CN110952463A - Reverse jacking reinforcement method and jacking structure of concrete box girder bridge - Google Patents
Reverse jacking reinforcement method and jacking structure of concrete box girder bridge Download PDFInfo
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- CN110952463A CN110952463A CN201911258954.1A CN201911258954A CN110952463A CN 110952463 A CN110952463 A CN 110952463A CN 201911258954 A CN201911258954 A CN 201911258954A CN 110952463 A CN110952463 A CN 110952463A
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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
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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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
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Abstract
The invention discloses a reverse jacking reinforcement method and a jacking structure of a concrete box girder bridge, wherein a reverse jacking position, a jacking force and a jacking displacement of a box girder bottom plate are obtained through checking calculation of working conditions of the concrete box girder bridge; installing a steel cross beam at the reverse jacking position; a reverse jacking structure is arranged below the steel cross beam and serves as a jacking fulcrum, and the reverse jacking structure comprises a jack supported below the steel cross beam; jacking at the jacking supporting point by a jack according to the jacking force and the jacking displacement; mounting a steel longitudinal beam on a box girder bottom plate and reinforcing the steel longitudinal beam; and (4) unloading the jacking force, and removing the reverse jacking structure to finish the reinforcement of the concrete box girder bridge. The invention solves the problem that the reinforcing member bears the dead weight of the bridge and reduces the stress hysteresis effect of the reinforcing member.
Description
Technical Field
The invention belongs to the technical field of bridges, and particularly relates to a reverse jacking reinforcing method and a jacking structure of a concrete box girder bridge.
Background
The prestressed concrete box girder bridge is usually used for the upper structure form of medium and above span bridges due to high structural strength and good overall performance. However, the prestressed concrete box girder bridge is affected by the external environment with the increase of the operation period, and a series of diseases such as loss of prestress, cracking of concrete due to long-term action of overloaded vehicles, deterioration and the like occur. And the bearing capacity and rigidity of the box girder structure are reduced along with the deepening of the diseases, and the box girder structure is in a state of service with the diseases. Structural reinforcement of the box girder is therefore required to increase or restore the load-bearing capacity of the bridge structure.
At present, most of bridge reinforcing methods commonly used at home and abroad belong to passive reinforcing methods, such as a steel plate bonding reinforcing method, a carbon fiber cloth bonding reinforcing method, a section enlarging reinforcing method and the like, wherein the steel plate bonding or steel member reinforcing method is most common in concrete bridge reinforcing. The above existing prestressed concrete box girder reinforcing technology has the following three disadvantages:
1) the secondary stress problem of the reinforcing member: the existing prestressed concrete box girder bridge is not unloaded and reinforced when being reinforced, namely, the bridge structure is maintained and reinforced under the action of self weight. The problem that has brought like this is that original bridge structures have had certain deformation before reinforcing, reforming transform. The post-reinforced member belongs to a secondary stressed member. The problems of inconsistent deformation and inconsistent stress exist between the original box girder structure (primary stress component) and the reinforcing component (secondary stress component);
2) the reinforcing component can not bear the dead weight problem of the concrete box girder: the original bridge structure is already in a stress balance state before reinforcement: the self-weight and the structural resistance of the original structure of the bridge are balanced mutually. And then the added reinforcing member cannot contribute to the resistance of the original structure, so that the self weight of the original structure of the bridge cannot be effectively resisted. The reinforcing component can only bear the effect generated by the automobile load;
3) the reinforcement member has a stress hysteresis effect: because the post-reinforced member is a secondary stressed member, the bridge structure has the characteristic of staged stress before and after reinforcement. Namely, the dead weight of the original structure is borne by the original bridge structure, and the automobile load is borne by the reinforced combined structure. The strength of the material of the reinforcing member is limited by the deformation of the original structure, the utilization rate of the strength of the material is low, and the stress has a hysteresis phenomenon;
it can therefore be seen that even if the later added reinforcement member is designed to be sufficiently strong, it is limited to restore the original structural load-bearing capacity of the bridge. This is an inherent defect of the passive reinforcement method, which can only prevent the further reduction of the bearing capacity of the original bridge structure, but cannot restore the self-strength of the original structure. In addition, compared with the self weight of the prestressed concrete box girder, the proportion of the live load of the automobile in the bridge is very small, and the resistance of the original structure of the bridge is mainly used for resisting the self weight of the box girder.
