CN111155414A - Construction method for laying rail on integral track bed of super-large-span steel box girder suspension bridge - Google Patents
Construction method for laying rail on integral track bed of super-large-span steel box girder suspension bridge Download PDFInfo
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- CN111155414A CN111155414A CN202010073059.9A CN202010073059A CN111155414A CN 111155414 A CN111155414 A CN 111155414A CN 202010073059 A CN202010073059 A CN 202010073059A CN 111155414 A CN111155414 A CN 111155414A
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- box girder
- steel box
- suspension bridge
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B19/00—Protection of permanent way against development of dust or against the effect of wind, sun, frost, or corrosion; Means to reduce development of noise
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B29/00—Laying, rebuilding, or taking-up tracks; Tools or machines therefor
- E01B29/005—Making of concrete parts of the track in situ
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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
Abstract
The invention discloses a construction method for laying rails on an integral track bed of a super-large span steel box girder suspension bridge, which comprises the following steps: firstly, measuring and obtaining the bridge floor foundation line shape of a bare bridge formed by a steel box girder suspension bridge; secondly, simulating the linear influence of the second-stage load on the bridge deck foundation; thirdly, simulating linear influence of shrinkage and creep on the bridge deck foundation; fourthly, simulating the linear influence of the uniform lifting temperature on the bridge deck foundation; fifthly, acquiring a construction line shape of a rail surface of the steel box girder suspension bridge; acquiring relative elevation difference between construction linear elevation data of a rail surface of the steel box girder suspension bridge and design linear elevation data of the rail surface of the steel box girder suspension bridge; and seventhly, carrying out integral track bed track laying construction by utilizing the relative elevation difference. The invention adopts the track of the cast-in-place track bed of the integral track bed, the track line shape of the track has no adjustable space, the steel box girder has large flexibility, the line shape is changed at any time under the influence of temperature, creep and live load, the theoretical calculation and analysis of the line shape of the construction of the bridge track surface are carried out, the difference between the actual state and the theoretical calculation is reduced, and the track laying construction is carried out by adopting a relative track bed thickness mode.
Description
Technical Field
The invention belongs to the technical field of track laying of an integral track bed of an ultra-large span steel box girder suspension bridge, and particularly relates to a track laying construction method of an integral track bed of an ultra-large span steel box girder suspension bridge.
Background
A bridge span arrangement 50+210+600+210+50 steel box girder self-anchored suspension bridge is adopted for a Chongqing track loop second-stage goose highway rock track special bridge, wherein two anchor spans 50m adopt a steel-concrete combination beam, two side spans 210m and a main span 600m are the self-anchored suspension bridge with the largest span in China at present, the bridge type is applied to urban subway operation, the time requirement is tight, after the full-bridge suspender of the steel box girder suspension bridge is adjusted, the rail passing target needs to be realized as soon as possible, if a conventional mode is adopted, the track line shape is solved by simulating the second-stage constant load loading mode, the construction period needs to be as long as 3 months, the construction period target cannot be met, in order to meet the construction period requirement, the monitoring means is fully utilized, the loading process is optimized, the track bed construction time is carried out, the second-stage constant load is not carried out, meanwhile, the shrinkage changes are required, and the final track line shape meets the design requirement, the influence of bridge load is calculated, the reserved camber is processed, and the conventional bridge loading mode is changed into theoretical calculation.
Disclosure of Invention
The invention aims to solve the technical problem that the defects in the prior art are overcome, and provides a method for constructing a track of an integral track bed of a super-large-span steel box girder suspension bridge.
