CN111663389A

CN111663389A - Drainage structure for soft rock filling roadbed and roadbed construction method

Info

Publication number: CN111663389A
Application number: CN202010588418.4A
Authority: CN
Inventors: 王德咏; 王婧; 周红星; 梅涛涛
Original assignee: CCCC Fourth Harbor Engineering Co Ltd; CCCC Fourth Harbor Engineering Institute Co Ltd; Guangzhou Harbor Engineering Quality Inspection Co Ltd
Current assignee: CCCC Fourth Harbor Engineering Co Ltd; CCCC Fourth Harbor Engineering Institute Co Ltd; Guangzhou Harbor Engineering Quality Inspection Co Ltd
Priority date: 2020-06-24
Filing date: 2020-06-24
Publication date: 2020-09-15

Abstract

The invention discloses a drainage structure for a soft rock filling roadbed and a construction method of the roadbed, wherein the drainage structure comprises a protective wall and a plurality of anti-seepage geotextile layers, wherein the protective wall is paved on a slope surface of the roadbed, and the anti-seepage geotextile layers are buried in the roadbed; any seepage-proof geotextile layer is obliquely arranged from the central axis of the roadbed to the slope of the roadbed; one side edge of any seepage-proof geotextile layer is connected with the inner side wall of the protective wall and a plurality of water outlets are formed on the protective wall and used for discharging excessive water. The drainage structure can discharge water in the roadbed in multiple layers, and avoids the defects that excessive water is permeated into the inside of the roadbed to soften and disintegrate roadbed fillers and cause slurry pumping, road surface slump, cracking and the like.

Description

Drainage structure for soft rock filling roadbed and roadbed construction method

Technical Field

The invention belongs to the field of road engineering, and particularly relates to a drainage structure for a soft rock filling roadbed and a roadbed construction method.

Background

Soft rock is also known as geological soft rock. The geological soft rock refers to loose, scattered, soft and weak rock formations which are low in strength, large in porosity, poor in cementing degree, obviously affected by cutting and weathering of structural surfaces or contain a large amount of expansive clay minerals, most of the rock formations are mud rock, shale, siltstone and argillaceous rock, and the rock formations are naturally complex geological media.

Soft rock is used as the filler for filling the roadbed, and because the strength of the rock roadbed is greater than that of the soil roadbed, the settlement amplitude is smaller than that of the soil roadbed, and local materials can be used according to local conditions, so that the economic benefit is remarkable.

The uniaxial saturated compressive strength of the soft rock filler is less than 300Mpa, the soft rock filler is easy to soften and disintegrate when meeting water, and if the soft rock filler is not specially treated, the problems of slurry pumping, road surface slump and cracking and the like are easily caused during the later operation of the highway. Therefore, a drainage structure of a soft rock filling subgrade is particularly important.

Disclosure of Invention

The invention aims to provide a protective wall on a slope surface of a roadbed to reinforce the roadbed, and simultaneously lay a plurality of layers of seepage-proof geotextile layers in the roadbed, and the seepage-proof geotextile layers are utilized to guide excessive water to the edge of the slope of the roadbed, flow out of a water outlet to the surface of the protective wall and flow to the ground along the protective wall. The defects of slurry pumping, road surface slump, cracking and the like caused by softening and disintegration of the roadbed filled with the soft rock due to overlarge water quantity are avoided.

The invention is realized by the following technical scheme:

a drainage structure for a soft rock filling roadbed comprises a protective wall paved on a roadbed surface slope and a plurality of anti-seepage geotextile layers buried in the roadbed; any seepage-proof geotextile layer is obliquely arranged from the central axis of the roadbed to the slope of the roadbed; one side edge of any seepage-proof geotextile layer is connected with the inner side wall of the protective wall and a plurality of water outlets are formed on the protective wall and used for discharging excessive water.

Through the scheme, the invention at least obtains the following technical effects:

because the soft rock filling roadbed is easy to soften and disintegrate when meeting water, the requirement of the soft rock filling roadbed on the drainage structure is higher than the drainage requirement of a common roadbed, the drainage effect inside the roadbed is particularly enhanced, and the phenomenon that a large amount of water is permeated into the interior of the roadbed to soften and disintegrate the soft rock filling material is avoided.

