CN112012051A - The treatment method of ballastless track deformation - Google Patents

The treatment method of ballastless track deformation Download PDF

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Publication number
CN112012051A
CN112012051A CN201910463876.2A CN201910463876A CN112012051A CN 112012051 A CN112012051 A CN 112012051A CN 201910463876 A CN201910463876 A CN 201910463876A CN 112012051 A CN112012051 A CN 112012051A
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track
replacement
roadbed
layer
displacement
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CN112012051B (en
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王鹏程
张千里
陈锋
李中国
闫鑫
张新冈
尧俊凯
刘景宇
刘振宇
陈志旺
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China Academy of Railway Sciences Corp Ltd CARS
Railway Engineering Research Institute of CARS
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China Academy of Railway Sciences Corp Ltd CARS
Railway Engineering Research Institute of CARS
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01BPERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B2/00General structure of permanent way
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01BPERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B1/00Ballastway; Other means for supporting the sleepers or the track; Drainage of the ballastway
    • E01B1/002Ballastless track, e.g. concrete slab trackway, or with asphalt layers
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01BPERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B2/00General structure of permanent way
    • E01B2/006Deep foundation of tracks
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01BPERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B37/00Making, maintaining, renewing, or taking-up the ballastway or the track, not provided for in a single one of groups E01B27/00 - E01B35/00

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Railway Tracks (AREA)
  • Machines For Laying And Maintaining Railways (AREA)

Abstract

The invention provides a method for treating deformation of a ballastless track, which comprises the following steps: step A, monitoring the elevation of a track, and determining the section of the track to be adjusted and the track falling amount or the lifting amount; step B, determining a replacement depth h 1; c, breaking and supporting the supporting layer, and excavating a roadbed with the height h2 and a foundation with the height h3 below the supporting layer by layer from top to bottom to form a replacement region, wherein h2+ h3> h 1; step D, placing a replacement material into the partial replacement area, wherein the compressive strength and the deformation modulus of the replacement material are not less than those of the roadbed; step E, lowering or lifting the supporting layer by the track dropping amount or the lifting amount and synchronously monitoring the track elevation; step F, continuously filling the replacement material until the replacement material is filled; and G, repairing the lines and/or the road shoulders. The method realizes the thorough treatment of the deformation of the track structure with high efficiency and low cost.

Description

无砟轨道变形的治理方法The treatment method of ballastless track deformation

技术领域technical field

本发明涉及一种调整轨道高程的方法,尤其涉及一种调整无砟轨道高程的方法。The present invention relates to a method for adjusting track elevation, in particular to a method for adjusting ballastless track elevation.

背景技术Background technique

目前我国高速铁路迅速发展,但是受路基填土以及深层地基的膨胀或收缩等因素的影响,一些采用无砟轨道线路的高铁线路陆续出现上拱或下沉等病害,为了保证运行安全,不得不采取限速措施,严重影响了我国高铁线路的正常运营。At present, my country's high-speed railways are developing rapidly. However, due to factors such as subgrade filling and the expansion or contraction of deep foundations, some high-speed railway lines using ballastless track lines have successively experienced diseases such as arching or sinking. In order to ensure safe operation, it is necessary to The speed limit measures have seriously affected the normal operation of my country's high-speed rail lines.

针对上述问题,本领域技术人员一般采取挖除部分路基落道或注浆抬升及机械顶升等方法来对轨道高程进行调节,但是路基或地基的膨胀或收缩是持续进行的,在经过一段时间后,已经调整后的轨道部段仍有可能再次产生上拱或下沉,此种方法无法从根本上治理轨道的上拱或下沉。In view of the above problems, those skilled in the art generally adjust the track elevation by excavating part of the roadbed or grouting and mechanical jacking. After the adjustment, the track section that has been adjusted may still have a rise or sink again, and this method cannot fundamentally control the rise or sink of the track.

发明内容SUMMARY OF THE INVENTION

为了克服上述缺点,本发明提供了一种调整无砟轨道高程的方法。该方法通过将路基和深层地基置换为具有更低膨胀性及压缩性的置换材料而彻底地治理了轨道的上拱或沉降病害。In order to overcome the above shortcomings, the present invention provides a method for adjusting the elevation of a ballastless track. This method completely treats the upper arch or settlement disease of the track by replacing the subgrade and the deep foundation with the replacement material with lower expansion and compressibility.

