CN110359373B - Beam body deviation rectifying method for portal pier bridge - Google Patents
Beam body deviation rectifying method for portal pier bridge Download PDFInfo
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- CN110359373B CN110359373B CN201910621115.5A CN201910621115A CN110359373B CN 110359373 B CN110359373 B CN 110359373B CN 201910621115 A CN201910621115 A CN 201910621115A CN 110359373 B CN110359373 B CN 110359373B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- 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
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Abstract
The invention provides a beam body deviation rectifying method for a portal pier bridge, which comprises the following steps: carrying out reaming transformation on the sleeve hole on the inner side of the cushion stone; installing a transverse limiter of the beam body and transversely limiting the beam body; carrying out reaming transformation on a sleeve hole on the outer side of the cushion stone; installing a vertical jacking device for jacking the beam body and a transverse jacking device for transversely moving the beam body; transversely moving the deviation correcting beam body to a deviation correcting preset position; the beam body falls back and is limited transversely; and pouring a sleeve hole after the cushion stone is subjected to reaming transformation. The deviation rectifying method ensures the safe operation of the high-speed railway in the deviation rectifying process of the beam body, and effectively solves the problem that the offset of the portal pier exceeds the limit; the method is simple to operate, the working procedures are simple and convenient, the construction period is shortened, and the method has important practical significance for high-speed railways with short skylight time.
Description
Technical Field
The invention relates to the technical field of railway beam body repair, in particular to a beam body deviation rectifying method for a gate pier bridge.
Background
In recent years, the rapid development of high-speed railways in China reaches over 2.9 kilometers by 2018. In order to ensure smooth and saved land for the line and control post-construction deformation, uneven deformation and the like of the engineering under the high-speed railway line, the design idea of replacing the road with the bridge is adopted in the design of the high-speed railway, and the beam body becomes the main engineering type of the engineering under the high-speed railway line. Maintenance and repair work after the beam body of the high-speed railway is built is greatly reduced compared with that of a common railway, but deformation diseases such as line deviation and the like can be caused by environmental change, geological condition influence and peripheral engineering construction along with long-term operation of the railway.
The high-speed railway has very strict requirements on the transverse displacement, the safety and the comfort of high-speed railway operation can be seriously threatened when the transverse displacement exceeds the limit, the high-speed railway can operate at a limited speed, and the problem of the transverse displacement exceeding of the high-speed railway can be quickly solved by adopting a beam body deviation rectifying method. The existing beam body deviation rectifying method is specific to common pier bridges, but the structural form difference between the portal pier bridge structure and the common pier bridge structure is large, the operating space of the portal pier bridge is very limited, and the problems that temporary supports cannot be installed and the like exist. Therefore, the research on the beam body deviation rectifying method of the portal pier bridge has important significance for recovering the line shape of the high-speed rail line and ensuring the safe operation of the high-speed rail.
Disclosure of Invention
The invention aims to provide a beam body deviation rectifying method for a portal pier bridge, and aims to solve the technical problem that the beam body deviation rectifying method in the prior art cannot be applied to the portal pier bridge.
In order to achieve the purpose, the technical scheme of the invention is realized as follows:
the invention provides a beam body deviation rectifying method for a portal pier bridge, which comprises the following steps: carrying out reaming transformation on the sleeve hole on the inner side of the cushion stone; installing a transverse limiter of the beam body and transversely limiting the beam body; carrying out reaming transformation on the sleeve hole on the outer side of the cushion stone; installing a vertical jacking device for jacking the beam body and a transverse jacking device for transversely moving the beam body; transversely moving the deviation-correcting beam body to a deviation-correcting preset position, specifically, removing the transverse limit of the beam body, jacking the beam body by using the vertical jacking device to suspend the beam body, and transversely moving the beam body to the deviation-correcting preset position by using the transverse jacking device; dropping the beam body and limiting the beam body transversely; and pouring the sleeve hole after the cushion stone is subjected to reaming transformation.
Further, before the step of reaming and transforming the sleeve hole on the inner side of the pad stone, the method further comprises the following steps of: and installing the longitudinal limiter of the beam body and limiting the beam body longitudinally.
Further, the step of reaming and transforming the sleeve hole on the inner side of the cushion stone specifically comprises: and dismantling the beam falling prevention stop block on the beam body and the foundation bolt on the inner side of the support, and carrying out reaming transformation on the sleeve hole of the foundation bolt on the corresponding inner side of the cushion stone.
Further, the step of installing the transverse limiter of the beam body and transversely limiting the beam body specifically includes: and installing the beam falling prevention stop block, and installing the transverse limiter between the beam falling prevention stop block and the cushion stone to transversely limit the beam body.
Further, the step of dropping back the beam body and laterally limiting the beam body specifically includes: and loosening the vertical jacking device to enable the beam body to fall back to the pier, and enabling the transverse limiting device to carry out transverse limiting on the beam body again.