Disclosure of Invention
The invention aims to overcome the defects in the prior art, provides a reverse jacking and reinforcing method and a jacking structure of a concrete box girder bridge, solves the problem that a reinforcing member bears the dead weight of the bridge, and reduces the stress hysteresis effect of the reinforcing member.
The invention provides the following technical scheme:
a reverse jacking reinforcement method for a concrete box girder bridge comprises the following steps:
obtaining the reverse jacking position, jacking force and jacking displacement of a bottom plate of the concrete box girder bridge through checking and calculating the working condition of the concrete box girder bridge;
installing a steel cross beam at the reverse jacking position;
a reverse jacking structure is arranged below the steel cross beam and serves as a jacking fulcrum, and the reverse jacking structure comprises a jack supported below the steel cross beam;
jacking at the jacking supporting point by a jack according to the jacking force and the jacking displacement;
mounting a steel longitudinal beam on a box girder bottom plate and reinforcing the steel longitudinal beam;
and (4) unloading the jacking force, and removing the reverse jacking structure to finish the reinforcement of the concrete box girder bridge.
Preferably, the reverse jacking position comprises a box girder diaphragm position or a midspan position of the box girder.
Preferably, the jacking at the jacking fulcrum comprises the steps of:
pressurizing by a jack to lift the box girder;
the jack is locked to keep the box girder in a lifting state.
Preferably, when jacking is carried out at a jacking fulcrum according to the jacking force and the jacking displacement, the tensile stress of the concrete of the box girder after being lifted does not exceed a design limit value.
Preferably, the steel cross beam and the steel longitudinal beam are both arranged on the box girder bottom plate in a concrete rear anchoring mode.
Preferably, to the reinforcement of reverse jacking of three strides prestressed concrete box girder bridge, after the reverse jacking structure of installation was as the jacking fulcrum, still include following step:
acquiring jacking force and jacking displacement of a bottom plate of the midspan box girder according to checking calculation of working conditions, performing main jacking at a jacking fulcrum of the midspan, and performing auxiliary jacking at the side span;
installing a midspan steel longitudinal beam on a midspan box girder bottom plate, reinforcing the midspan steel longitudinal beam, and unloading the jacking force;
the jacking force and the jacking displacement of the bottom plate of the side span box girder are obtained through checking calculation according to the working conditions, main jacking is carried out at the jacking fulcrum of the side span, and auxiliary jacking is carried out at the midspan;
and (4) installing and reinforcing the side span steel longitudinal beam on the box girder bottom plate of the side span, then unloading the jacking force, and dismantling the reverse jacking structure.
The utility model provides a reverse jacking structure of concrete box girder bridge, includes base, rigid coupling in a plurality of steel pipes of base top and locates the jack of steel pipe top, the jack is used for supporting the steel crossbeam of installing in the case roof beam below, and is two adjacent be connected with a plurality of bridging between the steel pipe.
Preferably, the upper portion and the lower portion of steel pipe all are fixedly connected with the gusset plate, and the middle part is fixedly connected with the diaphragm, is connected with the steel stull between the diaphragm of two adjacent steel pipes, the bridging is the fork form connect in between gusset plate and diaphragm.
Preferably, the cross brace comprises a plurality of stiffening plates which are connected in a cross shape, the stiffening plates are connected through a connecting plate, and the stiffening plates are connected with the connecting plate through bolts.
Preferably, a gravel cushion layer is arranged between the base and the ground.
