CN116043624A

CN116043624A - Construction method and construction device for filling carbonaceous mudstone roadbed

Info

Publication number: CN116043624A
Application number: CN202211106245.3A
Authority: CN
Inventors: 欧洪超; 王林; 谭明; 李伟东; 黎宣伯; 曹亮宏; 吴定略; 李志堂; 孙江涛; 房李杰
Original assignee: Poly Changda Engineering Co Ltd
Current assignee: Poly Changda Engineering Co Ltd
Priority date: 2022-09-09
Filing date: 2022-09-09
Publication date: 2023-05-02

Abstract

The invention belongs to the technical field of filling of carbonaceous mudstone roadbed, in particular to a construction method and a construction device for filling of the carbonaceous mudstone roadbed, comprising the following steps: step one, measuring and paying off. The construction method and the construction device for filling the carbonaceous mudstone roadbed are characterized in that mechanized construction, sectional construction, layered filling, layered rolling and sectional forming are arranged, a filling material is dug by an excavator and a loader, a dump truck is used for conveying, a bulldozer is roughly leveled, a local uneven section is leveled by fine materials by manually matching with the loader, gaps among stones are filled, a vibratory roller is rolled and formed, and a dynamic compactor is used for tamping and reinforcing a high-filled section, so that the problems that the existing construction method for filling the carbonaceous mudstone roadbed is solved, and the existing carbonaceous mudstone is soft in rock, easy to soften when meeting water, easy to crack when being dehydrated and easy to disintegrate when being exposed for a long time, so that static load and dynamic load of rails, rolling stocks or road surfaces and traffic loads cannot be born after the roadbed is filled are exposed.

Description

Construction method and construction device for filling carbonaceous mudstone roadbed

Technical Field

The invention relates to the technical field of filling of carbonaceous mudstone roadbed, in particular to a construction method and a construction device for filling of carbonaceous mudstone roadbed.

Background

The roadbed is a foundation of a track or a road surface, and is mainly used for providing necessary conditions for the track or road surface paving and the train or driving operation, and bearing the static load and the dynamic load of the track and rolling stock or the road surface and traffic load.

Carbonaceous mudstone: the method and the device for filling and constructing the carbonaceous mudstone roadbed are required because the carbonaceous mudstone roadbed is soft in rock, easy to soften when meeting water, easy to crack when losing water and easy to disintegrate after long-time exposure, and therefore cannot bear static load and dynamic load of a track, rolling stock or road surface and traffic load after the roadbed is filled.

Disclosure of Invention

Based on the technical problem that static load and dynamic load of a track, rolling stock or road surface and traffic load cannot be borne after the roadbed is filled due to the fact that the carbonaceous mudstone is soft in rock, easy to soften when meeting water, easy to crack when losing water and easy to disintegrate after long-time exposure in the conventional construction of filling the carbonaceous mudstone roadbed.

The invention provides a carbonaceous mudstone roadbed filling construction method and a construction device, comprising the following steps:

firstly, measuring and paying off, namely measuring and lofting the central line and two side lines of the roadbed according to the actually provided line parameters and the wire network;

step two, surface soil is removed, and before roadbed filling construction, surface cleaning is needed;

step three, rolling before filling, and rolling before filling the substrate by adopting a road roller after cleaning the surface;

step four, step excavation, namely when the ground transverse slope is 1:5-1:2.5, the original ground excavation width is 3m, and the inward inclination gradient is 4 percent of the step;

step five, arranging square grids, and drawing 8m multiplied by 5m square grids by lime powder;

step six, transporting the filler, and loading the filler by using an excavator or a loader;

step seven, paving the filler, namely paving the filler by using a bulldozer to be smooth after the filler is piled up according to the square grid;

step eight, checking the loose pavement thickness, namely measuring the top elevation of the filling layer by using a level gauge, and detecting whether the loose pavement thickness meets the requirement according to the elevation difference between the top elevation of the filling layer and the corresponding point of the lower filling layer;

and step nine, rolling, namely, after filling the filler, adopting a road roller to roll the filling surface approximately, and then adopting a vibratory roller to roll.

Preferably, in the first measuring and paying-off step, according to actually provided line parameters and wire nets, measuring and lofting of a roadbed central line and two side lines is carried out, wherein each 20m of straight line segments and large-radius curve segments form a section pile, and each 10m of small-radius curve segments form a section pile;

two control piles are further arranged outside the construction area to provide a basis for recovery, a section control pile is additionally arranged on two sides of the structure to prevent the center line pile and the side line piles from being damaged, the basis for recovery can be provided, and meanwhile, a cement mileage pile with the height of 15cm multiplied by 15cm and 1m is arranged on each 50m of the side of the roadbed, and pile numbers are marked for inspection during construction.

Preferably, the soil in the second step is removed, wherein the soil in the second step is removed by manually cutting down all trees in the roadbed range, and vegetation outside the roadbed range is protected as much as possible;

the surface soil is removed by adopting a strip cultivation layer outside method for construction, namely stripping and transporting are carried out according to the strip from inside to outside;

the surface soil removal depth must meet the design requirements, and the boundary line is filled by lofting again after surface soil removal.

Preferably, rolling before filling in the third step, rolling before filling the substrate, and detecting the compactness after rolling;

and (3) the compactness of the substrate is not less than 90%, the compaction thickness is calculated according to 15cm, if the compactness cannot meet the requirement, rolling is continued, and the compactness is detected once every rolling until the compactness is not less than 90%.

Preferably, the step in the step four is excavated, and when the original ground transverse slope is slower than 1:5, roadbed can be directly filled on the natural foundation after surface soil is removed;

when the covering layer on the bedrock is thinner, the covering layer is removed firstly and then the steps are dug;

when the cover layer is thicker and stable, it can be preserved.

Preferably, in the fifth step, the square grids are laid, the loose laying thickness of each layer is 50cm, the loose laying coefficient is 1.08, 8m multiplied by 5m square grids are drawn by lime powder, and after feeding is finished, the loose laying thickness of the middle position is checked by transverse pull-through lines to ensure that the thickness is uniform.

Preferably, in the step six, the filler is transported to a construction site from a scheduled transportation route by a dump truck, and poured into a square grid arranged for concentrated stacking, so that the requirement that the loose paving thickness of the lower embankment is not more than 50cm after the bulldozer is leveled is ensured.