Further, the transverse limiter is installed between the anti-falling beam stop block on the beam body and the cushion stone; and/or the longitudinal limiter is arranged between the adjacent beam bodies.
Further, the step of installing and jacking the vertical jacking device of the beam body and the step of transversely moving the transverse jacking device of the beam body specifically comprises: at least two vertical lifters are arranged between a bridge pier and the beam body, wherein a shell of one vertical lifter is fixed on the bridge pier, a pushing end of the vertical lifter pushes the beam body, a shell of the other vertical lifter is fixed on the beam body, and a pushing end of the vertical lifter pushes the bridge pier;
at least one transverse jacking device is arranged between the two vertical jacking devices, a shell of the transverse jacking device is fixed on the shell of one of the vertical jacking devices, and the jacking end of the transverse jacking device jacks the shell of the other vertical jacking device.
Further, the step of installing and jacking the vertical jacking device of the beam body and the step of transversely moving the transverse jacking device of the beam body specifically comprises: at least one vertical jacking device is arranged between a bridge pier and the beam body, a shell of one vertical jacking device is fixed on the beam body, and a jacking end of the vertical jacking device jacks the bridge pier;
and at least one transverse jacking device is arranged between the cushion stone and one of the vertical jacking devices, a shell of the transverse jacking device is fixed on the cushion stone, and the jacking end of the transverse jacking device jacks the shell of one of the vertical jacking devices.
Further, the step of pouring the sleeve hole after the cushion reaming transformation specifically comprises: and coating epoxy resin on the top of the cushion stone to enable the bottom surface of the support to be attached to the top of the cushion stone, arranging a steel die at the sleeve hole after reaming transformation, and pouring grouting material according to a gravity grouting method.
Furthermore, anti-skid pieces are respectively arranged at the movable end of the transverse limiter and the movable end of the longitudinal limiter; and/or sliding parts are respectively arranged at the pushing ends of the vertical lifters so that the pushing ends of the vertical lifters can slide relative to the sliding parts.
The invention provides a beam body deviation rectifying method for a gate-type pier bridge, which comprises the steps of firstly carrying out reaming transformation on a sleeve hole on the inner side of a cushion stone, carrying out transverse limiting on a beam body by installing a transverse limiter, then carrying out reaming transformation on the sleeve hole on the outer side of the cushion stone, and carrying out transverse limiting on the beam body by the transverse limiter so as to ensure the stability of the beam body when the sleeve hole on the outer side of the cushion stone is subjected to reaming transformation. Before the beam body is jacked and transversely moved, the transverse limiting device is loosened to release the transverse limiting so as to facilitate the movement deviation correction of the beam body. The deviation rectifying method ensures the safe operation of the high-speed railway in the deviation rectifying process of the beam body, and effectively solves the problem that the offset of the portal pier exceeds the limit; the method is simple to operate, the working procedures are simple and convenient, the construction period is shortened, and the method has important practical significance for high-speed railways with short skylight time.
Drawings
Fig. 1 is a schematic flow chart of a method for correcting a deviation of a beam body of a gate pier bridge according to an embodiment of the present invention;
fig. 2 is a schematic structural diagram of a cross section of a portal pier bridge in the method for correcting the deviation of the beam body according to the embodiment of the invention;
FIG. 3 is a schematic structural diagram of a longitudinal section of a portal pier bridge in the method for correcting the deviation of the beam body according to the embodiment of the invention;
FIG. 4 is a top view of FIG. 2 with the beam omitted; and
fig. 5 is a schematic view of an installation manner of a vertical jacking device and a horizontal jacking device in the deviation rectifying method for a beam body according to the embodiment of the invention.
Description of reference numerals:
100. a bridge pier; 110. a cushion stone; 120. a support; 130. anchor bolts; 200. a beam body; 210. a longitudinal stop; 220. a vertical jack; 221. a first vertical jack; 222. a second vertical jack; 230. a transverse jacking device; 240. a slider; 300. a beam falling prevention stop block; 310. and a transverse limiter.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments. In the description of the present invention, the relative orientation or positional relationship is based on the orientation or positional relationship shown in fig. 2, where "inner" and "outer" refer to the inner and outer directions of fig. 4. It is to be understood that such directional terms are merely used to facilitate describing the invention and to simplify the description, and are not intended to indicate or imply that the device or element so referred to must be constructed and operated in a particular orientation and therefore should not be considered as limiting the invention.
In addition, the descriptions of "first", "second", etc. in the present invention are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number or order of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
Referring to fig. 1, an embodiment of the present application provides a method for correcting a beam body of a gate pier bridge, including the following steps:
s1, performing reaming transformation on the sleeve hole on the inner side of the pad;
s2, installing a transverse limiter of the beam body and limiting the beam body transversely;
s3, performing reaming transformation on the sleeve hole on the outer side of the pad stone;
s4, installing a vertical jacking device for jacking the beam body and a transverse jacking device for transversely moving the beam body;
s5, transversely moving the deviation-correcting beam body to a deviation-correcting preset position, specifically, removing the transverse limit of the transverse limiter on the beam body, jacking the beam body by using the vertical jacking device to suspend the beam body, and transversely moving the beam body to the deviation-correcting preset position by using the transverse jacking device;
s6, falling back the beam body and limiting the beam body transversely;
and S7, pouring the sleeve hole after the hole expansion transformation of the cushion stone.