本发明提供了一种无砟轨道变形的治理方法,所述无砟轨道由下至上包括地基、路基和支承层,所述方法包括:步骤A,监测轨道高程,确定待调整轨道部段和落道量或抬升量;步骤B,确定置换深度h1;步骤C,破除待调整轨道部段中所述支承层两侧的线间和/或路肩,支撑所述支承层,自上而下地逐层挖除所述支承层下方的高度为h2的路基和高度为h3的地基以形成置换区域,其中h2+h3>h1;步骤D,将置换材料置入所述置换区域内,在所述置换材料与所述支承层之间保留间隙,所述间隙被设计为不小于落道量或抬升量,其中所述置换材料的抗压强度和变形模量均不小于所述路基的抗压强度和变形模量;步骤E,以落道量或抬升量降低或抬升所述支承层且同步监测轨道高程;步骤F,继续向已经置入的置换材料与所述支承层之间填充置换材料直至填满;步骤G,修复线间和/或路肩。通过上述方法实现了对轨道结构变形的彻底治理。The present invention provides a method for treating deformation of a ballastless track. The ballastless track includes a foundation, a roadbed and a supporting layer from bottom to top. Track amount or lift amount; Step B, determine the replacement depth h1; Step C, remove the lines and/or shoulders on both sides of the support layer in the track section to be adjusted, support the support layer, layer by layer from top to bottom Excavate the subgrade with height h2 and the foundation with height h3 under the support layer to form a replacement area, where h2+h3>h1; A gap is reserved with the support layer, and the gap is designed to be no less than the amount of drop or lift, wherein the compressive strength and deformation modulus of the replacement material are not less than the compressive strength and deformation of the roadbed. Modulus; Step E, lower or lift the support layer by the drop or lift amount and monitor the track elevation synchronously; Step F, continue to fill the replacement material between the already placed replacement material and the support layer until it is filled ; Step G, repair between lines and/or shoulders. Through the above method, the complete control of the deformation of the track structure is realized.

优选地,在步骤C中,从待调整轨道部段的坡脚处垂直于轨道延伸方向地进入所述支承层的下方以挖掘所述置换区域。Preferably, in step C, the displacement area is excavated from the toe of the track section to be adjusted perpendicular to the extending direction of the track into the underside of the support layer.

优选地,沿所述轨道延伸方向间隔地挖取所述置换区域。Preferably, the replacement regions are dug at intervals along the extending direction of the track.

优选地,在执行所述步骤E之前,在所述置换材料与所述支承层之间布置可调节的支撑装置。Preferably, before performing the step E, an adjustable support device is arranged between the displacement material and the support layer.

优选地,将相邻的所述置换区域之间的剩余区域自上而下地逐层挖除至少0.5米。Preferably, the remaining area between the adjacent replacement areas is excavated layer by layer by at least 0.5 meters from top to bottom.

优选地,在步骤F之前,在所述支承层底部架设模板并浇注承载板,所述承载板的厚度小于所述支撑装置的高度。Preferably, before step F, a formwork is erected at the bottom of the supporting layer and a bearing plate is cast, and the thickness of the bearing plate is less than the height of the supporting device.

优选地,在步骤F中,在所述承载板与所述置换材料之间置入填充物,所述填充物的抗压强度和变形模量均不小于所述置换材料的抗压强度和变形模量。Preferably, in step F, a filler is placed between the carrier plate and the replacement material, and the compressive strength and deformation modulus of the filler are not less than the compressive strength and deformation of the replacement material. modulus.

优选地,在所述步骤C中,在挖除路基后对所形成的置换区域对应于所述路基的部段进行侧壁支护,接下来继续挖除所述地基,在挖除路基后对所形成的置换区域对应于所述路基的部段进行侧壁支护。Preferably, in the step C, after the subgrade is excavated, sidewall support is performed on the section of the formed replacement area corresponding to the subgrade, and then the subgrade is continued to be excavated. The displacement area formed corresponds to the section of the roadbed for sidewall support.

优选地,在步骤D中,在将所述置换材料填入所述置换区域之前,在所述置换区域的底面上铺设聚乙烯薄膜。Preferably, in step D, before filling the displacement material into the displacement region, a polyethylene film is laid on the bottom surface of the displacement region.