Based on the method, a plurality of anti-seepage geotextile layers are laid in the roadbed, and the anti-seepage geotextile layers are formed by using plastic films as anti-seepage base materials and matching with non-woven fabrics. The seepage-proof geotextile has air permeability and water permeability, so that water flow can pass through the seepage-proof geotextile to effectively retain sandy soil and avoid loss, and the seepage-proof geotextile also has good water guide performance, can form a drainage channel in the roadbed and can drain redundant water and gas in the roadbed. Meanwhile, the anti-seepage geotextile can also enhance the tensile strength and the deformation resistance of the roadbed.

The seepage-proof geotechnical cloth layer is obliquely arranged, so that water flow can flow from the center position close to the central axis in the roadbed to the roadbed slopes at two sides and can be smoothly discharged from the water outlet.

The purpose of arranging the multiple anti-seepage geotextile layers is to convey water flow which downwards permeates into the roadbed to the water outlets of the roadbed slopes at two sides in a split-flow manner in batches, so that the phenomenon that the protective wall and the roadbed structure collapse due to soaking and erosion caused by excessive water accumulation at the roadbed slopes due to centralized conveying is avoided.

The protective wall is paved on the surface of the roadbed to increase the structural strength of the slope surface so as to avoid collapse, each anti-seepage geotextile layer is connected with the protective wall, and a water outlet is arranged on the protective wall at the connecting position of the anti-seepage geotextile layer and the protective wall, so that water flow guided out by the anti-seepage geotextile layer can be smoothly discharged to the outer side surface of the protective wall and flows to the ground along the slope surface of the protective wall. Avoid a large amount of water to accumulate in domatic infiltration again or soak the domatic for a long time and cause the road bed to damage.

The drainage structure can discharge water in the roadbed in multiple layers, and avoids the defects that excessive water is permeated into the inside of the roadbed to soften and disintegrate roadbed fillers and cause slurry pumping, road surface slump, cracking and the like.

Preferably, the protective wall comprises a plurality of protective modules spliced with each other; any one protection module comprises a main frame forming an outer contour and a supporting frame used for reinforcing the main frame; the interior region of the main frame is filled with an ecological protection layer.

The protection wall adopts the bottled structure of modularization, constitutes by the neat yardstick of a plurality of protection modules, and the volume of single module is moderate, is convenient for production, transportation, transport and installation. The protection module comprises a main frame and a support frame, wherein the main frame forms an outer contour, the support frame enhances the structural strength of the main frame, and lawns, shrubs and trees are planted in the frame formed by the main frame and the support frame together for solidification to form an ecological protection layer.

Preferably, the joint edges of the main frames of two adjacent protection modules form a water delivery channel; the support frame is inverted V-shaped and is used for guiding water into the water delivery channel to be discharged.

When a plurality of modules are spliced mutually, the outer contours of two adjacent protection modules are mutually attached, namely the main frames of the two adjacent protection modules are mutually attached, and the main frames are attached to form a flat surface serving as a water delivery channel facilitating the downward flow of water flow. The support frame is a reverse V-shaped structure formed by connecting two symmetrically-connected precast concrete block structure end parts, two ends of the support frame are respectively connected with the main frame, the support frame plays a role in supporting, and simultaneously can guide water flowing along the ecological protective layer to the water delivery channel to be discharged, and the probability that the water flows permeate into the roadbed again is reduced.

Preferably, the water outlet is arranged in the water delivery channel to discharge the roadbed inner layer water into the water delivery channel.

The rivers that flow out in the drain outlet are the rivers that are guided out by the inside prevention of seepage geotechnological cloth layer of road bed, in order to avoid rivers to permeate the road bed again when the ecological inoxidizing coating of protection module flows through, set up the outlet in the fixed water delivery passageway of road bed main frame constitution, the inside rivers of road bed of being convenient for are directly along water delivery passageway flow direction ground after the outlet is discharged to the road bed outside.