In order to solve the technical problems, the invention adopts the technical scheme that: the construction method for the track laying of the integral roadbed of the super-large span steel box girder suspension bridge is characterized by comprising the following steps of:
step one, measuring and obtaining a bridge floor foundation line shape of a bare bridge formed by a steel box girder suspension bridge, wherein the process is as follows:
step 101, respectively arranging a pair of control fiducial marks on the fixed auxiliary objects at the outer sides of the two anchor spans, and arranging a pair of control fiducial marks in the span of the main span;
102, arranging a track bed limiting device at the position of the limiting hole, wherein the distance between every two adjacent limiting holes is 5m, and arranging a track laying and encrypting base mark point on the track bed limiting device on the bridge deck of the steel box girder suspension bridge according to the position of the track bed limiting device;
103, selecting a time period with relatively stable temperature in one day, acquiring bridge floor foundation elevation data of a steel box girder suspension bridge bare bridge finished bridge by using a track laying encryption base mark point, continuously measuring for N days, simulating the bridge forming rail surface elevation data of the steel box girder bare bridge through TDV RM software, and acquiring a steel box girder bare bridge finished bridge rail surface foundation line shape; measuring and recording the bridge deck temperature by using an infrared thermometer, and measuring once every hour in the time period of acquiring data of the track-laying encrypted base mark point to finish the acquisition of the bridge deck temperature data during the track-laying encrypted base mark point measurement, wherein N is a positive integer and 6-8 is taken as N;
step two, simulating the influence of the second-stage load of the steel box girder suspension bridge on the line shape of the bridge deck foundation of the bare bridge of the steel box girder suspension bridge: according to the type of the second-stage load of the steel box girder suspension bridge and the respective theoretical weight, linearly loading the second-stage load of the steel box girder suspension bridge to the bridge deck foundation of the bare steel box girder suspension bridge formed bridge in TDV RM software, and acquiring the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the second-stage load simulation and the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the second-stage load simulation;
step three, simulating the influence of shrinkage creep on the bridge surface foundation line shape of the steel box girder suspension bridge bare bridge formed bridge: setting a shrinkage creep age, performing shrinkage creep simulation on a bridge floor base line shape of a bare bridge of a steel box girder suspension bridge in TDV RM software, and acquiring the position of the maximum downwarping value and the position of the maximum downwarping value of the steel box girder suspension bridge under the shrinkage creep simulation and the position of the maximum upwarping value of the steel box girder suspension bridge under the shrinkage creep simulation;
step four, simulating the influence of the uniform lifting temperature on the line shape of the bridge floor foundation of the steel box girder suspension bridge bare bridge formed bridge: setting uniform lifting temperature parameters, performing shrinkage creep simulation on a bridge floor base line shape of a bare bridge of a steel box girder suspension bridge in TDV RM software, and acquiring the positions of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation and the positions of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation;
step five, acquiring the construction line shape of the rail surface of the steel box girder suspension bridge: superposing the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the second-stage load simulation, the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the second-stage load simulation, the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the contraction and creep simulation, the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the contraction and creep simulation, the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation, and the position result of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation on the bridge floor base line shape of the steel box girder suspension bridge formed by the bare bridge, acquiring an output point every 5m, and acquiring the steel box girder suspension bridge surface line shape through TDV RM software, further acquiring linear elevation data of a bridge forming rail surface of the steel box girder suspension bridge;
step six, acquiring relative elevation difference of the steel box girder suspension bridge rail surface construction linear elevation data and the steel box girder suspension bridge rail surface design linear elevation data: performing difference operation by using the linear elevation data of the steel box girder suspension bridge rail surface construction and the linear elevation data of the steel box girder suspension bridge rail surface design of the rail surface at the corresponding position to obtain the relative elevation difference between the linear elevation data of the steel box girder suspension bridge rail surface construction and the linear elevation data of the steel box girder suspension bridge rail surface design;
seventhly, carrying out integral track bed track laying construction by using the relative elevation difference: in a time period with relatively stable temperature in one day, taking a control base mark point as a rear view point, utilizing the control base mark point to linearly lock the rail surface construction of the steel box girder suspension bridge, carrying out through measurement on the bridge surface of a steel box girder suspension bridge naked bridge formed bridge and the control base mark point, ensuring smooth connection of the bridge surface, superposing a bridge transverse slope by utilizing the relative elevation difference of the linear elevation data of the rail surface construction of the steel box girder suspension bridge and the linear elevation data of the rail surface design of the steel box girder suspension bridge, calculating the final track bed thickness, determining the relative elevation of a primary track surface, adopting a 10-meter string to match a steel rail ruler on the primary track surface to measure the track direction so as to meet the requirement of the smoothness, finishing the refining adjustment of a pouring section by using a 10-meter string superposed pressure point, and carrying out the cast-in-place track laying construction of the integral track bed.
The construction method for laying the track on the integral track bed of the super-large-span steel box girder suspension bridge is characterized by comprising the following steps of: the fixed auxiliary object is a tower or a control console on the outer side of the steel box girder suspension bridge.