优选地,所述置换材料为内植钢筋的C30早强混凝土。Preferably, the replacement material is C30 early-strength concrete with built-in steel reinforcement.

附图说明Description of drawings

图1无砟轨道结构示意图;Fig. 1 Schematic diagram of ballastless track structure;

图2置换区域示意图。Figure 2 Schematic diagram of the replacement area.

参考标号列表List of reference signs

1.支承层;1. Support layer;

2.路基;2. Roadbed;

3.地基;3. Foundation;

4.置换区域;4. Replacement area;

5.剩余区域;5. Remaining area;

6.置换材料;6. Replacement material;

7.支撑装置;7. Supporting device;

8.承载板。8. Carrier plate.

具体实施方式Detailed ways

如图1所示,无砟轨道结构自下而上大致包括地基3、由碎石等铺设而成的路基2、一般由混凝土浇筑得到的支承层1、一般由钢筋混凝土浇筑而成的轨道、固定在所述轨道板内的轨枕以及联接至该轨枕的钢轨。根据本发明的调整无砟轨道高程的方法主要包括确定待调整轨道部段、确定置换深度h1、支撑支承层1并且挖取置换区域4、将置换材料6填充入置换区域4、调整轨道高程、再次填充置换材料6以及修复轨道等步骤。As shown in Figure 1, the ballastless track structure roughly includes a foundation 3, a roadbed 2 laid with gravel, etc. from bottom to top, a support layer 1 generally made of concrete, a track generally made of reinforced concrete, A sleeper secured within the track plate and a rail coupled to the sleeper. The method for adjusting the elevation of a ballastless track according to the present invention mainly includes determining the track section to be adjusted, determining the replacement depth h1, supporting the support layer 1 and excavating the replacement area 4, filling the replacement material 6 into the replacement area 4, adjusting the track elevation, Steps such as filling the replacement material 6 and repairing the track again.

下面将结合附图对上述方法进行详细说明,尽管提供附图是为了呈现本发明的一些实施方式,但附图不必按具体实施方案的尺寸绘制,并且某些特征可被放大、移除或局剖以更好地示出和解释本发明的公开内容。附图中的部分构件可在不影响技术效果的前提下根据实际需求进行位置调整。在说明书中出现的短语“在附图中”或类似用语不必参考所有附图或示例。The above method will be described in detail below with reference to the accompanying drawings. Although the drawings are provided to present some embodiments of the present invention, the drawings are not necessarily to scale of the specific embodiments and certain features may be exaggerated, removed or omitted. section to better illustrate and explain the present disclosure. Some components in the drawings can be adjusted in position according to actual needs without affecting the technical effect. Appearances of the phrase "in the drawings" or similar expressions in the specification do not necessarily refer to all drawings or examples.

在下文中被用于描述附图的某些方向性术语,例如“上”、“下”将被理解为具有其正常含义并且指正常看附图时所涉及的那些方向。除另有指明,本说明书所述方向性术语基本按照本领域技术人员所理解的常规方向。特别地,轨道结构的纵向是指轨道长度延伸的方向,轨道结构的横向是指与轨道结构的长度延伸方向所垂直的方向。Certain directional terms such as "upper", "lower", which are used hereinafter to describe the drawings, will be understood to have their normal meanings and refer to those directions to which the drawings are normally viewed. Unless otherwise indicated, the directional terms described in this specification are generally in accordance with the conventional directions as understood by those skilled in the art. In particular, the longitudinal direction of the track structure refers to the direction in which the length of the track structure extends, and the lateral direction of the track structure refers to the direction perpendicular to the lengthwise extension direction of the track structure.

根据本发明的第一个实施例,在第一个步骤中,应执行置换前的准备工作。具体地,监测无砟轨道高程,确定待调整的轨道部段以及落道量或抬升量。在此步骤中还应预先规划好开挖的弃土运输路线,确定地埋线缆的位置。接下来通过轨道高程的变化量以及地基、路基土质参数等因素来确定土体的置换深度h1。According to the first embodiment of the present invention, in the first step, preparatory work before replacement should be performed. Specifically, the ballastless track elevation is monitored to determine the track section to be adjusted and the drop or lift amount. In this step, the excavation spoil transportation route should also be planned in advance, and the location of the buried cable should be determined. Next, the replacement depth h1 of the soil is determined by the change of the track elevation and the soil parameters of the foundation and roadbed.