Preferably, when the plurality of protection modules are tidily stacked on the slope of the roadbed, inverted V-shaped support frames in the protection modules which are mutually spliced at the same height are mutually butted to form a continuous broken line structure; starting from one end of the continuous broken line structure, three inverted V-shaped support frames are arranged at intervals, a first expansion joint is arranged at the arch apex end of the fourth inverted V-shaped support frame to break the support frame, and an asphalt layer or a hemp rib layer is filled in the first expansion joint.

When a plurality of protection modules splice, each support frame splices each other and forms continuous broken line, because the support frame comprises precast concrete block structure concatenation, its volume inflation is the volume reduction after the dry solid when the pouring, is difficult to control the size of the support frame after the shaping, makes the whole size cooperation effect of support frame and main frame reduce.

And the support frame is expanded by heat and contract by cold's influence, and the support frame of two adjacent protection modules all is heated the inflation and can extrudees each other, causes the support frame structure damage that precast concrete constitutes even when serious, and the equal cooling shrink of support frame of two adjacent protection modules can be kept away from each other, causes to form great crack between the main frame of two protection modules, causes the rivers in the water delivery passageway to permeate back the road bed along the crack again in, causes the road bed damage.

The connection mode of the support frames is comprehensively considered, the expansion and contraction allowance of the support frames needs to be reserved, and a first expansion joint is formed between the support frames of two adjacent protection modules. However, the support frame is discontinuous due to excessive first expansion joints, and the overall structural strength of the protective wall is reduced. Therefore, repeated experiments show that every three support frames are arranged at intervals, a first broken expansion joint is formed at the inverted V-shaped tip of the fourth support frame, and the first broken expansion joint is filled with an asphalt layer or a hemp rib layer with elasticity and waterproof performance. The continuous folding line formed by the support frame has proper expansion allowance while the strength of the whole structure is ensured, and when the support frame is locally expanded or contracted, the expansion and contraction of the first expansion joint can compensate, so that the damage of the expansion and contraction effect on the protective wall is reduced.

Preferably, the drainage port is covered with a non-woven geotextile or a filter screen.

The water outlet is covered with a non-woven geotextile or a filter screen for preventing water and soil loss; other filter structures that are permeable to water and that are capable of retaining sand may also be used.

The non-woven geotextile is similar to the anti-seepage geotextile, the non-woven geotextile takes the non-woven fabric as a main body, the permeation function of the non-woven fabric made of high polymer materials is emphasized, and because the texture and the fine pore diameter of the non-woven fabric are extremely small, sandy soil in water flow can be effectively blocked inside a roadbed, so that water and soil loss is avoided. The filter screen also plays a role in filtration. The meshes of the filter screen are smaller than the grain size of the sandy soil, so that the sandy soil is blocked to avoid water and soil loss.

Compare in non-woven geotechnological cloth, the material and the mechanical properties of filter screen are not enough slightly, consequently choose non-woven geotechnological cloth to cover the outlet in this scheme.

Preferably, the slope rate of any impermeable geotechnical cloth layer is 2% -4%.

When the water flow is shunted and dredged, the slope rate when the anti-seepage geotechnical cloth layer is inclined is not too large, the larger the slope rate is, the larger the inclination angle of the anti-seepage geotechnical cloth layer is, the water quantity which can pass through the anti-seepage geotechnical cloth layer on the upper layer is reduced, the water quantity gathered to the slope surface of the roadbed along the anti-seepage geotechnical cloth layer on the upper layer is increased, the efficiency of the anti-seepage geotechnical cloth layer on the lower layer is reduced, and meanwhile, the degree of the slope surface. After a large number of experimental demonstrations, it is found that when the slope rate of the impermeable geotechnical cloth layer is set to be 2% -4%, because the inclination angle is small, the flow of water flow along the impermeable geotechnical cloth layer is slow and soft, the time of the water flow staying on the surface of the impermeable geotechnical cloth layer is longer, the water flow permeating through the impermeable geotechnical cloth layer can be increased to be distributed to the lower layer, meanwhile, the water flow flowing to the slope surface of the roadbed can be discharged from the water outlet in time, and the damage caused by the fact that the roadbed is soaked.