Preferably, the filler in the step seven is paved, and the paving layer thickness is slightly smaller than the paving thickness when the bulldozer paves, so that the later leveling and the local fine material supplementing are facilitated, and the individual ultra-large-particle-size stone blocks are picked up by a manual cooperation loader;

checking the loose pavement thickness in the step eight, wherein each 40m of cross section is provided with 3-5 points, measuring the top elevation of the filling layer by using a level gauge, detecting whether the loose pavement thickness meets the requirement according to the elevation difference between the top elevation of the filling layer and the corresponding point of the lower filling layer, and pushing the loose pavement to a section to be filled or a transportation field by using a bulldozer or a loader in a range where the loose pavement is larger than the requirement;

In the step nine, rolling is carried out, after filling of the filler is completed, the filling surface is roughly flattened by adopting a road roller, then rolling is carried out by adopting a vibratory roller, the running route of the straight-line road roller is sequentially rolled from the road edge to the road center and from the road center to two sides so as to form a road arch, wherein the running route is firstly static and then vibrating and firstly slow and then fast after two sides are followed;

when the curve is provided with an ultrahigh gradient, rolling from the lower side to the higher side so as to form a unidirectional ultrahigh gradient;

the rolling speed is controlled to be 2-4 Km/h, the joint parts are mutually overlapped and compacted, the longitudinal overlap length is not less than 2m, the overlapped compaction of the turbines along the longitudinal rows and the rows of the line is not less than 1/3 wheel width, and the overlapped compaction of the joints of the transverse same layers is not less than 1m;

the staggered joint of the upper layer and the lower layer is not less than 3m.

Preferably, the method for constructing the high-filling part of the carbonaceous mudstone subgrade comprises the following steps:

when a soft lower lying layer exists on a substrate of a high embankment section, firstly treating and reinforcing a foundation, and filling coarse grains of mountain stone residues into the substrate or adopting a retaining structure for arranging an embankment retaining wall or a road shoulder retaining wall;

step two, when the foundation is a common soil foundation, firstly removing surface soil to natural hard soil of the foundation, and then tamping the foundation;

Step three, in order to reduce roadbed settlement, adopting dynamic compaction and impact rolling measures to enhance the pressure compensation so as to reduce the differential deformation of the high embankment;

fourthly, paving 2 layers of geogrids at the positions which are 0.3m and 0.8m away from the top of the embankment in order to ensure the stability of the roadbed of the embankment and reduce uneven settlement;

and fifthly, dynamic compaction and impact reinforcement, for the high embankment, when the continuous length is more than 100m and the single block minimum reinforcement construction area is not less than 1000 square meters, adopting impact reinforcement, otherwise adopting dynamic compaction reinforcement.

Preferably, the construction method for the carbonaceous mudstone roadbed filling and the construction device for the construction device comprise a line drawing frame, wherein the surface of the line drawing frame is U-shaped, the surface of the line drawing frame is fixedly connected with supporting columns, and the two supporting columns are symmetrically distributed by taking the axis of the line drawing frame as the center;

the surface of the support column is fixedly connected with a reinforcing fixing plate, two ends of the reinforcing fixing plate are fixedly connected with the surfaces of the two support columns, an adjusting groove is formed in the surface of the support column, the inner wall of the adjusting groove is slidably connected with an adjusting locking rod, one end of the adjusting locking rod is fixedly connected with a storage box, and the surface of the storage box is slidably connected with the surface of the support column;

The other end of the adjusting locking rod is in threaded connection with a locking nut, and the surface of the locking nut is in sliding connection with the surface of the supporting column;

the surface of the storage box is hinged with a sealing cover, a discharge chute is fixedly arranged on the inner bottom wall of the storage box, the inner wall of the storage box is rotationally connected with a discharge velvet cloth roller through a bearing, the surface of the discharge velvet cloth roller is in sliding connection with the inner wall of the discharge chute, the surface of the discharge velvet cloth roller extends to the lower surface of the storage box, and lime powder is arranged in the storage box;

the inner wall of the scribing frame is respectively and rotatably connected with a fixed connecting pipe and a movable connecting pipe through bearings, the surface of the fixed connecting pipe is fixedly sleeved with a fixed scribing pipe, one end of the fixed scribing pipe is fixedly connected with a spacing adjusting pipe through a bolt, the inner wall of the spacing adjusting pipe is fixedly connected with a movable scribing pipe through a bolt, and the inner wall of the movable scribing pipe is in sliding connection with the surface of the movable connecting pipe;

the surfaces of the fixed line drawing pipe and the movable line drawing pipe are fixedly connected with fixed square pipes, and a plurality of the fixed square pipes are distributed in an annular array by taking the axes of the fixed line drawing pipe and the movable line drawing pipe as the center;

The inner wall sliding connection of fixed side's pipe has the lift governing pipe, the surface of lift governing pipe and the inner wall sliding connection looks adaptation of fixed side's pipe, the inner wall threaded connection of lift governing pipe has the threaded rod, the surface of threaded rod is connected with the surface rotation of fixed line drawing pipe and movable line drawing pipe respectively through the bearing, one end of threaded rod runs through and extends to the inner wall of fixed line drawing pipe and movable line drawing pipe;

one end of the threaded rod is fixedly connected with a driven bevel gear, the inner walls of the fixed line drawing pipe and the movable line drawing pipe are fixedly connected with supporting frames, the inner walls of the four supporting frames are respectively connected with a driving pipe through bearings in a rotating mode, the surface of the driving pipe is fixedly sleeved with a driving bevel gear, the surface of the driving bevel gear is meshed with the surface of the driven bevel gear, and key grooves are fixedly formed in the inner walls of the driving pipes;

the utility model discloses a lifting adjusting pipe, including lining up, lifting adjusting pipe, lining up arc flannelette board is fixedly connected with to one end of lifting adjusting pipe, the fixed surface of lining up arc flannelette board has seted up the jack groove, the inner wall of jack groove is trapezoidal form, the inner wall slip grafting of jack groove has lining up sharp flannelette board, the surface of lining up arc flannelette board and lining up sharp flannelette board all with the surface sliding connection of ejection of compact flannelette roller.