Compared with the prior art, the invention has the beneficial effects that:
(1) according to the scheme of 'reverse jacking' of the old concrete box girder and then installation of the stiff steel girder, the stiff steel girder and the old concrete box girder bear the dead weight load of the original bridge structure, the stress hysteresis effect of a secondary stress member (stiff steel girder) is reduced, the stiff steel girder reinforced afterwards and the original concrete box girder are ensured to be jointly coordinated and stressed, the bridge reinforcing effect is improved, and the service life of the bridge is prolonged;
(2) in the process of reversely jacking and reinforcing the box girder, the double-control indexes of the jacking force and the jacking displacement are obtained through working condition checking calculation, the jacking safety of the girder body is controlled, and the reliability and the effectiveness of the reinforcing method and the process are ensured;
(3) the reverse jacking structure provided by the invention has the advantages of high strength, simple structure, easiness in construction and convenience in operation, and can realize flexible jacking of the box girder.
Drawings
FIG. 1 is an elevation view of a three-span prestressed concrete continuous box girder bridge;
FIG. 2 is a cross-sectional view of the three-span prestressed concrete continuous box girder bridge of FIG. 1;
FIG. 3 is a schematic structural view of a box girder mounting steel cross beam;
FIG. 4 is an elevational view of the box girder mounted reverse jacking structure;
FIG. 5 is a cross-sectional view of the box girder installation reverse jacking structure of FIG. 4;
FIG. 6 is an enlarged schematic view of the reverse jacking configuration;
FIG. 7 is a schematic structural view of a first reverse jacking;
FIG. 8 is a height index view of the first reverse jacking of the box girder bridge;
FIG. 9 is a stress index plot of a first reverse jack of the box girder bridge;
FIG. 10 is an elevation view of an installed mid-span steel stringer;
FIG. 11 is a cross-sectional view of the mid-span steel stringer installed in FIG. 10;
FIG. 12 is a schematic structural view of a second reverse jacking;
FIG. 13 is a height index view of the second reverse jacking of the box girder bridge;
FIG. 14 is a stress index plot for a second reverse jack of the box girder bridge;
FIG. 15 is an elevational view of a mounting edge span steel stringer;
FIG. 16 is a schematic view of a reverse jack reinforced concrete box girder bridge;
FIG. 17 is a schematic illustration of a lift-up loading of condition ①;
FIG. 18 is a schematic illustration of a condition ② jacking loading;
FIG. 19 is a drawing stress distribution diagram of concrete tensile stress of a top plate of a box girder lifted under the working condition ①;
FIG. 20 is a drawing stress distribution diagram of concrete tensile stress of a bottom plate of a box girder jacked under the working condition ①;
FIG. 21 is a drawing stress distribution diagram of concrete of a top plate of a box girder after the box girder is jacked under the working condition ②;
FIG. 22 is a drawing stress distribution diagram of concrete tensile stress of a bottom plate of a box girder jacked under the working condition ②;
FIG. 23 is a schematic illustration of a condition ③ jacking loading;
FIG. 24 is a drawing stress distribution diagram of concrete tensile stress of a bottom plate of a box girder jacked under the working condition ③;
FIG. 25 is a drawing stress distribution diagram of concrete of a top plate of a box girder after the box girder is jacked under the working condition ④;
FIG. 26 is a drawing stress distribution diagram of concrete tensile stress of a bottom plate of a box girder jacked under the working condition ④;
FIG. 27 is a drawing stress distribution diagram of concrete tensile stress of a bottom plate of a box girder jacked under the working condition ⑤;
FIG. 28 is a diagram comparing deflection deformation of an old concrete bridge under the action of dead weight and constant load;
FIG. 29 is a comparison graph of deflection deformation of an old concrete bridge under the action of dead weight and automobile load.
Labeled as: 1. a steel beam; 2. a jack; 3. a steel pipe; 4. a base; 5. a gravel cushion layer; 6. a box girder; 7. a chemical anchor bolt; 8. a scissor support; 9. a gusset plate; 10. a connecting plate; 11. a steel wale; 12. a bolt; 13. a transverse plate; 14. a stiffening plate; 15. a mid-span steel stringer; 16. an edge-span steel stringer; 17. a reverse jacking structure; 18. a mid-span position; 19. mid-span transverse diaphragm position; 20. the edge spans the mid-position.