The order of the steps may be changed as desired as the circumstances permit. The beam body in the embodiment of the application can be a box beam.
Referring to fig. 2 to 4, the gate-type pier bridge includes a pier 100, a pad 110, and a pedestal 120, the pad 110 being installed on the pier 100, and the pedestal 120 being installed on the pad 110. Two cushion stones 110 are generally arranged on each pier 100, and the two cushion stones 110 are symmetrically arranged on two sides of the top end of the pier 100. Two supports 120 are respectively installed on each of the bolsters 110 through anchor bolts 130, and the two supports 120 are respectively installed at both ends of the bolsters 110, that is, 4 supports 120 are installed on each of the piers 100. Two ends of the girder 200 are respectively installed on two adjacent piers 100, one end of each girder 200 is placed on two pad stones 110 of one pier 100 and is commonly supported by a support 120 at one end of each pad stone 110; that is, one end of the beam body 200 spans two of the cushion stones 110, and is respectively placed on the support 120 at one end of the cushion stone 110. Two girders 200 are placed on each pier 100.
According to the method for correcting the deviation of the beam body, firstly, the sleeve hole on the inner side of the cushion stone 110 is subjected to reaming transformation, and at the moment, the foundation bolt 130 on the outer side of the support 120 is fixed on the cushion stone 110 to provide support for the beam body 200. Before reaming and transforming the sleeve hole on the outer side of the cushion stone 110, the transverse limiter 310 is installed to transversely limit the beam body 200 so as to prevent the beam body 200 from deviating in the reaming and transforming process. Specifically, the transverse stoppers 310 are mounted between the beam body 200 and the pad stone 110, so that the beam body 200 is stressed in a balanced manner, and the stability of the beam body 200 in the sleeve hole transformation process of the outer side of the pad stone 110 is ensured.
After the sleeve hole of the bolster 110 is modified, the vertical lifters 220 of the lifting beam body 200 and the horizontal lifters 230 of the traverse beam body 200 are installed. The lifting of the girder 200 is implemented by the vertical lifters 220 and the traverse is implemented by the lateral lifters 230. It will be appreciated that prior to lifting and traversing the beam 200, the lateral restraint 310 may be loosened to release the lateral restraint of the beam 200 to facilitate deviation correction of the beam 200.
The operation space of the gate pier bridge is very limited, and when the problem that the transverse displacement of the high-speed railway exceeds the limit is solved, a common correction method for installing the temporary support in the prior art cannot be utilized. According to the deviation rectifying method for the beam body 200 of the gate-type pier bridge, the beam body 200 is transversely limited by installing the transverse limiting device 310, and the transverse limiting device 310 is loosened to facilitate deviation rectifying before the beam body 200 is jacked and transversely moved. In the deviation rectifying method, the limiting function of the transverse limiter 310 between the beam body 200 and the cushion stone 110 is used for replacing the function of a temporary support in the prior art, so that the safe operation of the high-speed railway in the deviation rectifying process of the beam body 200 is ensured, and the problem of the deviation overrun of the portal pier bridge is effectively solved. The deviation rectifying method is simple to operate, simple and convenient in process, capable of shortening the construction period and having important practical significance for the high-speed railway with short skylight time.
Various detailed embodiments of the method for correcting the deviation of the beam body of the portal pier bridge provided by the embodiment of the invention are specifically described below, and it should be noted that the detailed embodiments can be chosen according to different requirements of beam body deviation correcting construction.
And S0, installing a longitudinal limiter of the beam body and longitudinally limiting the beam body.
In some embodiments, before the step of reaming the sleeve hole inside the pad 110, the method further comprises the following steps: the longitudinal stopper 210 of the girder 200 is installed and the girder 200 is longitudinally stopped. The longitudinal stopper 210 is installed to longitudinally limit the beam 200 so as to prevent the beam 200 from longitudinally moving during the deviation rectifying process.
Further, a longitudinal stopper 210 is installed between the adjacent beams 200. The longitudinal stop 210 may be an ultra-thin jack. Referring to fig. 3, ultra-thin jacks are provided in beam gaps of adjacent beam bodies 200. Specifically, 4 ultrathin jacks can be arranged in the beam gaps of every two adjacent beam bodies 200. The ultra-thin jack limits the longitudinal movement of the girder 200 with respect to the pier 100, for longitudinal position limitation of the girder 200.