下一步,优选在进行置换之前对轨道结构进行加固。可能采取的措施包括:第一,在路肩和线间设置纵向连续变梁;第二,采用植筋方式将轨道板和支承层1锚固连接;第三,在待调整轨道部段的横向两侧间隔布置限位机构。Next, the track structure is preferably reinforced prior to the replacement. Possible measures include: first, setting up longitudinal continuous variable beams between the shoulder and the line; second, using the method of planting reinforcement to anchor the track slab and the support layer 1; third, on the lateral sides of the track section to be adjusted The limit mechanism is arranged at intervals.

下一步,挖取置换区域4。首先破除待调整轨道部段中的支承层1两侧的线间和路肩。从所述支承层1的底部起自上而下地逐层挖除高度为h2的路基2和高度为h3的地基3以形成置换区域4,为了确保将所有的变形土体全部挖除,实际挖除的土体深度应大于理论计算的置换深度h1,即h2+h3>h1。另外应注意的是,在地基3无变形或者变形量较小的情况下,可不对其进行挖除,h3可为0。Next, dig out the replacement area 4. First, the interlines and road shoulders on both sides of the support layer 1 in the track section to be adjusted are removed. From the bottom of the support layer 1, the subgrade 2 with height h2 and the foundation 3 with height h3 are excavated layer by layer from top to bottom to form a replacement area 4. In order to ensure that all deformed soil bodies are excavated, the actual excavation The divided soil depth should be greater than the theoretically calculated replacement depth h1, that is, h2+h3>h1. In addition, it should be noted that in the case that the foundation 3 is not deformed or the deformation amount is small, it may not be excavated, and h3 may be 0.

在此步骤中,用于执行挖掘的挖掘机械优选从待调整轨道部段的坡脚处垂直于轨道延伸方向地进入所述支承层1的下方以挖取所述置换区域4。从坡脚处的挖掘可采用大型的挖掘机进行,其挖掘效率高,作业空间大。In this step, the excavating machine for carrying out the excavation preferably enters below the support layer 1 from the toe of the track section to be adjusted perpendicular to the direction of track extension to excavate the displacement area 4 . The excavation from the foot of the slope can be carried out by a large excavator, which has high excavation efficiency and large working space.

另外在此步骤冲,优选根据土体性质在挖取置换区域4的过程中及时进行侧壁支护。具体是,首先挖除路基2,在挖除路基2后对所形成的置换区域4对应于所述路基2的部段进行侧壁支护,接下来继续挖除地基3,在挖除路基2后对所形成的置换区域4对应于所述地基3的部段进行侧壁支护。应在上一层被牢固地支撑后在执行下一层的开挖,从而防止两侧土体掉落。另外,根据挖取情况可适当地加强支护。In addition, in this step, it is preferable to carry out sidewall support in time during the process of excavating the replacement area 4 according to the properties of the soil. Specifically, the roadbed 2 is first excavated, and after the subgrade 2 is excavated, sidewall support is performed on the section of the formed replacement area 4 corresponding to the subgrade 2, and then the subgrade 3 is continued to be excavated, and the subgrade 2 is excavated. Afterwards, sidewall support is performed on the section of the formed replacement area 4 corresponding to the foundation 3 . The excavation of the next layer should be carried out after the previous layer is firmly supported to prevent the soil from falling on both sides. In addition, the support can be appropriately strengthened according to the excavation situation.

下一步,将置换材料6填充入置换区域4中。其中该置换材料6的抗压强度和变形模量均不小于所述路基2的抗压强度和变形模量。优选地,该置换材料6为现场浇注制备。例如,在置换区域4内沿纵向和横向绑扎钢筋,向其内浇注早强、抗硫酸盐侵蚀混凝土(优选C30早强混凝土)。Next, the displacement material 6 is filled into the displacement region 4 . The compressive strength and deformation modulus of the replacement material 6 are not less than the compressive strength and deformation modulus of the roadbed 2 . Preferably, the replacement material 6 is prepared by in-situ casting. For example, in the displacement area 4, the steel bars are bound longitudinally and laterally, and early-strength, sulfate-resistant concrete (preferably C30 early-strength concrete) is poured into it.

