CN115680043A - Method for correcting deviation of rescue channel of operating railway bridge - Google Patents
Method for correcting deviation of rescue channel of operating railway bridge Download PDFInfo
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- CN115680043A CN115680043A CN202211550215.1A CN202211550215A CN115680043A CN 115680043 A CN115680043 A CN 115680043A CN 202211550215 A CN202211550215 A CN 202211550215A CN 115680043 A CN115680043 A CN 115680043A
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Abstract
The invention discloses a method for remedying deviation of a rescue channel of an operating railway bridge, which belongs to the field of foundation reinforcement and lifting deviation rectification, and comprises the steps of installing a monitoring device on a construction site to monitor the settlement variation of a foundation in real time, grouting around the foundation to form a closed curtain, and sequentially performing stratum reinforcement grouting and foundation glue injection lifting to the lower part of the foundation so as to realize quantitative and directional deviation rectification of the rescue channel foundation and ensure that the foundation does not deviate after deviation rectification. The method for remedying the deviation of the rescue channel of the operating railway bridge can lift, rectify and reinforce the rescue channel under the condition of not influencing the normal operation of the railway, and eliminate the potential safety hazard of the overturn of the rescue channel.
Description
Technical Field
The invention belongs to the field of foundation reinforcement and lifting deviation rectification and treatment, and particularly relates to a method for treating deviation of a rescue channel of an operating railway bridge.
Background
With the development of urban economy, the mutual communication among cities is more and more frequent, and the traffic transportation field plays an important role as a link for the communication among the cities. The railway bridge serves as an important traffic mode, and the set safety of the railway bridge guarantees the stability and the development of economy in all regions.
The railway rescue channel is used as an auxiliary independent structure of a railway bridge, is usually used for railway maintainers to get on and off the bridge in daily life, and can be used for rapidly evacuating passengers when natural disasters occur or emergency situations occur on a train on the bridge. The general rescue channel comprises a reinforced concrete upright post and a single ladder beam cantilever plate structure, and the self structural load is small, and the structural foundation is generally an independent foundation built on a weak stratum and is easily influenced by the stratum. When the stratum is influenced by water level change in rainy seasons or the surrounding environment, the effective stress of the foundation of the rescue channel changes along with the change, and due to the uneven distribution of the load on the upper part of the foundation, the foundation is greatly or unevenly settled to generate deviation, so that the rescue channel inclines outwards, the risk of overturning exists, and the normal use of the rescue channel is influenced.
The common method for remedying foundation deviation at present is a deviation remedying scheme such as forced landing deviation remedying and jacking deviation remedying. The forced landing and inclination correction comprises methods of soil excavation and inclination correction, stacking and inclination correction, precipitation and inclination correction, foundation reinforcement and inclination correction, soaking and inclination correction and the like, the railway rescue channel is close to the main engineering of the railway bridge, and operation activities such as stacking, precipitation and soaking are not allowed to be carried out on the periphery of the railway bridge during operation, so that the stacking, precipitation and soaking and inclination correction methods are not suitable; in addition, the railway rescue channel is mostly of a high-column structure, the foundation is mostly of an expanded foundation, the bearing layer is mostly of complex strata such as filled soil and silt, the deformation is not easy to control when the soil is excavated and corrected, and the risk that the rescue channel topples towards the operating railway is easy to generate; the foundation reinforcement and inclination correction method can be used for reinforcing a soft foundation and eliminating differential settlement, but cannot solve the problem of overlarge offset of a rescue channel. Jacking rectification reinforcement needs to arrange a fulcrum inside a structure or a supporting point at the bottom of a foundation, and a railway rescue channel structure cannot be separated inside and cannot be tried out.
Disclosure of Invention
In view of one or more of the above defects or needs for improvement in the prior art, the present invention provides a method for remedying the deviation of a rescue channel of an operating railroad bridge, which is implemented by reinforcing a stratum where a rescue channel foundation is located, and grouting and lifting the foundation, so as to remediate the deviation of the foundation without affecting the safe operation of the railroad.
In order to achieve the aim, the invention provides a method for remedying the deviation of a rescue channel of an operating railway bridge, which comprises the following steps:
(1) Determining the inclination of a rescue channel foundation according to on-site investigation, and determining an improvement scheme;
(2) Monitoring the settlement deformation conditions of the foundation before, during and after remediation by a monitoring device;
(3) Arranging at least one row of curtain grouting holes in the stratum around the foundation along the annular direction, wherein the depth of each curtain grouting hole is greater than the depth of the bottom surface of a pier bearing platform, and grouting into the curtain grouting holes through grouting pipes to form a grout separation curtain around the foundation;
(4) Arranging at least one row of grouting reinforcement holes on the ground on the inclined side of the foundation, wherein the grouting reinforcement holes continuously extend to the lower part of the foundation and are used for grouting to the lower part of the foundation through grouting pipes so as to reinforce the stratum below the foundation;
(5) And arranging at least one row of glue injection lifting holes on the ground on the inclined side of the foundation, continuously extending the glue injection lifting holes to the lower part of the inclined side of the bottom surface of the foundation, and injecting glue injection materials to the lower part of the foundation through grouting equipment so as to lift the foundation.