To prevent the longitudinal stop 210 from sliding relative to the beam 200, in one embodiment, a slip prevention member, such as a hardwood, is disposed at the free end of the longitudinal stop 210 to prevent the longitudinal stop 210 from sliding relative to the beam 200 and prevent the longitudinal stop from failing. The movable end of the longitudinal stopper 210 is an end abutting against the beam 200, and both ends of the longitudinal stopper 210 may be respectively disposed to abut against the corresponding beam 200 in order to facilitate detachment of the longitudinal stopper.
And S1, carrying out reaming transformation on the sleeve hole on the inner side of the pad.
In some embodiments, the step of performing reaming transformation on the sleeve hole inside the pad 110 specifically includes: and (3) removing the anti-falling beam stop block 300 on the beam body 200 and the anchor bolt 130 on the inner side of the support 120, and reaming and modifying a sleeve hole on the cushion stone 110 corresponding to the anchor bolt 130 on the inner side of the support 120. The girder block 300 may be installed at the bottom end of the girder 200, and generally each pier 100 includes 4 girder blocks 300. Before removing the anchor bolts 130 inside the pedestal 120, the anti-drop block 300 needs to be removed in order to prevent the anti-drop block 300 from interfering with the removal of the anchor bolts 130 inside the pedestal 120 and the reaming of the stepping stone 110. After the anchor bolts 130 on the inner sides of the 4 supports 120 are respectively removed, reaming and modifying the sleeve hole on the inner side of the pad 110, for example, by drilling, cutting and chiseling, the position of the sleeve can be adjusted in the reamed sleeve hole along the deviation rectifying direction; the inner reinforcement mesh of the padstone 110 is then welded or bonded for repair.
And S2, installing the transverse limiter of the beam body and limiting the beam body transversely.
In some embodiments, the step of installing the lateral limiter 310 of the beam 200 and laterally limiting the beam 200 specifically includes: the falling prevention block 300 is installed, and a lateral stopper 310 is installed between the falling prevention block 300 and the stepping stone 110 to laterally limit the girder 200. Before dismantling the anchor bolts 130 outside the support 120 and modifying the sleeve holes outside the pad stones 110, it is necessary to install the transverse stoppers 310 to balance the force applied by the beam body 200 to the pad stones 110 on both sides of the pier 100, thereby ensuring the stability of the beam body 200. The lateral stop 310 may be selected to be an ultra-thin jack. Specifically, 4 girder drop prevention blocks 300 are newly installed, and 2 ultra-thin jacks are provided in a gap between each girder drop prevention block 300 and the pad stone 110 to restrict lateral movement of the girder 200 with respect to the pier 100, so as to prevent the girder 200 from moving laterally during removal of the anchor bolt 130 outside the bracket 120 and modification of the sleeve hole outside the pad stone 110.
Further, in one embodiment, a slip prevention member, such as a hardwood, is provided at the free end of the lateral stop 310 to prevent the lateral stop 310 from slipping and to avoid failure of the lateral stop. The movable end of the horizontal stopper 310 refers to one end abutting against the stepping stone 110 or the falling prevention stopper 300, and both ends of the horizontal stopper 310 may be respectively disposed to abut against the corresponding stepping stone 110 or the falling prevention stopper 300 in order to facilitate detachment of the horizontal stopper 310.
And S3, performing reaming transformation on the sleeve hole on the outer side of the pad.
It can be understood that, similar to the step of modifying the sleeve hole on the inner side of the cushion stone 110, the step of reaming the sleeve hole on the outer side of the cushion stone 110 specifically includes: the anchor bolts 130 outside the brackets 120 are removed and sleeve holes of the bolsters 110 corresponding to the anchor bolts 130 outside the brackets 120 are modified. For example, the sleeve hole on the supporting cushion stone 110 is enlarged by drilling, cutting and chiseling, the position of the sleeve can be adjusted in the reamed sleeve hole along the deviation rectifying direction, and the inner reinforcement mesh of the cushion stone 110 is welded and repaired or bonded with steel bars. After the sleeve holes of all the supports 120 are modified, the supports 120 do not have the longitudinal and transverse limiting functions, but are replaced by the combined action of the beam falling prevention stop 300 and the transverse limiter 310.
And S4, installing a vertical jacking device for jacking the beam body and a transverse jacking device for transversely moving the beam body.
After the sleeve hole of the bolster 110 is modified, the vertical lifters 220 of the lifting beam body 200 and the horizontal lifters 230 of the traverse beam body 200 are installed. The vertical jack 220 may be a jack or a cylinder, and the horizontal jack 230 may also be a jack or a cylinder.
In one embodiment, the step of installing the vertical jack 220 for jacking the beam body 200 and the horizontal jack 230 for traversing the beam body 200 specifically includes: at least two vertical lifters 220 are arranged between the pier 100 and the beam body 200, wherein a shell of one vertical lifter 220 is fixed on the pier 100, a pushing end of the vertical lifter 220 pushes the beam body 200, and a shell of the other vertical lifter 220 is fixed on the beam body 200, and a pushing end of the vertical lifter 220 pushes the pier 100; at least one transverse jacking device 230 is arranged between the two vertical jacking devices 220, the shell of the transverse jacking device 230 is fixed on the shell of one of the vertical jacking devices 220, and the jacking end of the transverse jacking device 230 jacks the shell of the other vertical jacking device 220.