另外优选的是,在将置换材料6填充入置换区域4之前,在置换区域4的底面上铺设一层或多层防渗膜以防止置换材料6对下方的路基2或地基3造成影响。该防渗膜可例如采用高密度的聚乙烯薄膜。Also preferably, before filling the replacement material 6 into the replacement area 4 , one or more layers of impermeable membranes are laid on the bottom surface of the replacement area 4 to prevent the replacement material 6 from affecting the underlying roadbed 2 or foundation 3 . The barrier film can be, for example, a high-density polyethylene film.

为了保证轨道高程调整的精确性,第一次置入置换区域4内的置换材料6不可将置换区域4与支承层1之间的空间完全填充满。在第一次填入的置换材料6与支承层1之间应留有间隙,该间隙不应小于落道量或者抬升量。In order to ensure the accuracy of the track height adjustment, the displacement material 6 placed in the displacement area 4 for the first time cannot completely fill the space between the displacement area 4 and the support layer 1 . There should be a gap between the replacement material 6 filled for the first time and the support layer 1 , and the gap should not be smaller than the amount of drop or lift.

接下来,调整轨道结构位置。即根据之前测得的落道量或抬升量降低或者抬升支承层1的位置,同时在此过程中应采用水准仪、全站仪和轨道检测小车等装置同步严格监测轨道变形,直至将支承层1及其上方的其它轨道结构调整至适当位置。Next, adjust the track structure position. That is to say, the position of the support layer 1 should be lowered or raised according to the previously measured drop or lift amount. At the same time, during this process, devices such as a level, a total station and a track detection trolley should be used to monitor the track deformation synchronously and strictly until the support layer 1 is removed. and other track structures above it to adjust to the proper position.

执行完上述步骤后,在支承层1与第一次置入的置换材料6之间仍然存在剩余空间,再次向该空间内填充置换材料6直至将该空间填满。由此完成路基2和地基3的深层置换以及轨道调节。After the above steps are performed, there is still a remaining space between the support layer 1 and the replacement material 6 placed for the first time, and the space is filled with the replacement material 6 again until the space is filled. In this way, the deep replacement of the roadbed 2 and the foundation 3 and the track adjustment are completed.

最后,修复路肩和/或线间。同时按照设计要求恢复电缆等相关设备。Finally, repair shoulders and/or between lines. At the same time, restore cables and other related equipment according to the design requirements.

本发明还提供了第二个实施例,其与第一实施例的步骤基本相同,其中一个不同之处在于在本实施例中沿轨道延伸方向间隔挖取置换区域4,由此减小了深层置换的工作量同时最小程度地影响高铁等的正常运行。另一个不同之处在于,不向第一次置入的置换材料6与支承层之间再次填充置换材料6,而是替代地,在第一次置入的置换材料6与支承层之间布置可调节的支撑装置7,例如丝杆、千斤顶等。此种布置方式方便了对轨道高程进行精确调节,同时在今后发现轨道变形的情况下无需大量执行挖掘作业,仅需挖取一个通往支撑装置7的通道即可。The present invention also provides a second embodiment, which is basically the same as the first embodiment, with one difference being that the replacement regions 4 are dug at intervals along the extending direction of the track in this embodiment, thereby reducing the depth The workload of replacement also affects the normal operation of high-speed rail and the like to a minimum extent. Another difference is that the displacement material 6 is not filled again between the first inserted displacement material 6 and the support layer, but instead is arranged between the first inserted displacement material 6 and the support layer Adjustable support devices 7, such as screw rods, jacks, etc. This arrangement facilitates the precise adjustment of the track elevation, and at the same time, when the track is found to be deformed in the future, there is no need to perform a large number of excavation operations, and only a passage leading to the support device 7 is required to be excavated.

具体地,如图2所示,沿轨道延伸方向间隔挖取置换区域4,可调节的支撑装置7被布置在置入的置换材料6与支承层1之间。为了防止相邻的置换区域4之间未挖除的剩余区域5中的土体的继续变形影响轨道,应至少部分挖除该剩余区域5中的土体。优选从上至下地逐层挖除至少0.5m的土体。Specifically, as shown in FIG. 2 , the displacement regions 4 are dug at intervals along the extending direction of the track, and adjustable support means 7 are arranged between the inserted displacement material 6 and the support layer 1 . In order to prevent the continued deformation of the soil in the unexcavated remaining area 5 between adjacent replacement areas 4 from affecting the track, the soil in the remaining area 5 should be at least partially excavated. Preferably, at least 0.5m of soil is excavated layer by layer from top to bottom.