The beneficial effects of the invention are as follows:

1. the mechanical construction is arranged, the horizontal layered filling method is adopted for construction, the mechanical assembly line operation of digging, loading, transporting, spreading, leveling and pressing is formed, sectional construction is carried out, layered filling, layered rolling and sectional forming are carried out, the digging and loading filler is carried out by an excavator and a loader, the dumper is transported, the bulldozer is roughly leveled, the loader is matched manually to level the local uneven sections by fine materials, gaps among stones are filled, the vibratory roller is used for rolling forming, and the dynamic compactor is adopted for tamping and reinforcing the high-fill road sections, so that the problems that the existing filling construction of the carbonaceous mudstone roadbed is easy to soften when the carbonaceous mudstone is soft due to water, easy to crack due to water loss and easy to disintegrate after long-time exposure, and static load and dynamic load of rails, rolling stock or road surfaces and traffic loads cannot be born after the roadbed filling are solved.

2. Through setting up arc flannelette and sharp flannelette of marking off, in the process of filling to the road base, through arc flannelette of marking off and sharp flannelette simultaneous movement of marking off, square grid marking is carried out to the pavement of filling, thereby have the effect that improves marking off efficiency and filling loose shop's efficiency, and, compare with traditional marking off mode, adopt the manual work to transversely mark off earlier when vertical marking off, need once only to complete whole marking off in an area, and often appear in the filler transportation, cause the destruction to the square grid of marking off, influence loose shop's effect, construction device in this application, can once only draw a single file net, when loose shop, can be on one side the square grid of marking off, pay-off loose shop, thereby have the effect of the homogeneity of improving the loose shop of marking off greatly and improving loose shop's homogeneity.

Drawings

FIG. 1 is a subgrade filling process flow chart of a carbonaceous mudstone subgrade filling construction method and a construction device provided by the invention;

FIG. 2 is a schematic diagram of a transverse step excavation of a construction method and a construction device for filling a carbonaceous mudstone roadbed;

FIG. 3 is a schematic diagram of a clay edging ultra-wide filling of a construction method and a construction device for a carbonaceous mudstone subgrade filling;

FIG. 4 is a road roller rolling travel line diagram of a construction method and a construction device for filling a carbonaceous mudstone roadbed according to the present invention;

FIG. 5 is a schematic diagram of the arrangement of ramming points in a second embodiment of a construction method and apparatus for filling a carbonaceous mudstone subgrade according to the present invention;

FIG. 6 is a perspective view of a frame structure of a third embodiment of a construction method and apparatus for filling a carbonaceous mudstone subgrade according to the present invention;

FIG. 7 is a perspective view of a support column structure in a third embodiment of a method and apparatus for construction of a carbonaceous mudstone subgrade filling construction in accordance with the present invention;

FIG. 8 is a perspective view of a storage box structure in a third embodiment of a construction method and apparatus for filling a carbonaceous mudstone subgrade according to the present invention;

FIG. 9 is a perspective view of a third intermediate distance adjusting pipe structure of an embodiment of a method and apparatus for construction of a carbonaceous mudstone subgrade filling construction in accordance with the present invention;

FIG. 10 is a cross-sectional view of a third intermediate distance adjusting pipe structure of an embodiment of a method and apparatus for construction of a carbonaceous mudstone subgrade filling construction in accordance with the present invention;

fig. 11 is an enlarged view of a structure a in fig. 10 in a third embodiment of a construction method and apparatus for filling a carbonaceous mudstone subgrade according to the present invention.

In the figure: 1. a line drawing frame; 2. a support column; 3. reinforcing the fixing plate; 4. an adjustment tank; 5. adjusting the locking lever; 6. a storage bin; 7. a lock nut; 8. sealing cover; 9. a discharge chute; 10. a discharging velvet roller; 11. fixing the connecting pipe; 12. a movable connecting pipe; 13. fixing a scribing tube; 14. a spacing adjusting tube; 15. a movable scribing tube; 16. fixing the square tube; 17. lifting the adjusting pipe; 18. a threaded rod; 19. a driven bevel gear; 20. a support frame; 21. a driving tube; 22. a driving bevel gear; 23. a key slot; 24. scribing an arc flannelette plate; 25. a plug-in groove; 26. and (5) scribing the linear flannelette plate.

Detailed Description

The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments.

Example 1

Referring to fig. 1-5, a method for filling and constructing a carbonaceous mudstone roadbed, referring to fig. 1-6, comprises the following construction procedures and steps: construction is organized by three-stage, four-section and eight-flow construction processes. The three stages include a preparation stage, a construction stage and a refurbishment stage; the four sections comprise a filling section, a leveling section, a rolling section and a detection section; the eight processes comprise construction preparation, substrate treatment, layered filling, paving and leveling, watering and airing, rolling and tamping, visa detection and roadbed renovation.

The method specifically comprises the following steps:

step one, measuring and paying off, namely measuring and lofting the central line and two side lines of the roadbed according to the actually provided line parameters and the wire network.

In the first measuring and paying-off step, the measuring and paying-off of the roadbed center line and the side lines at two sides is carried out according to the actually provided line parameters and the wire network, wherein each 20m of straight line section and large radius curve section is provided with one section pile, and each 10m of small radius curve section is provided with one section pile. Two control piles are further arranged outside the construction area to provide a basis for recovery, a section control pile is additionally arranged on two sides of the structure to prevent the center line pile and the side line piles from being damaged, the basis for recovery can be provided, and meanwhile, a cement mileage pile with the height of 15cm multiplied by 15cm and 1m is arranged on each 50m of the side of the roadbed, and pile numbers are marked for inspection during construction.

Furthermore, before the construction of the carbonaceous mudstone high-filling deep-excavation roadbed, the drainage system planning is firstly performed, drainage and seepage prevention facilities such as a water interception ditch, a drainage ditch and the like are prepared according to the design requirements, and particularly, the construction in rainy season is more reinforced, and the outlet of the drainage ditch is led to a designated place. The vegetation on the ground surface is not damaged or the waterway is not blocked at will during construction; various drainage facilities should be maintained and cleaned in time, and the water is kept in an intact state, so that the water flow is smooth and no scouring and silting are generated; the temporary drainage facility should be combined with the permanent drainage facility as much as possible. In the construction of high-fill roadbed, it should check whether the design of drainage system is complete and proper, if necessary, make up and modify, make it form complete drainage system.