Referring to fig. 4 and 5, the vertical jack 220 may be configured in two structures, one is a first vertical jack 221 fixed to the pier 100 and sliding relative to the girder 200, and the other is a second vertical jack 222 fixed to the girder 200 and sliding relative to the pier 100. At least one first vertical jack 221 and at least one second vertical jack 222 are arranged between the girder 200 and the pier 100, and the transverse jack 230 is installed between the two vertical jacks 220, that is, the shell of the transverse jack 230 is fixed on the shell of one of the first vertical jack 221 and the second vertical jack 222, and the jacking end of the transverse jack 230 abuts against the shell of the other.
In another embodiment, at least one vertical jacking device 220 is arranged between the pier 100 and the beam body 200, wherein a shell of one vertical jacking device 220 is fixed on the beam body 200, and the jacking end of the vertical jacking device 220 jacks the pier 100; at least one transverse jacking device 230 is arranged between the cushion stone 110 and one of the vertical jacking devices 220, the shell of the transverse jacking device 230 is fixed on the cushion stone 110, and the jacking end of the transverse jacking device 230 jacks the shell of one of the vertical jacking devices 220.
The vertical jack 220 includes at least a second vertical jack 222 fixed to the girder 200 and sliding with respect to the pier 100, and a lateral jack 230 is installed between the pad 110 and the second vertical jack 222 so as not to affect the lateral movement of the girder 200. Specifically, the housing of the horizontal jack 230 is fixed on the pad 110, and the pushing end of the horizontal jack 230 abuts against the housing of the second vertical jack 222; or the shell of the transverse jack 230 is fixed on the shell of the second vertical jack 222, and the pushing end of the transverse jack 230 abuts against the cushion stone 110.
The horizontal jack 230 uses the second vertical jack 222 or the pad 110 as a counter-force support, the pushing second jack 222 forces the beam 200 to move horizontally to complete deviation rectification, and the second vertical jack 222 moves together with the beam 200 during pushing. The pad stone 110 is a permanent structure poured on the pier 100, and when the lateral jacking device 230 supports the pad stone as a counter force, the stability is better, and the movement of the beam body 200 can be more stable.
That is, in order to implement the lateral movement of the girder 200, a part of the vertical jack 220 is fixed to the girder 200 to be laterally moved together with the girder 200, and is capable of sliding relative to the pier 100; or a part of the vertical jack 220 is fixed to the pier 100 and can slide relative to the girder 200. The jacking end of the vertical jacking device 220 jacks the bottom surface of the beam body 200 or the top of the pier 100, so that the purpose of jacking the beam body 200 can be achieved. The vertical jack 220 disengages the girder 200 from the pier 100 instead of the abutment 120 receiving the weight of the girder 200 so as to perform a lateral translation deviation correction of the girder 200.
Further, in some embodiments, sliding members 240 are further disposed at the pushing ends of the vertical lifters 220, respectively, so that the pushing ends of the vertical lifters 220 slide relative to the sliding members 240. The sliding member 240 may be a sliding plate made of teflon, and the sliding member 240 is fixedly connected to the pier 100 or the beam 200 corresponding to the pushing end of the vertical jack 220. The sliding member 240 is provided to reduce the sliding resistance between the first vertical jack 221 and the girder 200 and between the second vertical jack 222 and the pier 100.
In one embodiment, the vertical lifters 220 are installed between the beam body 200 and the pier 100, 2 to 4 vertical lifters 220 are arranged in one group, each support 120 of the pier 100 is arranged in one group, and four groups of vertical lifters 220 are arranged on each pier 100. For example, in each group of vertical jacks 220, at least one vertical jack 220 is a second vertical jack 222, and the second vertical jack 222 slides with the girder 200 relative to the pier 100 during the traverse; in each group of the vertical jacks 220, the remaining vertical jacks 220 may be first vertical jacks 221 fixedly connected to the pier 100, and the number of the first vertical jacks is at least 1, so that the beams 200 do not slip relative to the pier 100 when moving. The second vertical jack 222 is matched with the first vertical jack 221, and can assist the transverse jacking device 230 to enable the transverse movement of the beam body 200 to be more stable while jacking the beam body 200.