As a further improvement of the invention, in the step (3), the curtain grouting holes are vertically punched into the ground layer around the foundation, and the transverse distance between the curtain grouting holes and the edge of the foundation is 1m to 1.4m.
As a further improvement of the invention, the grouting reinforcement holes in the step (4) are arranged in a plurality of rows, each row is provided with a plurality of grouting reinforcement holes, and each grouting reinforcement hole is driven into the lower part of the foundation at different depths.
As a further improvement of the invention, each grouting reinforcement hole is obliquely driven into different depths below the foundation at different angles so as to reduce the construction range of the grouting reinforcement holes.
As a further improvement of the invention, in the step (5), the glue injection lifting hole is obliquely opened to the position below the inclined side of the bottom surface of the foundation at a certain angle, and the transverse distance between the punching end of the glue injection lifting hole and the opposite edge of the foundation is 1m to 3m.
As a further improvement of the invention, the glue injection material in the step (5) is a foaming material.
As a further improvement of the method, an observation target is arranged on the bridge pier and is arranged in the monitoring range of the monitoring device for calibrating the settlement variation of the foundation.
As a further improvement of the invention, when the grouting reinforcement process in the step (4) is carried out, the daily settlement variation of the foundation is controlled within 3mm, and when the daily settlement variation exceeds 3mm, the foundation is immediately stopped and the observation is strengthened.
As a further improvement of the invention, when the grouting lifting process in the step (5) is carried out, the basic daily sedimentation change amount is controlled within 20mm, and when the basic daily sedimentation change amount exceeds 20mm, the grouting lifting process is stopped immediately and the observation is strengthened.
As a further improvement of the invention, the grouting pipes in the step (3) and the step (4) are sleeve valve pipes.
The above-described improved technical features may be combined with each other as long as they do not conflict with each other.
Generally, compared with the prior art, the technical scheme conceived by the invention has the following beneficial effects:
(1) According to the method for renovating the deviation of the rescue channel of the operating railroad bridge, a closed curtain is formed around the rescue channel through curtain grouting, so that the grout is ensured to be in an effective reinforcing range during subsequent grouting reinforcement, and the influence of the grout on a pier bearing platform is reduced; the stratum where the foundation is located is reinforced and reinforced by grouting below the foundation, so that the rescue channel foundation is prevented from deviating due to foundation collapse, and an effective counter-force foundation is provided for subsequent foundation lifting; meanwhile, a foaming material is injected below the foundation to carry out glue injection and lifting, so that the foundation is quantitatively and directionally corrected, and a gap between the rescue channel platform and a railway bridge sidewalk is reduced or even recovered.
(2) The method for remedying the deviation of the rescue channel of the operating railway bridge comprises the steps of installing a monitoring device on a construction site, monitoring the settlement deformation conditions of a foundation before, during and after remediation in real time, and controlling the daily settlement variation of the foundation in the remediation process so as to ensure the safety and reliability of construction; meanwhile, the real-time position of the foundation is calibrated by arranging the observation mark on the bridge pier so as to ensure the accuracy of the monitored settlement variation.
(3) The method for remedying the deviation of the rescue channel of the operating railway bridge can lift, rectify and reinforce the rescue channel under the condition of not influencing the normal operation of the railway, and eliminate the potential safety hazard of the overturn of the rescue channel.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained based on these drawings without creative efforts.