To keep the subgrade constantly dry, firm and stable, ground water that affects the stability of the subgrade must be intercepted and drained out of the subgrade to prevent flooding, accumulation and infiltration. Groundwater which affects the stability of the roadbed is reduced and guided out of the roadbed. In the construction of the carbonaceous mudstone high-fill roadbed, no water accumulation exists on the surface of each construction layer, and the filled embankment is made into a drainage transverse slope with the concentration of 2% -4% according to the filling condition and the climatic conditions during construction. When construction is carried out in rainy season or interrupted due to reasons, the surface of a construction layer must be repaired and flattened in time and compacted.

And secondly, surface soil is removed, and the surface must be cleaned before the roadbed is filled.

Further, in the second step, the surface soil removal comprises the steps of strictly according to the drawing and the instructions of a supervision engineer, adopting manpower to cut all trees in the roadbed range, and protecting vegetation outside the roadbed range as much as possible. And cleaning the piers, roots, weeds, shrubs and the like on the original ground in the road base filling range by using a bulldozer and an excavator.

The surface soil is removed by adopting a strip cultivation layer outside method for construction, namely stripping and transporting according to the strip from inside to outside. The surface soil must be concentrated and piled up after being removed, and the surface soil for later greening does not contain garbage, hard clay or gravel with the diameter of more than 5cm as much as possible.

The surface soil removal depth must meet the design requirement, the design is not lower than 30cm, and the boundary line is filled by lofting again after surface soil removal. The surface soil stripped by the surface cleaning is a precious banking resource for later greening, and the surface soil is intensively piled in a temporary waste soil field of the surface soil of the project and is used for later greening. The surface soil stacking adopts a woven bag for bagging and stacking the side slope locking feet, and a green net is covered on the surface.

And thirdly, rolling before filling, and rolling before filling the substrate by adopting a road roller after cleaning the surface.

Further, rolling before filling the substrate, and detecting compactness after rolling;

the compactness (heavy duty) of the substrate is not less than 90%, the compaction thickness is calculated according to 15cm, if the compactness cannot meet the requirement, rolling is continued, and the compactness is detected once every rolling until the compactness is not less than 90%.

Step four, step excavation, wherein when the ground transverse slope is 1:5-1:2.5, the original ground excavation width is 3m, and the inward inclination gradient is 4% of the step.

Further, the step in the step four is excavated, and when the original ground transverse slope is slower than 1:5, the roadbed can be directly filled on the natural foundation after the surface soil is removed.

When the covering layer on the bedrock is thinner, the covering layer is removed firstly and then the steps are dug; when the cover layer is thicker and stable, it can be preserved.

And fifthly, arranging square grids, and drawing 8m multiplied by 5m square grids by lime powder.

Further, the square meshes in the fifth step are distributed, each layer of the square meshes is loose and paved with the thickness of 50cm, the loose and paved coefficient of 1.08, and the loading capacity of the dumper is 20m per dumper ³ Paving area of each car 40m ² And drawing an 8m multiplied by 5m square grid by lime powder, and checking the loose thickness at the middle position by transverse pull-through lines after feeding is finished to ensure the uniform thickness.

And step six, transporting the filler, and loading the filler by using an excavator or a loader.

Further, in the step six, the filler is transported to a construction site from a scheduled transportation route by using a dump truck, and the dumped filler is poured into the arranged square grids to be stacked in a concentrated manner by a special person command, so that the requirement that the loose paving thickness of the lower embankment is not more than 50cm after the bulldozer is leveled is ensured.

And step seven, paving the filler, namely paving the filler by using a bulldozer to be smooth after the filler is piled up according to the square grid.

Further, in the step seven, the filling material is paved, and when the bulldozer paves, the paving layer thickness is slightly smaller than the paving thickness, so that the later leveling and the local fine material supplementing are facilitated, and the individual ultra-large-particle-size stone blocks are manually matched with the loader for picking.

Further, before embankment filling, sampling site carbonaceous mudstone filling by a construction site laboratory to perform a geotechnical test, and determining the optimal water content, the maximum dry density and the CBR value of the carbonaceous mudstone filling; the particle size of the filler should not be more than 300mm, and should not exceed 2/3 of the layer thickness, and the super particle size is found to be crushed by a gun machine in time. And transporting the filler which does not meet the standard requirements as spoil to a spoil field.

And step eight, checking the loose pavement thickness, namely measuring the top elevation of the filling layer by using a level gauge, and detecting whether the loose pavement thickness meets the requirement according to the elevation difference between the top elevation of the filling layer and the corresponding point of the lower filling layer.

Further, checking the loose pavement thickness in the step eight, measuring the top elevation of the filling layer by using a level gauge every 40m of a section and every 3-5 points of the section, detecting whether the loose pavement thickness meets the requirement according to the elevation difference between the top elevation of the filling layer and the corresponding point of the lower filling layer, and pushing the loose pavement to a section to be filled or a transportation field by using a bulldozer or a loader in a range where the loose pavement is larger than the requirement.

Further, in order to reduce later-stage diseases, the carbonaceous mudstone roadbed is filled with clay for synchronous covering 200cm, two sides of the embankment are filled with clay for 50cm in an ultra-wide mode, compactness of the edge part of the roadbed is guaranteed, and slope cutting treatment is carried out after rolling is finished.

Further, the rolling forward road roller driver is subjected to bottom crossing content comprising: rolling mileage range, compaction pass number, mechanical walking speed, compaction combination sequence, longitudinal and transverse overlapping length during compaction and related safety precautions.

Preferably, before rolling, an alcohol combustion method is adopted to detect whether the water content of the filler meets the specification requirement, and the water content is generally controlled within +/-2% of the optimal water content, and if the water content is higher than the specification requirement, the sun-drying is carried out; and when the water content is low, water sprinkling and supplementing are carried out.

Further, rolling in the step nine, after filling the filler, adopting a road roller to roll the filling surface approximately, adopting a vibratory roller to roll, keeping the two sides, the middle, the static and the vibration, the slow and the fast, and sequentially rolling from the road edge to the road center and from the road center to two sides in the running route of the straight-line road roller so as to form a road arch; when the curve is provided with an ultrahigh gradient, rolling from the lower side to the higher side so as to form a unidirectional ultrahigh gradient. The rolling speed is controlled to be 2-4 Km/h, the joint parts are mutually overlapped and compacted, the longitudinal overlap length is not less than 2m, the overlapped compaction of the turbines along the longitudinal rows and the rows of the line is not less than 1/3 wheel width, and the overlapped compaction of the joints of the transverse same layers is not less than 1m; the staggered joint of the upper layer and the lower layer is not less than 3m.