The step of installing the transverse jacking device 230 specifically includes: a transverse jacking device 230 is arranged between the first vertical jack 221 and the second vertical jack 222, a shell of the transverse jacking device 230 is fixed on the shell of the first vertical jack 221, and a jacking end of the transverse jacking device 230 abuts against the shell of the second vertical jack 222. That is, the lateral jack 230 simultaneously moves the second vertical jack 222 and the girder 200 fixedly connected to the second vertical jack 222 in a lateral direction by means of the first vertical jack 221 fixed to the pier 100, so as to correct the deviation of the girder 200. Specifically, the lateral risers 230 are generally arranged in 2 groups, and two groups of lateral risers 230 are arranged on each pier 100, and a total of 4 lateral risers 230 are used. That is, at least 2 lateral lifters 230 are installed at one end of each beam 200. One of the transverse lifters 230 is used for transverse movement deviation correction of the beam body 200 and pushing the beam body 200 to move; the other transverse jacking device 230 is used for limiting or pushing the beam body 200 to the opposite direction when the monitoring deviation correction amount of the beam body 200 is larger than the design deviation correction amount, so that the accuracy of the deviation correction amount of the beam body 200 is ensured.
And S5, transversely moving the deviation correcting beam body to a deviation correcting preset position.
In some embodiments, the step specifically includes: and (3) releasing the transverse limit of the beam body 200, namely releasing the transverse limit of the transverse limiter 310 to the beam body 200, jacking the beam body 200 by using the vertical jacking device 220 to suspend the beam body 200, and then transversely moving the beam body 200 to a deviation-correcting preset position by using the transverse jacking device 230.
And S6, falling back the beam body and limiting the beam body transversely.
In some embodiments, the step of dropping back the beam 200 and laterally limiting the beam 200 specifically includes: releasing the vertical jack 220 allows the girder 200 to fall back to the pier 100, and the horizontal stopper 230 re-performs the horizontal stopper on the girder 200. After the beam body 200 finishes jacking and transverse deviation correction, the transverse limiting device 310 loosened before needs to be pressurized, the transverse limiting effect of the beam falling prevention stop block 300 and the transverse limiting device 310 on the beam body 200 is restored, and the safe operation of a high-speed rail is guaranteed. The weight of the beam 200 is applied to the vertical jack 220 during the traversing process, and the vertical jack 220 needs to be loosened after the traversing process is completed, so that the beam 200 falls onto the pier 100 again. And then, adjusting the position of the sleeve in the sleeve hole after the reaming transformation to enable the position of the sleeve to be matched with the position of the beam body 200 after the transverse deviation correction, reinstalling the foundation bolt 130, and connecting the foundation bolt with a lower anchoring plate of the support 120 through the lower anchoring bolt to fix the beam body 200.
And S7, pouring the sleeve hole after the hole expansion transformation of the cushion stone.
In some embodiments, the step of casting the shim stone 110 to ream the modified sleeve hole specifically includes: and (3) coating epoxy resin on the top of the base stone 110 to ensure that the bottom surface of the support 120 is attached to the top of the base stone 110, arranging a steel die at the sleeve hole after reaming transformation, and pouring grouting material according to a gravity grouting method. Specifically, after installing rag bolt 130 in the sleeve, pouring grout in the sleeve hole after reaming transformation, after the grout that waits to pour solidifies to predetermine intensity, pine takes off horizontal jacking ware 230. After rag bolt 130 is fixed in the sleeve again, pour the grout and fix the sleeve in the telescopic hole, make rag bolt 130 fixed completely and more firm, the roof beam body 200 is rectified and is fixed again on pier 100 promptly, can loosen horizontal jacking ware 230 this moment, and high-speed railway can resume normal operation.
In the jacking translation work progress of the roof beam body 200, for guaranteeing that the jacking reaches 0.1 mm's control accuracy, adopt 4 sets of monitoring system to monitor: controlling real-time jacking quantity and deviation correcting quantity by adopting a stay wire type displacement sensor; measuring the real-time displacement of the beam body 200 by adopting an independent scale observation system; monitoring the displacement condition of the scale in real time by adopting a video monitoring scale system, and transmitting the displacement condition to a construction control room; and (4) performing track line type detection by adopting an on-line track detection system. The monitoring results of the 4 sets of monitoring systems are mutually compared and verified, so that the deviation correction amount is ensured to meet the design requirement.
In some embodiments, in order to ensure the accuracy of displacement of the beam body 200 and the structural safety of the beam body 200 during the jacking process, the vertical jacking devices 220 are connected with the multipoint hydraulic synchronous displacement control system through high-pressure oil pipes, and vertical and horizontal stay wire type displacement sensors are mounted on each vertical jacking device 220 and connected to the multipoint hydraulic synchronous displacement control system, so that the multipoint hydraulic synchronous displacement control system is debugged, and the jacking of the beam body 200 is controlled. Specifically, the pull-wire type displacement sensor is monitored by adopting a mode of a combined displacement sensor with the precision of 0.01 mm. Each pier 100 is provided with 6 displacement sensors, and the jacking amount and the deviation correction amount of the 4 supports 120 are monitored in real time. And the synchronous error is kept to be less than 1mm in the control monitoring process, and once the position error is greater than 1mm, the hydraulic control one-way valve is immediately closed to ensure the safety of the beam body 200.