FIG. 1 is a schematic diagram of curtain grouting process of the method for remedying deviation of a railroad bridge rescue channel in the embodiment of the invention;
FIG. 2 is a schematic view of a reinforcing grouting process of the method for repairing deviation of a rescue channel of a railroad bridge in the embodiment of the invention;
FIG. 3 is a schematic diagram of a glue injection lifting process of the method for remedying the deviation of the rescue channel of the railroad bridge in the embodiment of the invention;
throughout the drawings, like reference numerals designate like features, and in particular: 1. a foundation; 2. a bridge pier; 3. a pier bearing platform; 4. curtain grouting holes; 5. grouting reinforcement holes; 6. and (6) injecting glue to lift the hole.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention. In addition, the technical features involved in the embodiments of the present invention described below may be combined with each other as long as they do not conflict with each other.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "transverse," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, but are not intended to indicate or imply that the device or element so referred to must have a particular orientation, be constructed and operated in a particular orientation, and are not to be construed as limiting the invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or to implicitly indicate the number 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.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless expressly stated or limited otherwise, the first feature "on" or "under" the second feature may be directly contacting the second feature or the first and second features may be indirectly contacting each other through intervening media. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
Example (b):
referring to fig. 1 to 3, in the method for remedying the deviation of the rescue channel of the operating railway bridge according to the preferred embodiment of the present invention, the periphery of the foundation 1 is sealed by curtain grouting, the stratum where the foundation 1 is located is reinforced, and the deviation of the deviated foundation 1 is corrected by grouting and lifting, so as to recover the use function of the rescue channel.
Specifically, the method for remedying the deviation of the bridge rescue channel comprises the following steps:
(1) From the site survey, the amount of dip in foundation 1 is determined, and an remediation plan is determined.
(2) The settlement deformation of the foundation 1 before, during and after the renovation is monitored by means of a monitoring device.
According to the actual condition of the foundation 1 settlement, and in combination with the on-site stratum conditions and the characteristics of the surrounding environment, a monitoring device is installed on the construction site to monitor the settlement deformation condition of the foundation 1 in real time. In actual installation, the monitoring device may preferably be a level gauge, a settlement gauge, or the like, and may preferably be installed at four corners or a middle portion of the pier 2 to ensure reliability of installation of the monitoring device.
Preferably, an observation target is further arranged on the pier 2, the observation target is in the monitoring range of the monitoring device, and the settlement deformation of the foundation 1 is calibrated by monitoring the displacement variation of the foundation 1 relative to the observation target. Meanwhile, the observation mark is further preferably embedded on the pier 2 and provided with a CP III measurement mark which is forcibly centered, so that the reliability of the arrangement of the observation point is ensured, and the accuracy and the continuity of the monitoring data are ensured.
In actual construction, the monitoring by the monitoring device is generally started before the construction improvement, and preferably, the monitoring is started at least one week before the construction improvement, so as to determine the actual settlement change condition of the foundation 1 before the construction improvement, and to draw up a proper improvement scheme. Accordingly, the restoration condition of the foundation 1 by the renovation is determined by the monitoring of the monitoring device at the time of the renovation of the construction and after the renovation is completed.
In one embodiment, foundation 1 is monitored beginning one week prior to construction remediation and every two days; monitoring once before formal construction every day when renovation begins, monitoring once every hour during construction renovation of skylight points, monitoring once after construction every day is completed, and monitoring twice every day outside the skylight points during construction renovation; monitoring is performed every three days for two weeks after the completion of the remediation. Of course, during actual construction, the monitoring time and the monitoring times can be adjusted according to actual conditions on site.
(3) Curtain grouting: at least one row of curtain grouting holes 4 are circumferentially arranged in the stratum around the foundation 1, the depth of each curtain grouting hole 4 is larger than the depth of the bottom surface of the pier bearing platform 3, and grouting is conducted into the curtain grouting holes 4 through grouting pipes so as to form a grout separation curtain around the foundation 1.
In the renovation construction process, in order to reduce the influence of construction on the surrounding environment, a grout separation curtain is arranged around the stratum where the foundation 1 is located, particularly between the foundation 1 of the rescue channel and the pier bearing platform 3 in a punching grouting mode to form a continuous water blocking curtain, so that the influence on the pier bearing platform 3 during grouting reinforcement is prevented, the normal operation of railway vehicles is ensured, and meanwhile, the grout for subsequent grouting reinforcement is ensured to be in an effective reinforcement range.
In the preferred embodiment shown in fig. 1, the construction is preferably performed by a vertical punching grouting method to reduce the grouting amount, the lateral distance between the curtain grouting hole 4 and the base edge is preferably 1m to 1.4m, and the curtain grouting hole 4 is preferably grouted through a sleeve valve pipe.
During actual construction, when the distance between the pier bearing platform 3 and the foundation 1 is short, the interval between the curtain grouting holes 4 can be reduced, so that the construction density of the grouting curtain is increased, and the subsequent grouting reinforcement is ensured not to influence the pier 2. Correspondingly, when the distance between the pier bearing platform 3 and the foundation 1 is long and the influence of grouting reinforcement on the pier 2 is small during renovation construction, the construction density of the grout isolation curtain can be reduced at the moment, so that the construction efficiency is improved, and meanwhile, the construction cost can be saved.