The construction method for laying the track on the integral track bed of the super-large-span steel box girder suspension bridge is characterized by comprising the following steps of: the second-stage load comprises a later-stage construction track, an anti-throwing net, a sound barrier, an evacuation platform, an anti-collision guardrail, a sidewalk plate, a fire-fighting water pipe, various communication cables, a winding wire and a catwalk.
The construction method for laying the track on the integral track bed of the super-large-span steel box girder suspension bridge is characterized by comprising the following steps of: in step 103, the time period during which the temperature is relatively stable during the day is from 00:00 to 5:00 a.m.
The construction method for laying the track on the integral track bed of the super-large-span steel box girder suspension bridge is characterized by comprising the following steps of: the integral ballast bed is of a shock pad integral ballast bed structure.
Compared with the prior art, the invention has the following advantages:
1. the bridge deck position of the finished steel box girder suspension bridge is changed along with the temperature change of the girder box and is always in a dynamic process, so that the plane of the bridge is actually measured based on the control base mark points on the fixed auxiliary objects at the outer sides of the two anchor spans, and the control base mark points on the fixed auxiliary objects at the outer sides of the two anchor spans are measured in a time period with relatively stable temperature in one day before the whole ballast bed is poured every time, so that smooth connection of the bridge is ensured, the construction precision of the ballast bed is ensured, and the popularization and the use are facilitated.
2. The invention obtains the bridge floor base line shape of the steel box girder suspension bridge bare bridge finished bridge through the analysis of the measured data, the line shape is influenced by the factors of temperature, creep and live load and changes at any time, respectively simulates the influence of the second-stage load of the steel box girder suspension bridge on the bridge floor base line shape of the steel box girder suspension bridge bare bridge finished bridge, the influence of the simulated shrinkage creep on the bridge floor base line shape of the steel box girder suspension bridge bare bridge finished bridge and the influence of the simulated uniform lifting temperature on the bridge floor base line shape of the steel box girder suspension bridge bare bridge finished bridge, obtains the construction line shape of the rail surface of the steel box girder suspension bridge, calculates the track bed thickness under the theoretical state, simulates the track line shape which not only meets the load requirement born by the bridge but also meets the line standard, carries out the track laying construction on the suspension bridge by adopting the mode relative to the track bed thickness according to the line shape, reliable and stable, and good use effect.
3. The method has simple steps, adopts the whole-process measurement monitoring and simulation calculation, eliminates the downwarping caused by the second-stage dead load in an optimized loading mode, corrects the calculated value through actual observation, determines the most reasonable track construction line shape of the large-span steel box girder suspension bridge, calculates the relative track bed thickness and the caused load increase and decrease, and performs control measurement in the aspects of point position arrangement of control base mark points and track laying encryption base mark points, measurement environment and measurement precision so as to ensure that the track line shape meets the design requirements, strictly controls the time of the track direction and the time interval of the cast-in-place track laying construction of the whole track bed, meets the precision requirements of the whole track, and is convenient to popularize and use.
In summary, the invention aims at the self-anchored suspension bridge of the steel box girder with large span, the structural form of the shock absorption pad integral track bed is adopted, the track bed concrete is cast in place, the track line shape of the steel box girder has no adjustable space, in addition, the flexibility of the steel box girder is large, the line shape is influenced by factors of temperature, creep and live load and changes at any time, the theoretical calculation analysis is carried out on the second-stage constant load and load which are lacked by the steel box girder, the difference value between the actual state and the theoretical calculation is reduced, so as to ensure that the construction line shape meets the design requirement, the track laying construction is carried out by adopting the mode of relative track bed thickness, and the popularization and the use.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
FIG. 1 is a block diagram of the process flow of the present invention.
Fig. 2 is a graph showing the influence of the second-stage load of the steel box girder suspension bridge on the bridge deck foundation line shape of the bare bridge of the steel box girder suspension bridge in the embodiment.
FIG. 3 is a graph showing the influence of shrinkage creep on the bridge floor base line shape of a bare bridge of a steel box girder suspension bridge according to the embodiment.
Fig. 4 is a graph of the influence of the uniform temperature rise on the bridge floor foundation line shape of the steel box girder suspension bridge bare bridge formed bridge in the embodiment.