In some embodiments, a scale observation system is installed at a corresponding position of the girder 200 and the abutment 120 of the pier 100, and the jacking amount and the deviation correction amount of the girder 200 relative to the pier 100 are measured. Specifically, each pedestal 120 is equipped with one set of scale observation system, i.e., four sets on top of each pier 100. Corresponding scale observation system's position, at the bottom installation video monitoring scale system of roof beam body 200, specifically monitor for installing 4 cameras, the camera can adopt the bar planting to glue to connect to fix on roof beam body 200. The data are transmitted through the exchanger, the displacement condition of the scale is monitored in real time, and the displacement condition is transmitted to a construction control room. The top of each pier 100 is provided with 6 digital vibrating string type displacement sensors, the jacking quantity and the deviation correcting quantity of the beam body 200 relative to the pier 100 are automatically measured in real time, the sensors are connected into a multi-channel acquisition module, and acquired data are transmitted to a construction control room in real time through a network.
In some embodiments, an on-line rail inspection system is installed on the pier 100, specifically, the variation of the line is measured on line through a trolley, and the variation is compared with the off-line monitoring data, analyzed and verified.
The method for rectifying the deviation of the beam body 200 of the gate pier 100 in the embodiment of the application has the following specific construction process:
1. according to the field conditions, a closed operating platform is erected around the portal pier 100 to provide a working platform for subsequent work.
2. The beam 200 longitudinal stops 210 are installed. 4 jacks are arranged at beam gaps between every two adjacent beams 200, hardwoods are respectively added to the contact surfaces of the jacks and the beams 200, and the beams 200 are longitudinally limited.
3. And 4 anti-falling beam stop blocks 300 are removed, and after the anti-falling beam stop blocks 300 are removed, protective measures are taken to prevent the surface coatings of the anti-falling beam stop blocks from being damaged. Dismantling the foundation bolts 130 on the inner sides of the 4 supports 120, cutting and taking out the foundation bolts 130, carrying out reaming transformation on sleeve holes on the inner sides of the supports 120, and welding and repairing or planting bars to repair the steel bar nets in the base stones 110.
4. Reinstalling 4 anti-falling girder blocks 300, adding 2 ultrathin jacks in the gap between each anti-falling girder block 300 and the pad stone 110, and adding a hard wood at one side close to the pad stone 110 to limit the lateral movement of the girder 200 relative to the pier 100.
5. Demolish rag bolt 130 in the support 120 outside to reform transform the cover barrel hole in the support 120 outside, through the mode of drilling, cutting, drilling, enlarge the cover barrel hole on the support base stone, telescopic position can be in the downthehole regulation of cover barrel after the reaming, and weld and repair or bar planting repair base stone 110's interior reinforcing bar net.
6. Vertical risers 220 are installed between the pier 100 and the girder 200, and transverse risers 230 are installed between the adjacent vertical risers 220. And installing a monitoring system.
7. The transverse limiting stopper 310 is loosened, the beam body 200 is jacked by the vertical jacking device 220, and the beam body 200 is jacked to move transversely by the transverse jacking device 230. Firstly, the beam 200 is jacked by the vertical jacking device 220 by about 5mm, so that the weight of the beam 200 is transferred to the vertical jacking device 220, and the beam 200 is translated by the horizontal jacking device 230 according to the designed deviation correcting amount. And controlling the jacking amount and the deviation correction amount of the beam body 200 by using a monitoring system until the beam body is translated in place.
8. After the beam 200 is translated into position, the lateral restraint 310 is pressurized to restore the lateral restraint. The vertical jack 220 is released, and the girder 200 is dropped back to the pier 100. And adjusting the position of the sleeve in the sleeve hole after the reaming transformation, and installing the foundation bolt 130 in the sleeve.
9. And (3) coating a layer of epoxy resin on the top of the cushion stone 110 to enable the bottom surface of the lower anchoring plate of the support 120 to be tightly attached to the cushion stone 110, and pouring grouting material in the sleeve hole after reaming transformation. And finally, the transverse jacking device 230 is loosened to finish the deviation correction of the beam body 200.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of changes or substitutions within the technical scope of the present invention, and all such changes or substitutions are included in the scope of the present invention. Moreover, the technical solutions in the embodiments of the present invention may be combined with each other, but it is necessary to be able to be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent, and is not within the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the appended claims.
Claims (9)
1. A beam body deviation rectifying method for a portal pier bridge is characterized by comprising the following steps:
carrying out reaming transformation on the sleeve hole on the inner side of the cushion stone;
the installation the horizontal stopper of roof beam body and right the roof beam body is horizontal spacing, specifically includes: installing a beam falling prevention stop block, and installing the transverse limiting device between the beam falling prevention stop block and the cushion stone to transversely limit the beam body;
carrying out reaming transformation on the sleeve hole on the outer side of the cushion stone;
installing a vertical jacking device for jacking the beam body and a transverse jacking device for transversely moving the beam body;
transversely moving the deviation-correcting beam body to a deviation-correcting preset position, specifically, removing the transverse limit of the beam body, jacking the beam body by using the vertical jacking device to suspend the beam body, and transversely moving the beam body to the deviation-correcting preset position by using the transverse jacking device;
dropping the beam body and limiting the beam body transversely;
and pouring the sleeve hole after the cushion stone is subjected to reaming transformation.