Detailed Description
The invention is further described below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and the protection scope of the present invention is not limited thereby.
It should be noted that in the description of the present invention, the terms "front", "rear", "left", "right", "upper", "lower", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of describing the present invention but do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
Example 1
Reverse jacking reinforcement implementation process of concrete box girder bridge
Taking a certain three-span prestressed concrete continuous box girder bridge as an example, the reverse jacking reinforcement of the concrete box girder bridge is carried out. The span distribution of the prestressed concrete continuous box girder bridge is 35m +50m +35m, the height of the middle fulcrum section beam is 2.5m, the height of the middle and straight section beams is 1.36m, the height of the edge beam is 1.24m, and the beam height is changed according to a straight line rule, as shown in fig. 1 and 2.
The reverse jacking and reinforcing method of the concrete box girder bridge comprises the following steps:
(1) mounting steel beam
And (3) checking and calculating according to the reverse jacking working condition of the box girder to obtain the reverse jacking position of the box girder bottom plate, installing a steel cross beam at the reverse jacking position, and connecting the steel cross beam with the concrete bottom plate in an anchoring manner through a chemical anchor bolt 7, as shown in figures 3 and 5.
(2) Reverse jacking structure for installation
And a reverse jacking structure is arranged below the steel beam and used as a jacking fulcrum.
As shown in fig. 4-6, the reverse jacking structure of the concrete box girder bridge includes a base 4, a plurality of steel pipes 3 fixedly connected above the base 4, and a jack 2 disposed above the steel pipes 3, wherein the jack 2 is used for supporting a steel beam 1 installed below the box girder 6, and a plurality of cross braces 8 are connected between two adjacent steel pipes 3. A gravel cushion layer 5 is arranged between the base 4 and the ground.
The shear support 8 comprises a plurality of stiffening plates 14 which are connected in a cross shape, the stiffening plates 14 are connected through a connecting plate 10, and the stiffening plates 14 are connected with the connecting plate 10 through bolts 12. The upper portion and the lower part of steel pipe 3 all are fixedly connected with gusset plate 9, and the middle part rigid coupling has diaphragm 13, is connected with steel stull 11 between the diaphragm of two adjacent steel pipes 3, and bridging 8 is the fork form and connects between gusset plate 9 and diaphragm 13. The cross bracing 8 and the steel cross bracing 11 can ensure the transverse stability and the transverse connection strength between two main jacking stress members (steel pipes), the cross bracing 8 and the steel cross bracing 11 adopt H-shaped steel (150mm 100mm 6mm 9mm), and are connected through the gusset plate 9 and the transverse plate 13 by using the high-strength bolt 12.
(3) First reverse jacking-mid-span jacking
Checking and calculating double-control indexes according to the reverse jacking working condition of the box girder: and (3) jacking displacement and beam body jacking stress, performing main jacking at a jacking fulcrum of the midspan, and performing auxiliary jacking at the side span simultaneously, as shown in fig. 7.
The jacking force of the mid-span concrete box girder is designed to be 2 multiplied by 1100kN, and the jacking displacement of the mid-span is 23 mm. Meanwhile, the bridge is a continuous beam bridge, and the side span is synchronously jacked during jacking of the mid-span so as to reduce the adverse effect of jacking displacement of the mid-span on a side-span beam body, so that the jacking force of the side-span concrete box beam is 500kN, as shown in figures 8 and 9.
Wherein jacking including the step is carried out in jacking fulcrum department: 1) pressurizing by a jack to lift the box girder; 2) the jack is locked to keep the box girder in a lifting state.
(4) Mid-span steel stringer installation
After the jack is locked, a stiff midspan steel longitudinal beam is installed on the box girder bottom plate of the midspan, and is connected with the concrete bottom plate in an anchoring mode through a chemical anchor bolt, and the structure is shown in figures 10 and 11. And unloading the jacking force after the installation is finished.