FIG. 5 is a graph comparing the design line and the bridge line for the beam top centerline elevation at a ratio of 1:50 for this example.
Detailed Description
As shown in fig. 1 to 5, the method for constructing the track of the monolithic track bed of the ultra-large span steel box girder suspension bridge of the present invention comprises a main span, two side spans and two anchor spans, wherein a limit hole is drilled on the top surface of a prefabricated steel box girder in the steel box girder suspension bridge, and the method comprises the following steps:
step one, measuring and obtaining a bridge floor foundation line shape of a bare bridge formed by a steel box girder suspension bridge, wherein the process is as follows:
step 101, respectively arranging a pair of control fiducial marks on the fixed auxiliary objects at the outer sides of the two anchor spans, and arranging a pair of control fiducial marks in the span of the main span;
102, arranging a track bed limiting device at the position of the limiting hole, wherein the distance between every two adjacent limiting holes is 5m, and arranging a track laying and encrypting base mark point on the track bed limiting device on the bridge deck of the steel box girder suspension bridge according to the position of the track bed limiting device;
103, selecting a time period with relatively stable temperature in one day, acquiring bridge floor foundation elevation data of a steel box girder suspension bridge bare bridge finished bridge by using a track laying encryption base mark point, continuously measuring for N days, simulating the bridge forming rail surface elevation data of the steel box girder bare bridge through TDV RM software, and acquiring a steel box girder bare bridge finished bridge rail surface foundation line shape; measuring and recording the bridge deck temperature by using an infrared thermometer, and measuring once every hour in the time period of acquiring data of the track-laying encrypted base mark point to finish the acquisition of the bridge deck temperature data during the track-laying encrypted base mark point measurement, wherein N is a positive integer and 6-8 is taken as N;
step two, simulating the influence of the second-stage load of the steel box girder suspension bridge on the line shape of the bridge deck foundation of the bare bridge of the steel box girder suspension bridge: according to the type of the second-stage load of the steel box girder suspension bridge and the respective theoretical weight, linearly loading the second-stage load of the steel box girder suspension bridge to the bridge deck foundation of the bare steel box girder suspension bridge formed bridge in TDV RM software, and acquiring the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the second-stage load simulation and the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the second-stage load simulation;
in this embodiment, the second stage load includes later stage construction track, prevents throwing the net, sound barrier, evacuation platform, anticollision barrier, sidewalk board, fire hose, various communication cable, kinking, catwalk.
It should be noted that, the length of the super-span steel box girder suspension bridge adopts a bridge span arrangement 50+210+600+210+50 steel box girder self-anchored suspension bridge, wherein two anchored spans 50m adopt a steel-concrete combination beam, two side spans 210m and a main span 600m, as shown in fig. 2, the mileage between P11 and P12 represents the mileage of the anchored span at one side of the main span, the mileage between P12 and P13 represents the mileage of the side span at one side of the main span, the mileage between P13 and P14 represents the mileage of the main span, the mileage between P14 and P15 represents the mileage of the side span at the other side of the main span, the mileage between P15 and P16 represents the mileage of the anchored span at the other side of the main span, in actual use, according to the type of the second-stage load of the steel box girder suspension bridge and the respective theoretical weight, the second-stage load loading steel box girder suspension bridge is loaded to the base suspension bridge naked bridge of the steel box girder, and the simulated maximum load under the second-stage under the steel box girder suspension bridge is obtained as mm in the second-stage load simulation, and the maximum lower deflection value is at the position of the main span, the maximum upper deflection value of the steel box girder suspension bridge under the second-stage load simulation is 40mm, and the maximum upper deflection value is at the position of the side span.
Step three, simulating the influence of shrinkage creep on the bridge surface foundation line shape of the steel box girder suspension bridge bare bridge formed bridge: setting a shrinkage creep age, performing shrinkage creep simulation on a bridge floor base line shape of a bare bridge of a steel box girder suspension bridge in TDV RM software, and acquiring the position of the maximum downwarping value and the position of the maximum downwarping value of the steel box girder suspension bridge under the shrinkage creep simulation and the position of the maximum upwarping value of the steel box girder suspension bridge under the shrinkage creep simulation;
as shown in fig. 3, in actual use, the shrinkage and creep age is set for 30 years, the shrinkage and creep simulation is performed on the bridge floor base line of the steel box girder suspension bridge bare bridge formed bridge in the TDV RM software, and the maximum downward deflection value of the steel box girder suspension bridge under the shrinkage and creep simulation is obtained to be 56mm, and the maximum downward deflection value occurs at the position in the main span, so that the upward deflection phenomenon under the shrinkage and creep simulation of the steel box girder suspension bridge is not obvious.