Further, rolling compaction index: the compactness meets the requirements.

Further, rolling and substrate treatment are carried out before filling, and vegetation, garbage, soft soil, silt, organic matter residues, and turf and surface soil of the original ground in the construction range are removed before roadbed construction. Trees, shrubs and the like in the area of the roadbed land are cut or transplanted before construction, and the cut trees are piled outside the roadbed land and properly treated.

The stone foundation is good in compression deformation resistance, high in bearing capacity and small in water permeability, is an ideal foundation type suitable for filling the embankment with the carbonaceous mudstone, and can effectively reduce uneven settlement and overall instability caused by foundation deformation and water infiltration. In order to avoid uneven settlement caused by uneven foundation strength, care should be taken to control the leveling of the stone foundation and the control of strength uniformity during construction of the embankment filled with the carbonaceous mudstone.

Preferably, the soil foundation has a lower bearing capacity than the stone foundation, so that the detection of the bearing capacity should be paid attention to when the embankment is filled with the carbonaceous mudstone, and the foundation bearing capacity is not required by the specification, and the embankment substrate only requires a compactness of not less than 90%. In order to ensure the foundation bearing capacity of the carbonaceous mudstone filled embankment, the following requirements are made for the foundation bearing capacities of the carbonaceous mudstone embankments with different filling heights:

1. when the height of the carbonaceous mudstone embankment is smaller than 10, the bearing capacity of the foundation is larger than or equal to 100kpa.

2. When the height of the carbonaceous mudstone embankment is less than 10-20 meters, the bearing capacity of the foundation is more than or equal to 150kpa.

3. When the height of the carbonaceous mudstone embankment is more than 20 meters, the bearing capacity of the foundation is more than or equal to 200kpa.

Before the carbonaceous mudstone embankment is filled, the surface of the original ground is cleaned, sundries are removed, and compaction is carried out according to the corresponding standard requirements. When the transverse slope of the original ground is overlarge, if the transverse slope is larger than 1:5, in order to ensure the overall stability of the carbonaceous mudstone filler, an inward-inclined step is arranged on the original ground through excavation, and the step size is as follows: the width is larger than 3m, the height is 30cm, and a geogrid is paved at the step lap joint position; for the soil roadbed with the bearing capacity not meeting the requirement, the compactness is improved, or the soil roadbed is reinforced by adopting a treatment measure of changing and filling and setting a composite foundation.

Preferably, the soil-stone mixed foundation is a common foundation type in the embankment construction process, the bearing capacity of the foundation of the type is between that of a stone foundation and that of the soil foundation, and because of the difference of the properties of two materials, the strength and bearing capacity of the foundation are large, in addition, the surface leveling difficulty of the soil-stone mixed foundation is large, if the treatment measures are improper, the overall stability of the upper carbonaceous mudstone high-filling embankment is directly influenced, uneven settlement and pavement cracking are caused, the uniformity of the soil-stone mixed foundation is balanced as much as possible, and the difference between the two materials is reduced. Aiming at the characteristics of the soil-stone mixed foundation, the specific measures for treating the surface leveling of the soil-stone mixed foundation are as follows: the explosive is used for leveling the raised stone teeth, and then a transition layer which is higher than the rear soil of the stone teeth is arranged, so that an effective compaction effect is obtained, and the uniformity and flatness of the substrate are ensured.

Preferably, in order to reduce diseases of the carbonaceous mudstone embankment and ensure the service performance of the carbonaceous mudstone embankment, the following measures are adopted to treat the carbonaceous mudstone foundation:

1. before a embankment is filled by adopting the carbonaceous mudstone, the surface is cleaned, impurities in the roadbed are removed, compaction is carried out according to corresponding standard requirements, and a trilateral impact road roller is adopted to carry out 20 times of compaction on the top surface of the carbonaceous mudstone foundation, so that the compaction degree of the foundation is improved to 93%.

2. If the groundwater level of the carbonaceous mudstone foundation section is low, the foundation is compacted to 93% only. If the gradient of the original ground cross slope is higher than 1:5, the method is the same as the treatment method of the soil foundation.

3. If the groundwater level of the road section of the carbonaceous mudstone foundation is higher and the road section is affected by rain, the filler with strong water permeability can be used for replacing and filling the carbonaceous mudstone, such as sand gravel, broken stone, or stone block, and the like, and geotextile is covered.

And excavating a longitudinal drainage ditch outside the protective channels on two sides of the roadbed in the wet or watery section. Introducing surface water and underground water into the low-lying place outside the roadbed; ponding is firstly removed from ponding areas and large low-lying ponding areas in the roadbed range, weeds and silt are removed out of the roadbed range, and coarse sand, broken stone and the like are compacted in layered backfilling.

When the carbonaceous mudstone filler is used for filling the embankment of a road section with higher underground water level or more rainfall, certain measures are needed to be adopted to discharge the carbonaceous mudstone filler in order to avoid the stability of the carbonaceous mudstone embankment and the generation of larger post-construction settlement caused by the infiltration of the underground water into the embankment.

The mechanical construction is arranged, the horizontal layered filling method is adopted for construction, the mechanical assembly line operation of digging, loading, transporting, spreading, leveling and pressing is formed, sectional construction is carried out, layered filling, layered rolling and sectional forming are carried out, the digging and loading filler is carried out by an excavator and a loader, the dumper is transported, the bulldozer is roughly leveled, the loader is matched manually to level the local uneven sections by fine materials, gaps among stones are filled, the vibratory roller is used for rolling forming, and the dynamic compactor is adopted for tamping and reinforcing the high-fill road sections, so that the problems that the existing filling construction of the carbonaceous mudstone roadbed is easy to soften when the carbonaceous mudstone is soft due to water, easy to crack due to water loss and easy to disintegrate after long-time exposure, and static load and dynamic load of rails, rolling stock or road surfaces and traffic loads cannot be born after the roadbed filling are solved.