It can be understood that, as shown in fig. 1, when the foundation 1 and the bridge pier bearing platform 3 are crossed in the vertical direction, grouting pipes are not suitable to be arranged on the corresponding sides where the foundation 1 and the bridge pier bearing platform 3 are crossed, and the influence on the bridge pier bearing platform 3 can be reduced by controlling the grouting reinforcement range.
Preferably, in order to ensure the reliability of the process procedure and the setting of each process parameter, before the large-area grouting construction is carried out, a small number of curtain grouting holes 4 are preferably arranged at the position to be constructed to carry out a process test, reasonable parameters such as the length of a construction unit, the number of the curtain grouting holes 4 and the hole spacing are preliminarily determined through the process test, and the grouting pressure, the grouting amount and the like are determined.
In a specific embodiment, 2 to 3 curtain grouting holes 4 are arranged before construction for a process test, the hole diameter of each curtain grouting hole 4 is determined to be 90mm, the transverse distance between every two curtain grouting holes 4 is 1m, the longitudinal distance between every two curtain grouting holes 4 is 1.1m, and the bottom of each curtain grouting hole 4 is preferably 2m below the bottom surface of a pier bearing platform 3.
(4) Grouting reinforcement: at least one row of grouting reinforcement holes 5 are formed in the ground on the inclined side of the foundation 1, the grouting reinforcement holes 5 continuously extend to the lower side of the foundation 1, and grouting is performed towards the lower side of the foundation 1 through grouting pipes so as to reinforce the stratum below the foundation 1.
During actual setting, in order to prevent the rescue channel from inclining again due to stratum settlement after the foundation 1 is corrected, the stratum where the foundation 1 is located needs to be reinforced before the foundation 1 is corrected. As shown in fig. 2, preferably, a plurality of rows of grouting reinforcement holes 5 are arranged in the stratum on the inclined side of the foundation 1, and preferably, a plurality of grouting reinforcement holes 5 are arranged at each row, and each grouting reinforcement hole 5 is obliquely inserted into different depths below the foundation 1 according to different angles, grouting is performed on the grouting reinforcement holes 5 through grouting pipes, and grouting is preferably performed by sleeve valve pipes, so that a reinforcement structure with a certain depth is formed below the foundation 1, the purpose of reinforcing the stratum below the foundation 1 is realized, and an effective counter force effect is provided for subsequent glue injection lifting.
Preferably, in order to ensure the reliability of each process parameter setting in grouting reinforcement, before grouting reinforcement, several grouting reinforcement holes 5 are also selected at a construction position to perform a process test so as to determine the length, the number, the hole spacing, the grouting pressure, the grouting amount and other construction parameters of the grouting reinforcement holes 5 in the grouting reinforcement process.
Meanwhile, in the grouting reinforcement process, each process parameter can be adjusted in time according to the actually monitored settlement change condition of the foundation 1. And preferably, the sedimentation variation is controlled to be 3 mm/day, and if the sedimentation variation exceeds the limit value, the construction needs to be stopped immediately, and the monitoring is strengthened so as to ensure the safety of the construction.
In the embodiment shown in fig. 2, two rows of grouting reinforcement holes 5 are preferably arranged on the inclined side of the foundation 1, two grouting reinforcement holes 5 are arranged in each row, and the interval between each grouting reinforcement hole 5 and the ground is 1.4m.
(5) Injecting glue and lifting: at least one row of glue injection lifting holes 6 are formed in the ground on the inclined side of the foundation 1, the glue injection lifting holes 6 continuously extend to the position below the inclined side of the bottom surface of the foundation 1, and glue injection materials are injected to the position below the foundation 1 through grouting equipment to lift the foundation 1.
Preferably, the glue injection material is a foaming material, and the expansion and solidification effects of the foaming material are utilized to quantitatively and directionally correct the deviation of the foundation 1 of the rescue channel, so that the gap between the rescue channel platform and the railway bridge sidewalk is reduced and even recovered.
In actual setting, hole forming can be preferably carried out through a rotary drilling machine with an adjustable angle or other hole forming equipment, wherein the transverse distance between the punching end of the glue injection lifting hole 6 and the opposite edge of the foundation is preferably 1m to 3m, the hole bottom of the glue injection lifting hole 6 is arranged below the foundation 1, punching is preferably carried out according to a certain inclination angle, and the vertical distance from the hole bottom to the bottom surface of the foundation 1 is further preferably 0.5m.
In addition, before grouting lifting operation, grouting equipment is debugged in advance to ensure normal operation of the equipment. Meanwhile, the factors such as the initiation time and the surface drying time of the grouting material are preferably tested to confirm whether the grouting material meets the construction requirements. Preferably, the embodiment adopts A and B two-component high polymer grouting foaming materials.