Step four, simulating the influence of the uniform lifting temperature on the line shape of the bridge floor foundation of the steel box girder suspension bridge bare bridge formed bridge: setting uniform lifting temperature parameters, performing shrinkage creep simulation on a bridge floor base line shape of a bare bridge of a steel box girder suspension bridge in TDV RM software, and acquiring the positions of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation and the positions of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation;
as shown in fig. 4, in actual use, because the super-large-span steel box girder suspension bridge is located in the Chongqing of China, the Chongqing temperature is generally high, and therefore, the uniform temperature rise parameter is 10 ℃, the shrinkage creep simulation is performed on the bridge floor base line shape of the steel box girder suspension bridge bare bridge formed bridge in the TDV RM software, the maximum downward deflection value of the steel box girder suspension bridge under the simulation of the uniform temperature rise parameter is 50mm, the maximum downward deflection value occurs at the position in the main span, the maximum upward deflection value of the steel box girder suspension bridge under the simulation of the uniform temperature rise parameter is 4mm, and the maximum upward deflection value occurs at the position of the side span.
Step five, acquiring the construction line shape of the rail surface of the steel box girder suspension bridge: superposing the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the second-stage load simulation, the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the second-stage load simulation, the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the contraction and creep simulation, the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the contraction and creep simulation, the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation, and the position result of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation on the bridge floor base line shape of the steel box girder suspension bridge formed by the bare bridge, acquiring an output point every 5m, and acquiring the steel box girder suspension bridge surface line shape through TDV RM software, further acquiring linear elevation data of a bridge forming rail surface of the steel box girder suspension bridge;
in practical use, as shown in fig. 5, it is finally determined that the main span mid-span dead load lower bridge-forming elevation is about 80cm higher than the design elevation, and the side span mid-span dead load lower bridge-forming elevation is about 12cm lower than the design elevation, by combining the above factors.
Step six, acquiring relative elevation difference of the steel box girder suspension bridge rail surface construction linear elevation data and the steel box girder suspension bridge rail surface design linear elevation data: performing difference operation by using the linear elevation data of the steel box girder suspension bridge rail surface construction and the linear elevation data of the steel box girder suspension bridge rail surface design of the rail surface at the corresponding position to obtain the relative elevation difference between the linear elevation data of the steel box girder suspension bridge rail surface construction and the linear elevation data of the steel box girder suspension bridge rail surface design;
seventhly, carrying out integral track bed track laying construction by using the relative elevation difference: in a time period with relatively stable temperature in one day, taking a control base mark point as a rear view point, utilizing the control base mark point to linearly lock the rail surface construction of the steel box girder suspension bridge, carrying out through measurement on the bridge surface of a steel box girder suspension bridge naked bridge formed bridge and the control base mark point, ensuring smooth connection of the bridge surface, superposing a bridge transverse slope by utilizing the relative elevation difference of the linear elevation data of the rail surface construction of the steel box girder suspension bridge and the linear elevation data of the rail surface design of the steel box girder suspension bridge, calculating the final track bed thickness, determining the relative elevation of a primary track surface, adopting a 10-meter string to match a steel rail ruler on the primary track surface to measure the track direction so as to meet the requirement of the smoothness, finishing the refining adjustment of a pouring section by using a 10-meter string superposed pressure point, and carrying out the cast-in-place track laying construction of the integral track bed.
In this embodiment, the fixing auxiliary is a tower or a console on the outer side of the steel box girder suspension bridge.
In this embodiment, in step 103, the time period during which the temperature is relatively stable in the day is from 00:00 to 5:00 in the morning.
In this embodiment, the monolithic roadbed is a shock pad monolithic roadbed structure.