Preferably, the device also comprises a drainage groove; the drainage groove is arranged on the side of the bottom corner of the roadbed; a drainage surface is arranged between the bottom corner of the roadbed and the drainage groove; the drainage surface inclines from the bottom angle of the roadbed to the direction of the drainage groove, and the slope rate of the drainage surface is 2% -4%.

Excessive water in the roadbed filled with soft rock as filler is discharged, flows along the protective wall and reaches the ground through the roadbed bottom corner, and in order to avoid adverse effects such as settlement and creeping caused by transitional soaking of the adjacent ground at the two sides of the roadbed, a drainage channel is adopted to guide the water flow at the side of the roadbed to other safe positions for disposal.

In order to ensure the structural strength of the foundation of the roadbed, the arrangement position of the drainage groove needs to be separated from the roadbed in the horizontal direction by a certain distance, and in the distance, in order to enable water flow to smoothly flow into the drainage groove, a drainage surface is arranged between the bottom corner of the roadbed and the notch of the drainage groove, and the drainage surface is inclined from one side of the bottom corner of the roadbed to the drainage groove, so that the water flowing effect is promoted. Meanwhile, in order to prevent the sandstone soil blocks deposited on the drainage surface in daily life from flowing into the drainage channel along with water flow to cause the blockage of the drainage channel, the slope rate of the slope structure of the drainage surface is kept at 2% -4%, so that the water flow can flow along the drainage surface, meanwhile, the friction force between the sandstone soil blocks and the drainage surface is greater than the component force generated by gravity and downward along the drainage surface, and the sandstone soil blocks are kept still on the drainage surface.

Preferably, the drainage channel is formed by splicing a plurality of water-saving channels, and the length of any water channel is 10-15 m; and a second expansion joint is reserved between two adjacent water tanks and is filled with an asphalt layer or a hemp tendon layer.

In order to avoid the adverse effects of ground subsidence, creeping and the like caused by the erosion of the foundation at the bottom of the roadbed due to the permeation of water in the drainage channel towards the ground below. The drainage channel is formed by splicing a water channel structure formed by pouring precast concrete, and when the water channel formed by pouring the precast concrete is spliced, the influence of expansion with heat and contraction with cold is considered, so that the water seepage is caused by the overlarge gap between two adjacent water channels, or the mutual extrusion of the water channels is caused by the undersize gap between two adjacent water channels, so that the structure is broken. And a second expansion joint with larger space is arranged between two adjacent water tanks. The asphalt layer or the hemp muscle layer are filled equally to the second expansion joint, because the interval of second expansion joint is big enough that two adjacent basins expand simultaneously also can not extrude each other, and the asphalt layer or the hemp muscle layer of filling can keep the sealed effect of junction to avoid the infiltration when two basins are in normality or contraction state.

The invention also discloses a construction method of the soft rock filling roadbed and the drainage structure, which comprises a roadbed formed by soft rock filling, a protective wall paved on the slope surface of the roadbed, a plurality of anti-seepage geotextile layers buried in the roadbed and a drainage groove arranged on the side of the bottom corner of the roadbed; any seepage-proof geotechnical cloth layer is obliquely arranged from the central axis of the roadbed to the slope of the roadbed and is used for guiding redundant water permeating in the roadbed to the slope of the roadbed; the protective wall is provided with a water outlet for guiding water flow in the roadbed and consists of a plurality of protective modules which are spliced mutually;

the method also comprises the following construction steps:

s1, soft rock pre-disintegration: carrying out pre-disintegration treatment on the soft rock to ensure that the particle size of the treated soft rock is less than or equal to 15cm and is used as roadbed filler for later use;

s2, filling the roadbed: the roadbed is formed by layer-by-layer superposition in a layered construction mode, and the thickness of each layer is 20cm-50 cm; in the construction of each layer, the working procedures of paving, sprinkling, airing, rolling, crushing, raking and compacting are sequentially carried out to finish the construction of the layer;

s3, laying an impermeable geotextile layer: when the roadbed in the layer-by-layer construction process reaches the height of the impermeable geotextile layer, rolling the top layer of the part filled with the roadbed into an inclined plane, so that the side of the inclined plane on the central axis of the roadbed is higher than the side of the slope of the roadbed, and the slope rate is 2-4%; laying an anti-seepage geotextile layer on the inclined plane;

s4, laying a protective wall: step S3, simultaneously, orderly paving protection modules layer by layer along the slope surface of the filled roadbed part to form a protection wall, and arranging a water outlet at the contact position of the protection wall and the impermeable geotextile layer;

s5, arranging a drainage channel; and digging drainage grooves on the ground beside the bottom corners of the filled roadbed part to dredge the water drained from the roadbed slope and the interior.