(5) Second reverse jacking-jacking of side span
Checking and calculating double-control indexes according to the reverse jacking working condition of the box girder: and (3) jacking displacement and beam body jacking stress, performing main jacking at a jacking fulcrum of the side span, and performing auxiliary jacking at the midspan simultaneously, as shown in fig. 12.
The jacking force of the side span concrete box girder is designed to be 2000kN, and the side span jacking displacement is designed to be 16 mm. Meanwhile, the bridge is a continuous beam bridge, and the mid-span is synchronously jacked during jacking of the side span so as to reduce the adverse effect of jacking displacement of the side span on a mid-span beam body, so that the jacking force of the mid-span concrete box beam is 700kN, as shown in FIGS. 13 and 14.
(6) Mounting side span steel longitudinal beam
After the jack is locked, a stiff side span steel longitudinal beam is installed on a box girder bottom plate of the side span, and is in anchoring connection with a concrete bottom plate through a chemical anchor bolt, as shown in fig. 15.
(7) Jacking force unloading
And (3) unloading the jacking force step by step, and dismantling the reverse jacking structure to enable the stiff steel beam to bear the dead weight of the concrete box girder, as shown in figure 16.
Example 2
Principle and method for checking calculation of reverse jacking working condition
(1) There are two principles for the selection of the jacking position:
the jacking force is large in 1, so that the jacking position is preferably the position of the box girder diaphragm plate for preventing the concrete box girder bottom plate from being influenced during jacking. The box girder transverse partition plate is connected with the box girder bottom plate and the box girder top plate through the concrete entity transverse partition plate, and the box girder at the position has high strength and rigidity and can fully transfer jacking force.
If the box girder is not provided with the diaphragm plate, the box girder is suitable for jacking at a midspan position, and the additional internal force of the girder body generated by the jacking force can be uniformly distributed to the maximum extent.
(2) The double-control indexes of checking and calculating under the reverse jacking working condition are two: (1) jacking displacement; (2) beam jacking stress.
The two indexes are determined according to the checking principle that the beam body is lifted as much as possible on the premise that the tensile stress of the concrete after the box beam is lifted does not exceed the design limit.
Taking the supporting project as an example, the concrete box girder is made of C50 concrete (the concrete grade adopted by most of the existing concrete bridges is C50), and the standard value of the tensile strength of the material is 2.65 MPa. Therefore, the tensile stress of concrete on the upper edge of the box girder after the girder body is reversely jacked is not more than 2.65 MPa.
(3) Checking calculation method for reverse jacking working condition
Checking calculation for working condition of first reverse jacking
The first reverse jacking aims at installing a mid-span steel longitudinal beam, so that the mid-span needs to be jacked, the jacking position selects a mid-span position 18 (working condition ①, shown in figure 17) and a mid-span transverse partition plate position 19 (working condition ②, shown in figure 18) to be checked and calculated respectively, and the control principle is that the tensile stress of the box girder top plate concrete does not exceed the tensile strength standard value of 2.65 MPa.
By checking, under the working condition ①, when the jacking force reaches 1320kN at the midspan position and the jacking height is 22.8mm, the tensile stress of the concrete on the top plate of the midspan box girder reaches a control value of 2.65MPa, as shown in FIG. 19, and simultaneously, under the influence of the midspan jacking, the tensile stress of the concrete on the bottom plate of the side-span box girder is 2.4MPa, as shown in FIG. 20.
Under the working condition ②, when the jacking force of the mid-span transverse partition plate position respectively reaches 1180kN and the jacking height is 34.2mm, the tensile stress of the mid-span box girder top plate concrete reaches a control value of 2.65MPa, as shown in fig. 21, and meanwhile, under the influence of mid-span jacking, the tensile stress of the side-span box girder bottom plate concrete is 4.0MPa, as shown in fig. 22.
Therefore, under the principle of checking calculation control, the working condition ② can lift the beam body to a larger height with smaller jacking force, and meanwhile, the jacking position is at the position of the diaphragm plate of the box beam and has the minimum influence on the beam body, so the jacking is preferably carried out in a loading mode of the working condition ②, but the tensile stress of the concrete of the bottom plate of the side span box beam exceeds the control value of 2.65MPa when the working condition ② is used for jacking, and therefore synchronous jacking is carried out on the side span so as to reduce the adverse influence on the side span caused by mid-span jacking.