Example two

Referring to fig. 1 to 5, a method for high-fill construction of a carbonaceous mudstone subgrade includes the steps of:

When a soft lower lying layer exists on the base of the high embankment section, firstly, treating and reinforcing the foundation, and filling coarse grains such as mountain stone residues or supporting structures such as embankment retaining walls or road shoulder retaining walls on the base.

And secondly, when the foundation is a common soil foundation, firstly removing surface soil to natural hard soil of the foundation, and then compacting (compacting) the foundation. And excavating steps on the original ground according to the height and thickness of the side slope filling soil and paving geogrids on the high embankment filled on the slope.

And thirdly, in order to reduce roadbed settlement, measures such as dynamic compaction, impact rolling and the like are adopted to enhance the pressure compensation so as to reduce the differential deformation of the high embankment. The construction of the full-line high-fill roadbed is preferentially arranged, and the natural settling time of not less than 1 rainy season is ensured.

And fourthly, in order to ensure the stability of the roadbed of the high embankment and reduce uneven settlement, 2 layers of geogrids are paved at the positions which are 0.3m and 0.8m away from the top of the embankment, so that the overall stability of the embankment is improved, and meanwhile, the effect of diffusing stress can be achieved, and the stress and settlement of the foundation are more uniform.

And fifthly, dynamic compaction and impact reinforcement, wherein for the high embankment, when the continuous length is more than 100m and the single block minimum reinforcement construction area is not less than 1000 square meters, the impact reinforcement is adopted, and otherwise, the dynamic compaction reinforcement is adopted.

Further, the dynamic compaction enhancing pressure supplementing method is suitable for high-fill roadbed with small construction site, and the heavy hammer dynamic compaction is carried out once every 4 meters.

The tamping energy is 2000kN.m, the tamping time is 4 times, the tamping distance in the first time is 5m, the tamping distance in the second and third times is 2.5m, the tamping point number is based on the principle that the compression amount of the tamping pit is maximum and the ground bulge around the tamping pit is minimum, the average settlement amount of the last two times is not more than 50mm, the tamping is full in the last time, and the tamping points are mutually overlapped by 1/2-1/3 of tamping marks. And (5) flattening by adopting a bulldozer after each time of tamping is finished. The rammed pit adopts the rammed pit same material to carry out backfill compaction. And (5) strictly forbidden to backfill with different materials.

Further, the construction requirements are that the first ramming point is arranged (as shown in fig. 5), the 1 st time interval is 5m, the 2 nd time interval is 2.5m, the 3 rd time interval is 2.5m, and the 4 th time interval is full ramming.

2. Impact energy: according to the design drawing, the rammer weight is 15-25T tons, the ramming energy is 2000KN.m, the project is to use 15T rammers, the road embankment is lifted by 20m to perform dynamic compaction, the ramming energy=rammer fall distance×hammer weight=15T×20m=300T.m=3000 KN.m, and the rammer diameter is 2.5m.

3. Number of ramming and number of ramming passes: according to the first three times of the design drawing, dynamic compaction is carried out, 3000 KN.m single-stroke impact energy is used for jumping compaction, the distance between impact points is 4.5m, and the number of impact times in each time is 3-5; and the fourth time of tamping, wherein the hammer prints overlap each other, and the single-point tamping times are 3-5 times.

Further, dynamic compaction data are acquired before dynamic compaction and after each compaction respectively. Data of two aspects are mainly collected: firstly, the relation between the number of ramming and the subgrade subsidence is measured respectively; and secondly, the number of ramming passes and the accumulated sinking value when the final two-stroke sinking difference value meets the design requirement.

Further, the dynamic compaction settlement observation and the dynamic compaction subsidence observation are carried out, the top surface elevation of each ramming point rammer is measured by a level gauge after the rammer is in place, the top surface elevation of the rammer is measured after each rammer, the measurement result is recorded into an elevation measuring table, and the settlement differences and the total subsidence of different ramming times are calculated through the elevation differences.

Further, impact rolling reinforcement is adopted, and in order to ensure safety and stability of the embankment and reduce settlement after roadbed construction, each embankment is filled with 2.0m, and impact road rollers are adopted to enhance pressure compensation.

The impact road roller adopts a trilateral self-propelled impact road roller, the maximum tamping potential energy is 25KJ, the impact rolling is not less than 20 times in the range of a road bed in a mode of misplacement without overlapping wheel tracks, the impact rolling is 10 times in the range of a road embankment, the settlement after the last stamping is not more than 30mm, otherwise, the stamping times are adjusted.

The stamping should be performed by staggered compaction, and the stamping direction is changed after 5 times of stamping.

When a structure exists, the reinforcing pressure compensation of the impact roller is carried out from the elevation of the top surface of the structure to more than 2.5 meters.

Example III

Referring to fig. 6-11, a carbonaceous mudstone roadbed filling construction device comprises a line drawing frame 1, wherein the surface of the line drawing frame 1 is in a U shape, support columns 2 are fixedly connected to the surface of the line drawing frame 1, and the two support columns 2 are symmetrically distributed by taking the axis of the line drawing frame 1 as the center.

Further, when the scribing frame 1 is used for driving the construction device to move for scribing, the construction device can be manually pushed or pulled to move for scribing, and the scribing can be performed by being connected with a construction vehicle and pulling or pushing the construction device to move through the construction vehicle.

The fixed surface of support column 2 is connected with strengthens fixed plate 3, strengthens the fixed surface of both ends and two support columns 2 of fixed surface of fixed plate 3 and is connected, and adjusting slot 4 has been seted up to the fixed surface of support column 2, and the inner wall sliding connection of adjusting slot 4 has an adjusting locking lever 5, adjusts the one end fixedly connected with storage box 6 of locking lever 5, the surface of storage box 6 and the surface sliding connection of support column 2.

The other end of the adjusting locking rod 5 is connected with a locking nut 7 in a threaded manner, and the surface of the locking nut 7 is connected with the surface of the support column 2 in a sliding manner.

Further, when using, through lock nut 7 and adjusting the cooperation of locking lever 5, carry out spacing fixedly to storage case 6, when the position of storage case 6 on support column 2 surface needs to be adjusted, only need reverse lock nut 7, make lock nut 7 and support column 2 separation, then remove the position of adjusting storage case 6 through adjusting the groove 4, after the regulation is accomplished, through lock nut 7 forward rotation with support column 2 surface grafting tensioning, make storage case 6 and support column 2 surface grafting tensioning, carry out spacing fixedly to storage case 6.