It should be noted that the bridge deck position of the steel box girder suspension bridge bare bridge becomes a bridge changes along with the temperature change of the girder box and is always in a dynamic process, so that the plane of the bridge is actually measured based on the control base mark points on the fixed auxiliary outside the two anchor spans, and before the whole track bed is poured, the time period with relatively stable temperature in one day is selected to perform through measurement on the control base mark points on the fixed auxiliary outside the two anchor spans, thereby ensuring smooth connection of the bridge and ensuring the construction precision of the track bed; through analysis of measured data, a multi-section smooth curve is fitted on a bridge floor of a steel box girder suspension bridge bare bridge formed bridge, the bridge floor foundation line shape of the steel box girder suspension bridge bare bridge formed bridge is obtained, the line shape is influenced by temperature, creep and live load factors and changes at any time, the influence of the second-stage load of the steel box girder suspension bridge on the bridge floor foundation line shape of the steel box girder suspension bridge bare bridge formed bridge, the influence of simulated shrinkage and creep on the bridge floor foundation line shape of the steel box girder suspension bridge formed bridge and the influence of simulated uniform lifting temperature on the bridge floor foundation line shape of the steel box girder suspension bridge bare bridge formed bridge are respectively simulated, the rail surface construction line shape of the steel box girder suspension bridge is obtained, the track bed thickness under a theoretical state is calculated, the track line shape meeting the load requirement born by the bridge and the line standard is simulated, and track laying construction is carried out on the suspension bridge by adopting a mode relative to the track bed thickness according to the line shape, the construction method has simple steps, adopts the whole-process measurement monitoring, simulation calculation and optimized loading mode to eliminate the downwarping caused by the second-stage dead load, corrects the calculated value through actual observation, thereby determining the most reasonable track construction line shape of the large-span steel box girder suspension bridge, calculating the relative track bed thickness and the caused load increase and decrease, and performing control measurement in the aspects of point position arrangement of control base mark points and track laying encryption base mark points, measurement environment and measurement precision to ensure that the track line shape meets the design requirements, strictly controls the time of the track direction and the time interval of the whole track bed cast-in-place track laying construction, meets the precision requirement of the whole track, and meets the construction period requirement from the completion of the communication and the track laying.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (5)
1. The construction method for the track laying of the integral roadbed of the super-large span steel box girder suspension bridge is characterized by comprising the following steps of:
step one, measuring and obtaining a bridge floor foundation line shape of a bare bridge formed by a steel box girder suspension bridge, wherein the process is as follows:
step 101, respectively arranging a pair of control fiducial marks on the fixed auxiliary objects at the outer sides of the two anchor spans, and arranging a pair of control fiducial marks in the span of the main span;
102, arranging a track bed limiting device at the position of the limiting hole, wherein the distance between every two adjacent limiting holes is 5m, and arranging a track laying and encrypting base mark point on the track bed limiting device on the bridge deck of the steel box girder suspension bridge according to the position of the track bed limiting device;
103, selecting a time period with relatively stable temperature in one day, acquiring bridge floor foundation elevation data of a steel box girder suspension bridge bare bridge finished bridge by using a track laying encryption base mark point, continuously measuring for N days, simulating the bridge forming rail surface elevation data of the steel box girder bare bridge through TDV RM software, and acquiring a steel box girder bare bridge finished bridge rail surface foundation line shape; measuring and recording the bridge deck temperature by using an infrared thermometer, and measuring once every hour in the time period of acquiring data of the track-laying encrypted base mark point to finish the acquisition of the bridge deck temperature data during the track-laying encrypted base mark point measurement, wherein N is a positive integer and 6-8 is taken as N;
step two, simulating the influence of the second-stage load of the steel box girder suspension bridge on the line shape of the bridge deck foundation of the bare bridge of the steel box girder suspension bridge: according to the type of the second-stage load of the steel box girder suspension bridge and the respective theoretical weight, linearly loading the second-stage load of the steel box girder suspension bridge to the bridge deck foundation of the bare steel box girder suspension bridge formed bridge in TDV RM software, and acquiring the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the second-stage load simulation and the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the second-stage load simulation;