Under the working condition ②, the side span mid-position 20 is synchronously jacked, the concrete tensile stress of a box girder bottom plate is 2.65MPa as a control principle, and the working condition is working condition ③, as shown in fig. 23.
By checking, under the working condition of ③, when the jacking force in the side span reaches 640kN and the jacking height is 6.4mm, the tensile stress of the side span box girder bottom plate concrete can be controlled within 2.65MPa, as shown in FIG. 24.
And (4) integrating the checking results, and taking the standard value of the tensile strength of the concrete of 2.65MPa as a control target to avoid the adverse effect of the jacking process on the concrete box girder. The box girder reverse jacking for the first time, the midspan jacking at the position of the diaphragm plate, the jacking force is set to be 1100kN, the side span jacking at the midspan position, and the jacking force is set to be 500 kN.
Checking calculation for working condition of second reverse jacking
The side span jacking working condition ④ shows through checking that the jacking force reaches 2100kN in the side span and the concrete tensile stress of the top plate of the box girder in the side span reaches a control value of 2.65MPa when the jacking height is 18.2mm, as shown in FIG. 25, the concrete tensile stress of the bottom plate of the box girder in the middle span is influenced by the side span jacking at the same time, as shown in FIG. 26, the concrete tensile stress of the bottom plate of the box girder in the middle span is 3.5 MPa.
Therefore, the jacking working condition ④ causes the tensile stress of the mid-span box girder bottom plate concrete to exceed the control value of 2.65MPa when the side span is jacked, so that synchronous jacking should be performed on the mid-span to reduce the adverse effect on the mid-span caused by side span jacking, which is working condition ⑤, as shown in fig. 27.
And (4) integrating the checking results, and taking the standard value of the tensile strength of the concrete of 2.65MPa as a control target to avoid the adverse effect of the jacking process on the concrete box girder. And (4) reversely jacking the box girder for the second time, jacking at the mid-span position of the side span, and setting the jacking force to be 2000 kN. The midspan is jacked at the position of the diaphragm plate, and the jacking force is set to be 700 kN.
Example 3
Checking process and effect for reverse jacking working condition
Based on the three-span prestressed concrete continuous box girder bridge engineering example, the double-control index checking process of the concrete box girder reverse jacking technology is shown in the following table 1.
TABLE 1 reverse jacking double-control index checking process
According to the above process, the deflection of the main beam under three conditions of unreinforced bridge, unreinforced bridge (unreinforced and back-jacked bridge), reinforced bridge and jacked bridge (reinforced and back-jacked bridge) under the action of dead weight and dead load is obtained, as shown in fig. 28. As can be seen from the figure, the deflection of the main beam by applying the beam body reverse jacking technology is obviously reduced compared with the deflection of the main beam which is not reinforced and not jacked. The reason is that: after the original concrete girder is vertically jacked upwards, the girder body has certain 'reverse arch' predeformation, and the stiff steel girder additionally arranged later can bear certain constant load of the old concrete girder body.
According to the above process, the deflection of the main beam which is not pushed, reinforced and pushed by the bridge reinforcement under the action of the dead weight and the automobile load is obtained, as shown in fig. 29. As can be seen from the figure, the deflection of the main beam by applying the beam body reverse jacking technology is obviously reduced compared with the deflection of the main beam without being pushed by reinforcement.
The above description is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, several modifications and variations can be made without departing from the technical principle of the present invention, and these modifications and variations should also be regarded as the protection scope of the present invention.
Claims (10)
1. The reverse jacking reinforcement method of the concrete box girder bridge is characterized by comprising the following steps of:
obtaining the reverse jacking position, jacking force and jacking displacement of a bottom plate of the concrete box girder bridge through checking and calculating the working condition of the concrete box girder bridge;
installing a steel cross beam at the reverse jacking position;
a reverse jacking structure is arranged below the steel cross beam and serves as a jacking fulcrum, and the reverse jacking structure comprises a jack supported below the steel cross beam;
jacking at the jacking supporting point by a jack according to the jacking force and the jacking displacement;
mounting a steel longitudinal beam on a box girder bottom plate and reinforcing the steel longitudinal beam;
and (4) unloading the jacking force, and removing the reverse jacking structure to finish the reinforcement of the concrete box girder bridge.