In order to realize the windproof protection to lime powder, a sealing cover 8 is hinged to the surface of a storage box 6, a discharge chute 9 is fixedly formed in the inner bottom wall of the storage box 6, the inner wall of the storage box 6 is rotatably connected with a discharge velvet cloth roller 10 through a bearing, the surface of the discharge velvet cloth roller 10 is in sliding connection with the inner wall of the discharge chute 9, the surface of the discharge velvet cloth roller 10 extends to the lower surface of the storage box 6, and lime powder is arranged in the storage box 6.

Further, when in use, lime powder in the storage box 6 is adsorbed on the discharge velvet cloth roller 10, and is matched with the discharge chute 9 through the rotation of the discharge velvet cloth roller 10, and moves to the outside of the storage box 6 for scribing.

The inner wall of the scribing frame 1 is respectively and rotatably connected with a fixed connecting pipe 11 and a movable connecting pipe 12 through bearings, a fixed scribing pipe 13 is sleeved on the surface of the fixed connecting pipe 11, one end of the fixed scribing pipe 13 is fixedly connected with a spacing adjusting pipe 14 through bolts, the inner wall of the spacing adjusting pipe 14 is fixedly connected with a movable scribing pipe 15 through bolts, and the inner wall of the movable scribing pipe 15 is in sliding connection with the surface of the movable connecting pipe 12.

The surfaces of the fixed line pipe 13 and the movable line pipe 15 are fixedly connected with fixed square pipes 16, and the fixed square pipes 16 are distributed in an annular array with the axes of the fixed line pipe 13 and the movable line pipe 15 as the center.

The inner wall sliding connection of fixed side's pipe 16 has lift adjusting tube 17, and the surface of lift adjusting tube 17 and the inner wall sliding connection looks adaptation of fixed side's pipe 16, and the inner wall threaded connection of lift adjusting tube 17 has threaded rod 18, and the surface of threaded rod 18 is connected with the surface rotation of fixed line drawing tube 13 and movable line drawing tube 15 respectively through the bearing, and the one end of threaded rod 18 runs through and extends to the inner wall of fixed line drawing tube 13 and movable line drawing tube 15.

Further, when in use, the distance between the movable scribing tube 15 and the fixed scribing tube 13 is adjusted by changing the distance adjusting tube 14 with different lengths when the distance between grids is needed to be adjusted by fixedly connecting the fixed scribing tube 13 and the fixed connecting tube 11 and connecting the distance adjusting tube 14 by bolts, so that the size of the scribing grid is adjusted.

One end of threaded rod 18 fixedly connected with driven bevel gear 19, the equal fixedly connected with support frame 20 of inner wall of fixed line pipe 13 and activity line pipe 15, the inner wall of four support frames 20 all rotates through the bearing and is connected with drive tube 21, and drive tube 21's fixed surface has cup jointed initiative bevel gear 22, and the surface of initiative bevel gear 22 meshes with driven bevel gear 19's surface, and keyway 23 has been seted up to drive tube 21's inner wall is fixed.

One end of the lifting adjusting pipe 17 is fixedly connected with a lineation arc flannelette plate 24, a splicing groove 25 is formed in the surface of the lineation arc flannelette plate 24, the inner wall of the splicing groove 25 is trapezoid, a lineation linear flannelette plate 26 is slidingly spliced on the inner wall of the splicing groove 25, and the surfaces of the lineation arc flannelette plate 24 and the lineation linear flannelette plate 26 are both in sliding connection with the surface of the discharging flannelette roller 10.

Further, when the square grids of different specifications are scored, the distance between the score-line arc-shaped lint plates 24 is adjusted by replacing the distance adjusting pipes 14 with different lengths, meanwhile, the rotating rod with the key blocks is inserted into the driving pipe 21, the driving pipe 21 is driven to rotate by matching the rotating rod with the key blocks, the driving pipe 21 drives the driving bevel gear 22 to rotate, the driving bevel gear 22 drives the driven bevel gear 19 to rotate, the threaded rod 18 is driven to rotate, the lifting adjusting pipe 17 is driven to move up and down in the fixed square pipe 16 by forward rotation or reverse rotation of the threaded rod 18, and the score-line distance between the two score-line straight lint plates 26 is adjusted when the score lines are scored, so that the effect of conveniently scoring the square grids of different specifications is achieved.

Further, in use, the discharging lint roller 10 is driven to rotate by moving the scribing arc lint plate 24 and the scribing linear lint plate 26 and being in sliding connection with the discharging lint roller 10, lime powder on the discharging lint roller 10 falls onto the scribing arc lint plate 24 and the scribing linear lint plate 26 in the rotating contact process, and the lime powder grid scribing is carried out on the ground by moving the scribing arc lint plate 24 and the scribing linear lint plate 26 to be in contact with the ground.

Through setting up the arc flannelette board 24 of marking off and marking off sharp flannelette board 26, in the process of filling to the road base, through arc flannelette board 24 of marking off and marking off sharp flannelette board 26 synchronous motion, square grid marking off is carried out to the pavement of filling, thereby have the effect that improves marking off efficiency and filling loose shop's efficiency, and, compare with traditional marking off mode, adopt the manual work to transversely mark off earlier when vertical marking off, need once only to accomplish whole marking off in an area, and often appear in the filler transportation, damage is caused to the square grid of marking off, influence loose shop's effect, construction device in this application is adopted, can once only draw a single file net, when loose shop, can be on one side the square grid of marking off, pay-off loose shop, thereby have the effect of the efficiency of improving the loose shop of marking off and improving loose shop's homogeneity greatly.

The foregoing is only a preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art, who is within the scope of the present invention, should make equivalent substitutions or modifications according to the technical scheme of the present invention and the inventive concept thereof, and should be covered by the scope of the present invention.