in step S1, in order to ensure that the grading parameters of the soft rock serving as the filler are excellent, the soft rock needs to be subjected to pre-disintegration treatment, and larger rock blocks in the soft rock raw material are crushed, so that the maximum grain size of the obtained soft rock filler is not more than 15 cm; the too big soft rock piece of particle diameter is met water and is easily taken place to soften and disintegrate, and the space volume that the fragment after softening and disintegrating can support is far less than the space volume that former rock piece supported, can produce the inside hole of road bed too much, has the risk of collapsing.

In step S2, in order to ensure that the filler used to fill the roadbed can be rolled and tamped, a layered construction method is used to lay the filler layer by layer. The thickness of each layer should not exceed 50cm, otherwise difficult to carry out secondary screening and breakage to soft rock filler, make the road bed internal existence hidden danger. In the construction of each layer, the operation is carried out by adopting a complete rolling compaction procedure. After the soft rock filler is spread at a filling position, water is sprayed or aired to adjust the water content of the soft rock, so that subsequent construction is facilitated. The large granular rock blocks which are not treated are scattered and broken in the pre-disintegration process through the pre-pressing of the road roller, if the large granular rock blocks are more in number, the large granular rock blocks can be raked out through the mechanical soil loosening rake, the remaining soft rock filler with proper grading is paved again, and the soft rock filler on the layer is compacted through multiple rolling of the road roller.

It is worth mentioning that in the step S2, a ram-horn roller is used for pre-pressing, and a vibrating smooth-wheel roller is used for compacting. If the compacted filling layer is not detected to be standard, the vibration smooth wheel road roller can be replaced by an impact road roller for compaction.

In step S3, since the impermeable geotextile layer is embedded in the roadbed, when the filling height of the roadbed reaches the height of the impermeable geotextile layer during the course of filling the roadbed layer by layer, the impermeable geotextile layer is laid. The top layer of the filled roadbed part for laying the anti-seepage geotextile layers is rolled into an inclined plane which inclines from the central axis of the roadbed to the slope surface of the roadbed in advance, the slope rate of the inclined plane is 2% -4%, then the anti-seepage geotextile layers are laid on the top layer surface of the filled roadbed part to realize the laying of one anti-seepage geotextile layer, and a plurality of anti-seepage geotextile layers are buried in the roadbed one by adopting the construction mode along with the continuous filling and rising of the roadbed.

In step S4, since each impermeable geotextile layer needs to be matched with a plurality of water outlets formed in the protective wall, the protective wall needs to be laid on the slope of the roadbed at the same time when the impermeable geotextile layer is laid, so that the water outlets can be accurately positioned and formed on the protective modules of the protective wall with the corresponding height after the impermeable geotextile layer is laid.

It is worth mentioning that in order to improve the drainage efficiency of the water outlet and enhance the drainage effect, water retaining edges can be arranged on two sides of the water outlet to collect the water flow guided by the anti-seepage geotextile layer to the water outlet.

In step S5, in order to avoid adverse effects such as settlement and creeping caused by excessive soaking of the adjacent ground surfaces on both sides of the roadbed, a drainage channel is used to guide the water flow on the side of the roadbed to other safe positions for disposal. And a drainage channel is arranged on the side of the bottom corner of the roadbed.

The invention provides a construction method for filling a roadbed by using soft rock as a filler, which enables the soft rock to be used for filling the roadbed by pre-disintegration, crushing, screening and rolling of the soft rock, and enriches the selectable quantity of roadbed construction filling materials. The anti-seepage geotextile in the roadbed and the water outlet on the protective wall ensure smooth internal drainage after the roadbed is filled, reduce the influence of surface water on the stability and strength of the roadbed in the operating period and reduce the risks of uneven settlement of the roadbed and pavement diseases. The method has the advantages of mature process, quick and convenient construction, simple structure, convenient material taking, reduction of a large amount of transportation cost and material cost, and great improvement of the economic benefit of the engineering.