2. The method for correcting the deviation of the beam body according to claim 1, wherein before the step of reaming and modifying the sleeve hole on the inner side of the cushion stone, the method further comprises the following steps:
and installing the longitudinal limiter of the beam body and limiting the beam body longitudinally.
3. The beam body deviation rectifying method according to claim 1, wherein the step of reaming and modifying the sleeve hole on the inner side of the pad stone specifically comprises the following steps:
and dismantling the beam falling prevention stop block on the beam body and the foundation bolt on the inner side of the support, and carrying out reaming transformation on the sleeve hole of the foundation bolt on the corresponding inner side of the cushion stone.
4. The method for correcting the deviation of the beam body according to claim 1, wherein the step of falling back the beam body and limiting the beam body transversely specifically comprises the steps of:
and loosening the vertical jacking device to enable the beam body to fall back to the pier, and enabling the transverse limiting device to carry out transverse limiting on the beam body again.
5. The deviation rectifying method for the beam body according to any one of claims 1 to 4, wherein the transverse limiter is installed between a beam falling prevention stop block on the beam body and the cushion stone;
and/or the longitudinal limiter is arranged between the adjacent beam bodies.
6. The method for correcting the deviation of the beam body according to any one of claims 1 to 4, wherein the step of installing a vertical lifter for lifting the beam body and a transverse lifter for transversely moving the beam body specifically comprises the following steps:
at least two vertical lifters are arranged between a bridge pier and the beam body, wherein a shell of one vertical lifter is fixed on the bridge pier, a pushing end of the vertical lifter pushes the beam body, a shell of the other vertical lifter is fixed on the beam body, and a pushing end of the vertical lifter pushes the bridge pier;
at least one transverse jacking device is arranged between the two vertical jacking devices, a shell of the transverse jacking device is fixed on the shell of one of the vertical jacking devices, and the jacking end of the transverse jacking device jacks the shell of the other vertical jacking device.
7. The method for correcting the deviation of the beam body according to any one of claims 1 to 4, wherein the step of installing a vertical lifter for lifting the beam body and a transverse lifter for transversely moving the beam body specifically comprises the following steps:
at least one vertical jacking device is arranged between a bridge pier and the beam body, a shell of one vertical jacking device is fixed on the beam body, and a jacking end of the vertical jacking device jacks the bridge pier;
and at least one transverse jacking device is arranged between the cushion stone and one of the vertical jacking devices, a shell of the transverse jacking device is fixed on the cushion stone, and the jacking end of the transverse jacking device jacks the shell of one of the vertical jacking devices.
8. The beam body deviation rectifying method according to any one of claims 1 to 4, wherein the step of pouring the sleeve hole after the shimming reaming transformation specifically comprises the following steps:
and coating epoxy resin on the top of the cushion stone to enable the bottom surface of the support to be attached to the top of the cushion stone, arranging a steel die at the sleeve hole after reaming transformation, and pouring grouting material according to a gravity grouting method.
9. The beam body deviation rectifying method according to any one of claims 2 to 4, wherein anti-slip members are respectively provided at the movable end of the transverse stopper and the movable end of the longitudinal stopper;
and/or sliding parts are respectively arranged at the pushing ends of the vertical lifters so that the pushing ends of the vertical lifters can slide relative to the sliding parts.
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| CN110983996A (en) * | 2019-12-06 | 2020-04-10 | 中铁四院集团岩土工程有限责任公司 | Beam body jacking and deviation rectifying method for high-speed railway bridge |
| CN110983995A (en) * | 2019-12-06 | 2020-04-10 | 中铁四院集团岩土工程有限责任公司 | Beam body jacking method for high-speed railway bridge |
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| JP5619594B2 (en) * | 2010-12-21 | 2014-11-05 | 三菱重工業株式会社 | Damping structure of parallel bridge |
| CN204959607U (en) * | 2015-07-13 | 2016-01-13 | 上海天演建筑物移位工程股份有限公司 | Horizontal deviation correcting device is used in bridge jacking |
| CN106758879B (en) * | 2016-12-29 | 2018-10-16 | 中铁四院集团岩土工程有限责任公司 | A method of for runing the correction of high-speed railway bridge ballastless track structure |
| JP2019011566A (en) * | 2017-06-29 | 2019-01-24 | 大成建設株式会社 | Fluid force reduction structure |
| CN208328721U (en) * | 2017-12-26 | 2019-01-04 | 中铁十六局集团路桥工程有限公司 | Cross spacing and deviation-rectifying system suitable for box girder incremental launching method construction |
| CN208455499U (en) * | 2018-01-23 | 2019-02-01 | 广西交通工程检测有限公司 | Bridge superstructure deviation correcting device based on jack counter-force self-balancing |
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