2. The reverse jacking reinforcement method of a concrete box girder bridge according to claim 1, wherein the reverse jacking position includes a box girder diaphragm position or a midspan position of a box girder.
3. The reverse jacking reinforcement method of a concrete box girder bridge according to claim 1, wherein the jacking at the jacking-supporting point comprises the steps of:
pressurizing by a jack to lift the box girder;
the jack is locked to keep the box girder in a lifting state.
4. The reverse jacking reinforcement method for the concrete box girder bridge according to claim 1, wherein when jacking is performed at a jacking fulcrum according to a jacking force and a jacking displacement, a tensile stress of concrete of the box girder after being lifted does not exceed a design limit.
5. The reverse jacking reinforcement method for the concrete box girder bridge according to claim 1, wherein the steel cross beam and the steel longitudinal beam are both installed on the box girder bottom plate in a concrete post-anchoring manner.
6. The reverse jacking reinforcement method of the concrete box girder bridge according to claim 1, wherein for the reverse jacking reinforcement of the three-span prestressed concrete box girder bridge, after the reverse jacking structure is installed as a jacking fulcrum, the method further comprises the following steps:
acquiring jacking force and jacking displacement of a bottom plate of the midspan box girder according to checking calculation of working conditions, performing main jacking at a jacking fulcrum of the midspan, and performing auxiliary jacking at the side span;
installing a midspan steel longitudinal beam on a midspan box girder bottom plate, reinforcing the midspan steel longitudinal beam, and unloading the jacking force;
the jacking force and the jacking displacement of the bottom plate of the side span box girder are obtained through checking calculation according to the working conditions, main jacking is carried out at the jacking fulcrum of the side span, and auxiliary jacking is carried out at the midspan;
and (4) installing and reinforcing the side span steel longitudinal beam on the box girder bottom plate of the side span, then unloading the jacking force, and dismantling the reverse jacking structure.
7. The utility model provides a reverse jacking structure of concrete box girder bridge which characterized in that, includes base, rigid coupling in a plurality of steel pipes of base top and locates the jack of steel pipe top, the jack is used for supporting the steel crossbeam of installing in the box girder below, and is two adjacent be connected with a plurality of bridging between the steel pipe.
8. The reverse jacking structure of the concrete box girder bridge according to claim 7, wherein gusset plates are fixedly connected to the upper portions and the lower portions of the steel pipes, transverse plates are fixedly connected to the middle portions of the steel pipes, a steel cross brace is connected between the transverse plates of two adjacent steel pipes, and the cross brace is connected between the gusset plates and the transverse plates in a crossing manner.
9. The reverse jacking structure of a concrete box girder bridge according to claim 8, wherein the shear braces comprise a plurality of stiffening plates connected in a cross shape, the stiffening plates are connected with each other through connecting plates, and the stiffening plates are connected with the connecting plates through bolts.
10. The reverse jacking structure of a concrete box girder bridge according to claim 7, wherein a gravel cushion is provided between the base and the ground.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201911258954.1A CN110952463B (en) | 2019-12-10 | 2019-12-10 | Reverse jacking reinforcement method and jacking structure of concrete box girder bridge |
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| CN201911258954.1A CN110952463B (en) | 2019-12-10 | 2019-12-10 | Reverse jacking reinforcement method and jacking structure of concrete box girder bridge |
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| CN110952463A true CN110952463A (en) | 2020-04-03 |
| CN110952463B CN110952463B (en) | 2021-08-10 |
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| CN201911258954.1A Active CN110952463B (en) | 2019-12-10 | 2019-12-10 | Reverse jacking reinforcement method and jacking structure of concrete box girder bridge |
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