step three, simulating the influence of shrinkage creep on the bridge surface foundation line shape of the steel box girder suspension bridge bare bridge formed bridge: setting a shrinkage creep age, performing shrinkage creep simulation on a bridge floor base line shape of a bare bridge of a steel box girder suspension bridge in TDV RM software, and acquiring the position of the maximum downwarping value and the position of the maximum downwarping value of the steel box girder suspension bridge under the shrinkage creep simulation and the position of the maximum upwarping value of the steel box girder suspension bridge under the shrinkage creep simulation;
step four, simulating the influence of the uniform lifting temperature on the line shape of the bridge floor foundation of the steel box girder suspension bridge bare bridge formed bridge: setting uniform lifting temperature parameters, performing shrinkage creep simulation on a bridge floor base line shape of a bare bridge of a steel box girder suspension bridge in TDV RM software, and acquiring the positions of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation and the positions of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation;
step five, acquiring the construction line shape of the rail surface of the steel box girder suspension bridge: superposing the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the second-stage load simulation, the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the second-stage load simulation, the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the contraction and creep simulation, the position of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the contraction and creep simulation, the position of the maximum downwarping value and the maximum downwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation, and the position result of the maximum upwarping value and the maximum upwarping value of the steel box girder suspension bridge under the uniform lifting temperature parameter simulation on the bridge floor base line shape of the steel box girder suspension bridge formed by the bare bridge, acquiring an output point every 5m, and acquiring the steel box girder suspension bridge surface line shape through TDV RM software, further acquiring linear elevation data of a bridge forming rail surface of the steel box girder suspension bridge;
step six, acquiring relative elevation difference of the steel box girder suspension bridge rail surface construction linear elevation data and the steel box girder suspension bridge rail surface design linear elevation data: performing difference operation by using the linear elevation data of the steel box girder suspension bridge rail surface construction and the linear elevation data of the steel box girder suspension bridge rail surface design of the rail surface at the corresponding position to obtain the relative elevation difference between the linear elevation data of the steel box girder suspension bridge rail surface construction and the linear elevation data of the steel box girder suspension bridge rail surface design;
seventhly, carrying out integral track bed track laying construction by using the relative elevation difference: in a time period with relatively stable temperature in one day, taking a control base mark point as a rear view point, utilizing the control base mark point to linearly lock the rail surface construction of the steel box girder suspension bridge, carrying out through measurement on the bridge surface of a steel box girder suspension bridge naked bridge formed bridge and the control base mark point, ensuring smooth connection of the bridge surface, superposing a bridge transverse slope by utilizing the relative elevation difference of the linear elevation data of the rail surface construction of the steel box girder suspension bridge and the linear elevation data of the rail surface design of the steel box girder suspension bridge, calculating the final track bed thickness, determining the relative elevation of a primary track surface, adopting a 10-meter string to match a steel rail ruler on the primary track surface to measure the track direction so as to meet the requirement of the smoothness, finishing the refining adjustment of a pouring section by using a 10-meter string superposed pressure point, and carrying out the cast-in-place track laying construction of the integral track bed.
2. The method for constructing the track of the integrated track bed of the ultra-large span steel box girder suspension bridge according to claim 1, is characterized in that: the fixed auxiliary object is a tower or a control console on the outer side of the steel box girder suspension bridge.
3. The method for constructing the track of the integrated track bed of the ultra-large span steel box girder suspension bridge according to claim 1, is characterized in that: the second-stage load comprises a later-stage construction track, an anti-throwing net, a sound barrier, an evacuation platform, an anti-collision guardrail, a sidewalk plate, a fire-fighting water pipe, various communication cables, a winding wire and a catwalk.
4. The method for constructing the track of the integrated track bed of the ultra-large span steel box girder suspension bridge according to claim 1, is characterized in that: in step 103, the time period during which the temperature is relatively stable during the day is from 00:00 to 5:00 a.m.
5. The method for constructing the track of the integrated track bed of the ultra-large span steel box girder suspension bridge according to claim 1, is characterized in that: the integral ballast bed is of a shock pad integral ballast bed structure.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115369707A (en) * | 2022-09-19 | 2022-11-22 | 中铁大桥局集团第一工程有限公司 | Construction method for ballastless track on long-connection large-span railway steel bridge |
| CN115369707B (en) * | 2022-09-19 | 2024-05-14 | 中铁大桥局集团第一工程有限公司 | Construction method for ballastless track on long-joint large-span railway steel bridge |
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