged support lugs (2-2);
a support (4) is arranged at the end of the other side of the mid-span closure section of the bridge girder, and the jack (3) pushes the support (4) and the hinge device (2);
the support (4) comprises:
two support I-beams (4-2) are arranged at the other end of the midspan closure section of the bridge girder in parallel along the transverse bridge direction, upper flange plates and lower flange plates of the two support I-beams (4-2) are connected by welding, a support jacking plate (4-1) is welded in the jacking direction of the welded support I-beam (4-2) and a jack (3), and a support fixing wing (4-3) is vertically fixed between the upper flange plate and the lower flange plate of each support I-beam (4-2) and the other end of the midspan closure section of the bridge girder;
the hinging devices (2) are respectively installed at four corners of a mid-span closure section of the bridge girder;
a box girder is arranged between the jack (3) and the side pier (6), and the box girder pushes the side pier (6) to displace.
2. The application of the large-tonnage large-deviation jacking thrust direction self-adjusting device for closure jacking of the continuous rigid frame bridge, which is disclosed by claim 1, in bridge construction;
the method comprises the following steps:
s1, installing the large-tonnage large-deviation jacking thrust direction self-adjusting device for continuous rigid frame bridge closure jacking according to claim 1 at one side end of the midspan closure section of the bridge girder, installing a support (4) at the other side end of the midspan closure section of the bridge girder, wherein the center lines of the base (1), the hinge device (2), the jack (3) and the support (4) of the large-tonnage large-deviation jacking thrust direction self-adjusting device for continuous rigid frame bridge closure jacking are on the same straight line;
s2, judging the deviation angles of the two sides of the end part of the midspan closure section of the bridge girder, and applying corresponding jacking force to the jack (3) according to jacking force preset by engineering;
s3, the hinging devices (2) are respectively installed at four corners of the mid-span closure section of the bridge girder, the stress value of the top thrust and the girder displacement value are measured and calculated in real time, if the girders at two sides of the closure section are subjected to large vertical dislocation deformation, the vertical pushing angle is adjusted through the hinging devices (2) until the top thrust and the girder deformation reach preset values.
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| CN201910248667.6A CN109853402B (en) | 2019-03-29 | 2019-03-29 | Large-tonnage large-deviation jacking thrust direction self-adjusting device for closure pushing of continuous rigid frame bridge and application |
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| CN201910248667.6A CN109853402B (en) | 2019-03-29 | 2019-03-29 | Large-tonnage large-deviation jacking thrust direction self-adjusting device for closure pushing of continuous rigid frame bridge and application |
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| CN110424246A (en) * | 2019-08-08 | 2019-11-08 | 中铁二十局集团第一工程有限公司 | A kind of Long span bowstring arch bridge access bridge jack-up system and jack-up construction method |
| CN110409314B (en) * | 2019-08-15 | 2023-10-10 | 中国五冶集团有限公司 | Automatic unidirectional limiting and locking device and method for closure section of continuous rigid frame bridge |
| CN111962404A (en) * | 2020-08-26 | 2020-11-20 | 陕西路桥集团有限公司 | T-shaped rigid frame cantilever bridge synchronous pushing displacement control closure method and cantilever bridge |
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| KR20090102182A (en) * | 2008-03-25 | 2009-09-30 | 주식회사 제일엔지니어링 | Launching apparatus for moving girders forwardly for incremental launching method |
| CN104457492A (en) * | 2014-12-01 | 2015-03-25 | 中铁上海工程局集团第二工程有限公司 | Displacement monitoring method of long-span continuous rigid frame bridge mid-span pushing closing construction |
| CN106087773A (en) * | 2016-06-17 | 2016-11-09 | 贵州路桥集团有限公司 | The assembling unit excessively of stride pushing tow system |
| CN105951613B (en) * | 2016-07-11 | 2017-07-04 | 北京市市政工程研究院 | A kind of combination type prestressed steel diaphragm, hardened system and its reinforcement means |
| CN106120569A (en) * | 2016-08-25 | 2016-11-16 | 中铁五局集团路桥工程有限责任公司 | A kind of continuous rigid frame bridge closure section pushing reaction shelf structure |
| CN108104836B (en) * | 2018-01-31 | 2023-05-30 | 中铁四局集团有限公司 | Upper counter-force supporting system for shield semi-ring initiation and shield semi-ring initiation construction method |
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