Correspondingly, in the grouting and lifting construction process, the construction site needs to be monitored in real time through the monitoring device, and the glue injection lifting amount needs to be rechecked on site according to the real-time monitoring result. Preferably, the settlement variation of the foundation 1 in the lifting process, namely the distance variation of the junction of the rescue channel and the railway bridge, is controlled to be 20 mm/day, if the settlement variation exceeds the limit value, grouting lifting construction needs to be stopped immediately, observation is strengthened, and meanwhile, subsequent construction parameters are adjusted to ensure that the lifting process is carried out in a safe and controllable range.
The method for remedying the deviation of the rescue channel of the operating railway bridge can lift, rectify and reinforce the rescue channel under the condition of not influencing the normal operation of the railway, and eliminate the potential safety hazard of the overturn of the rescue channel.
It will be understood by those skilled in the art that the foregoing is only a preferred embodiment of the present invention, and is not intended to limit the invention, and that any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (10)
1. A method for remedying the deviation of a rescue channel of an operating railway bridge is characterized by comprising the following steps:
(1) Determining the inclination of the basis of the rescue channel according to the site investigation, and determining an improvement scheme;
(2) Monitoring the settlement deformation conditions of the foundation before, during and after remediation by a monitoring device;
(3) Arranging at least one row of curtain grouting holes in the stratum around the foundation along the annular direction, wherein the depth of each curtain grouting hole is greater than the depth of the bottom surface of a pier bearing platform, and grouting into the curtain grouting holes through grouting pipes to form a grout separation curtain around the foundation;
(4) Arranging at least one row of grouting reinforcement holes on the ground on the inclined side of the foundation, wherein the grouting reinforcement holes continuously extend to the lower part of the foundation and are used for grouting to the lower part of the foundation through grouting pipes so as to reinforce the stratum below the foundation;
(5) And arranging at least one row of glue injection lifting holes on the ground on the inclined side of the foundation, continuously extending the glue injection lifting holes to the lower part of the inclined side of the bottom surface of the foundation, and injecting glue injection materials to the lower part of the foundation through grouting equipment so as to lift the foundation.
2. The method for remedying the deviation of the rescue channel of the operating railway bridge as claimed in claim 1, wherein in the step (3), the curtain grouting holes are vertically driven into the ground layer around the foundation, and the transverse distance between the curtain grouting holes and the edge of the foundation is 1m to 1.4m.
3. The method for remedying the deviation of the rescue channel of the operating railway bridge as claimed in claim 1, wherein the grouting reinforcement holes in the step (4) are arranged in a plurality of rows, and each grouting reinforcement hole is driven into the lower part of the foundation at different depths.
4. The method for remedying the deviation of the rescue channel of the operating railway bridge as claimed in claim 3, wherein each grouting reinforcement hole is obliquely driven into different depths below the foundation at different angles so as to reduce the construction range of the grouting reinforcement hole.
5. The method for renovating the deviation of the rescue channel of the railway bridge in operation according to any one of claims 1 to 4, characterized in that in the step (5), the glue injection lifting hole is obliquely opened to the lower part of the inclined side of the bottom surface of the foundation at a certain angle, and the transverse distance between the punching end of the glue injection lifting hole and the opposite edge of the foundation is 1m to 3m.
6. The method for remedying the deviation of the rescue channel of the operating railway bridge as claimed in claim 5, wherein the glue injection material in the step (5) is a foaming material.
7. The method for renovating the deviation of the rescue channel of the operational railroad bridge as claimed in any one of claims 1 to 4 and 6, characterized in that an observation mark is arranged on a bridge pier and is arranged in the monitoring range of the monitoring device for calibrating the settlement variation of the foundation.
8. The method for remedying the deviation of the rescue channel of the operating railway bridge as claimed in claim 7, wherein the amount of change of the settlement of the foundation per day is controlled within 3mm when the grouting reinforcement process of the step (4) is carried out, and the operation is stopped immediately when the amount of change exceeds 3mm, and the observation is strengthened.
9. The method for renovating the deviation of the rescue channel of the operating railway bridge according to any one of claims 1 to 4, 6 and 8, characterized in that when the grouting and lifting process in the step (5) is carried out, the settlement variation of the foundation per day is controlled within 20mm, and when the settlement variation exceeds 20mm, the operation is stopped immediately, and the observation is strengthened.
10. The renovation method for operating a railroad bridge rescue channel offset according to claim 9, wherein the grouting pipe in the steps (3) and (4) is a sleeve valve pipe.
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