Claims

1. The construction method for filling the carbonaceous mudstone roadbed is characterized by comprising the following steps of:

2. The method for filling and constructing the carbonaceous mudstone subgrade according to claim 1, which is characterized in that: in the first measuring and paying-off step, according to actually provided line parameters and wire nets, measuring and lofting of a roadbed central line and two side lines is carried out, wherein each 20m of straight line segments and large-radius curve segments form a section pile, and each 10m of small-radius curve segments form a section pile;

3. The method for filling and constructing the carbonaceous mudstone subgrade according to claim 1, which is characterized in that: in the second step, the surface soil removal comprises the steps of manually cutting down trees in the roadbed range, and protecting vegetation outside the roadbed range as much as possible;

4. The method for filling and constructing the carbonaceous mudstone subgrade according to claim 1, which is characterized in that: rolling before filling, rolling before filling the substrate, and detecting compactness after rolling;

5. The method for filling and constructing the carbonaceous mudstone subgrade according to claim 1, which is characterized in that: step four, excavating steps, namely when the original ground transverse slope is delayed to be 1:5, directly filling roadbed on the natural foundation after surface soil is removed;

when the cover layer is thicker and stable, it can be preserved.

6. The method for filling and constructing the carbonaceous mudstone subgrade according to claim 1, which is characterized in that: and in the fifth step, the square grids are laid, the loose laying thickness of each layer is 50cm, the loose laying coefficient is 1.08, 8m multiplied by 5m square grids are drawn by lime powder, and the thickness uniformity is ensured by transversely pulling through the loose laying thickness of the middle position of the line inspection after the feeding is finished.

7. The method for filling and constructing the carbonaceous mudstone subgrade according to claim 1, which is characterized in that: and step six, transporting the filler, namely transporting the filler to a construction site from a scheduled transportation route by using a dump truck, pouring the filler into a arranged square grid for centralized stacking so as to ensure that the loose paving thickness of the lower embankment is not more than 50cm after the bulldozer is leveled.

8. The method for filling and constructing the carbonaceous mudstone subgrade according to claim 1, which is characterized in that: in the seventh step, the filler is paved, and when the bulldozer paves, the paving layer thickness is slightly smaller than the paving thickness, so that the later leveling and the local fine material supplementing are facilitated, and for the individual ultra-large-particle-size stone, the stone is picked up by a manual cooperation loader;

the staggered joint of the upper layer and the lower layer is not less than 3m.

9. The method for filling construction of a carbonaceous mudstone subgrade according to claim 1, further comprising a high-fill construction method comprising the steps of:

10. The construction device for a carbonaceous mudstone subgrade filling construction method according to any one of claims 1 to 9, characterized in that: the device comprises a line drawing frame (1), wherein the surface of the line drawing frame (1) is U-shaped, support columns (2) are fixedly connected to the surface of the line drawing frame (1), and the two support columns (2) are symmetrically distributed by taking the axis of the line drawing frame (1) as the center;

The surface fixing device is characterized in that a reinforcing fixing plate (3) is fixedly connected to the surface of the supporting column (2), two ends of the reinforcing fixing plate (3) are fixedly connected with the surfaces of the two supporting columns (2), an adjusting groove (4) is formed in the surface of the supporting column (2), an adjusting locking rod (5) is slidably connected to the inner wall of the adjusting groove (4), a storage box (6) is fixedly connected to one end of the adjusting locking rod (5), and the surface of the storage box (6) is slidably connected with the surface of the supporting column (2);

the other end of the adjusting locking rod (5) is connected with a locking nut (7) in a threaded manner, and the surface of the locking nut (7) is connected with the surface of the support column (2) in a sliding manner;

the surface of the storage box (6) is hinged with a sealing cover (8), a discharge chute (9) is fixedly formed in the inner bottom wall of the storage box (6), the inner wall of the storage box (6) is rotationally connected with a discharge velvet cloth roller (10) through a bearing, the surface of the discharge velvet cloth roller (10) is in sliding connection with the inner wall of the discharge chute (9), the surface of the discharge velvet cloth roller (10) extends to the lower surface of the storage box (6), and lime powder is arranged in the storage box (6);

the inner wall of the scribing frame (1) is respectively and rotatably connected with a fixed connecting pipe (11) and a movable connecting pipe (12) through bearings, a fixed scribing pipe (13) is fixedly sleeved on the surface of the fixed connecting pipe (11), one end of the fixed scribing pipe (13) is fixedly connected with a spacing adjusting pipe (14) through bolts, the inner wall of the spacing adjusting pipe (14) is fixedly connected with a movable scribing pipe (15) through bolts, and the inner wall of the movable scribing pipe (15) is in sliding connection with the surface of the movable connecting pipe (12);

The surfaces of the fixed line drawing pipe (13) and the movable line drawing pipe (15) are fixedly connected with fixed square pipes (16), and a plurality of the fixed square pipes (16) are distributed in an annular array with the axes of the fixed line drawing pipe (13) and the movable line drawing pipe (15) as the center;

the inner wall sliding connection of the fixed square tube (16) has a lifting adjusting tube (17), the surface of the lifting adjusting tube (17) is matched with the inner wall sliding connection of the fixed square tube (16), the inner wall of the lifting adjusting tube (17) is connected with a threaded rod (18) in a threaded manner, the surface of the threaded rod (18) is respectively in rotary connection with the surfaces of the fixed line drawing tube (13) and the movable line drawing tube (15) through bearings, and one end of the threaded rod (18) penetrates through and extends to the inner walls of the fixed line drawing tube (13) and the movable line drawing tube (15);

one end of the threaded rod (18) is fixedly connected with a driven bevel gear (19), the inner walls of the fixed line drawing pipe (13) and the movable line drawing pipe (15) are fixedly connected with supporting frames (20), the inner walls of the four supporting frames (20) are rotatably connected with driving pipes (21) through bearings, the surface of each driving pipe (21) is fixedly sleeved with a driving bevel gear (22), the surface of each driving bevel gear (22) is meshed with the surface of each driven bevel gear (19), and key grooves (23) are fixedly formed in the inner walls of the driving pipes (21);

One end fixedly connected with of lift control tube (17) is drawn a line arc flannelette board (24), the fixed surface of drawing a line arc flannelette board (24) has seted up spliced groove (25), the inner wall of spliced groove (25) is trapezoidal form, the inner wall slip grafting of spliced groove (25) has a sharp flannelette board (26) of drawing a line, the surface of drawing a line arc flannelette board (24) and sharp flannelette board (26) all with the surface sliding connection of ejection of compact flannelette roller (10).