在此种情况下,轨道结构将仅受到间隔支撑。为了更加稳定地对轨道结构进行支撑。在支承层1底部绑扎钢筋,架设模板并且浇注例如0.5米厚的承载板8,该承载板8的厚度可小于支撑装置7的高度。另外优选在承载板8与置入的置换材料6之间充入填充物,该填充物的抗压强度和变形模量均不能小于置换材料6的抗压强度和变形模量,例如可采用细石混凝土。在形成承载板8的情况下,剩余区域5中被挖除的部分无需再进行填充。In this case, the track structure will only be supported by the spacing. In order to support the track structure more stably. Reinforcing bars are bound at the bottom of the support layer 1 , the formwork is erected and a bearing plate 8 with a thickness of, for example, 0.5 m is poured, the thickness of the bearing plate 8 may be smaller than the height of the support device 7 . In addition, a filler is preferably filled between the carrier plate 8 and the inserted replacement material 6, and the compressive strength and deformation modulus of the filler cannot be smaller than the compressive strength and deformation modulus of the replacement material 6. For example, fine stone concrete. In the case of forming the carrier plate 8, the excavated portion of the remaining area 5 does not need to be filled.

本发明采用深层置换方法对无砟轨道结构的变形进行治理,从根本上解决了由于路基及地基形变对轨道结构平顺性的影响。同时其可在天窗时间进行作业,具有高效经济等优点。The invention adopts the deep replacement method to control the deformation of the ballastless track structure, and fundamentally solves the influence on the smoothness of the track structure due to the deformation of the roadbed and the foundation. At the same time, it can be operated during the skylight time, which has the advantages of high efficiency and economy.

Claims (10)

1. A treatment method for deformation of a ballastless track, which comprises a foundation, a roadbed and a supporting layer from bottom to top, is characterized by comprising the following steps:
step A, monitoring the elevation of a track, and determining the section of the track to be adjusted and the track falling amount or the lifting amount;
step B, determining a replacement depth h 1;
c, breaking lines and/or shoulders on two sides of the supporting layer in the track section to be adjusted, supporting the supporting layer, and excavating a roadbed with the height h2 and a foundation with the height h3 below the supporting layer by layer from top to bottom to form a replacement region, wherein h2+ h3> h 1;
step D, placing a replacement material into the replacement area, and reserving a gap between the replacement material and the supporting layer, wherein the gap is designed to be not less than the falling amount or the lifting amount, and the compressive strength and the deformation modulus of the replacement material are not less than those of the roadbed;
step E, lowering or lifting the supporting layer by the track dropping amount or the lifting amount and synchronously monitoring the track elevation;
step F, continuing to fill the replacement material between the inserted replacement material and the supporting layer until the replacement material is filled;
and G, repairing the lines and/or the road shoulders.
2. A method according to claim 1, characterized in that in step C the displacement zone is excavated from the toe of the rail section to be adjusted perpendicularly to the direction of rail extension into the underside of the bearing layer.
3. The method of claim 2, wherein the displacement zones are dug at intervals along the direction of extension of the track.
4. A method according to claim 3, wherein before performing step E, adjustable support means are arranged between the displacement material and the support layer.
5. The method of claim 4, wherein the remaining regions between adjacent ones of said displaced regions are excavated layer-by-layer from top to bottom for at least 0.5 meters.
6. Method according to claim 5, characterised in that before step F, formworks are erected at the bottom of the supporting layer and a carrier plate is cast, the thickness of which is smaller than the height of the supporting means.
7. The method as claimed in claim 6, wherein in step F, a filler is interposed between the carrier plate and the displacement material, the filler having a compressive strength and a deformation modulus that are not less than the compressive strength and the deformation modulus of the displacement material.
8. The method as claimed in any one of claims 1 to 7, wherein in step C, the section of the formed replacement area corresponding to the roadbed is subjected to side wall bracing after the roadbed is excavated, the excavation of the foundation is continued, and the section of the formed replacement area corresponding to the roadbed is subjected to side wall bracing after the roadbed is excavated.
9. The method as claimed in claim 1, wherein in step D, a polyethylene film is applied to the bottom surface of the displacement region before the displacement material is filled into the displacement region.
10. The method of claim 1, wherein the replacement material is C30 early strength concrete with embedded steel reinforcement.
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