Drawings

Fig. 1 is a schematic perspective view of a drainage structure for a soft rock-filled roadbed according to an embodiment of the present invention.

Fig. 2 is a schematic structural view of a continuous folding line formed by the supporting frames after the protection modules provided by the present invention are neatly spliced.

Fig. 3 is a schematic perspective view of a drainage structure and a drainage channel for soft rock subgrade according to an embodiment of the present invention.

Fig. 4 is a schematic view illustrating a structure of a drainage port cover nonwoven geotextile according to an embodiment of the present invention.

Legend:

1, roadbed; 2 protecting the wall; 3, an impermeable geotextile layer; 4, a water drainage groove;

21 a water outlet; 22 a protection module;

41 a water tank; 42 a second expansion joint; 43 a drainage surface;

221 a main frame; 222 a support frame; 223 an ecological protective layer; 224 first expansion joint.

Detailed Description

The invention is further illustrated by the following figures and examples.

Example 1:

as shown in fig. 1-4, a drainage structure for soft rock filling roadbed comprises a protective wall 2 which is paved on the surface slope of the roadbed 1 and a plurality of impermeable geotextile layers 3 which are buried in the roadbed 1; any seepage-proofing geotextile layer 3 is obliquely arranged from the central axis of the roadbed 1 to the slope of the roadbed 1; one side edge of any seepage-proofing geotextile layer 3 is connected with the inner side wall of the protective wall 2 and a plurality of water outlets 21 are formed on the protective wall 2 and used for discharging excessive water.

because the soft rock filling roadbed 1 is easy to soften and disintegrate when meeting water, the requirement of the soft rock filling roadbed 1 on the drainage structure is higher than the drainage requirement of the common roadbed 1, the drainage effect inside the roadbed 1 is particularly enhanced, and the soft rock filling material is prevented from softening and disintegrating due to the fact that a large amount of water permeates into the inside of the roadbed 1.

Based on this, a plurality of anti-seepage geotextile layers 3 are laid in the roadbed 1, and the anti-seepage geotextile layers 3 are formed by plastic films serving as anti-seepage base materials and are matched with non-woven fabrics. The seepage-proof geotextile has air permeability and water permeability, so that water flow can pass through the seepage-proof geotextile to effectively retain sandy soil and avoid loss, and the seepage-proof geotextile also has good water guide performance, can form a drainage channel in the roadbed 1 and can drain redundant water and gas in the roadbed 1. Meanwhile, the anti-seepage geotextile can also enhance the tensile strength and the deformation resistance of the roadbed 1.

The water flow permeating in the roadbed 1 permeates through the anti-seepage geotechnical cloth layer 3 layer by layer, and because the non-woven cloth layer on the anti-seepage geotechnical cloth layer 3 can allow the permeating water quantity to be limited, the redundant water can be accumulated on the surface of the anti-seepage geotechnical cloth layer 3, the anti-seepage geotechnical cloth layer 3 is obliquely arranged, so that the water flow can flow from the center position close to the central axis in the roadbed 1 to the side slope directions of the roadbed 1 at the two sides and can be smoothly discharged from the water outlet 21.

The purpose of arranging the multiple anti-seepage geotextile layers 3 is to convey water flow which downwards permeates into the roadbed 1 to the water outlets 21 of the two side roadbed 1 slopes in a split-flow manner in batches, so that the phenomenon that the protective wall 2 and the roadbed 1 structure collapse due to soaking erosion caused by excessive accumulated water at the roadbed 1 slopes due to centralized conveying is avoided.

The protective wall 2 is laid on the surface of the roadbed 1 to increase the structural strength of the slope surface and avoid collapse, each anti-seepage geotextile layer 3 is connected with the protective wall 2, and a water outlet 21 is arranged on the protective wall 2 at the connecting position of the anti-seepage geotextile layer 3 and the protective wall 2, so that water flow led out by the anti-seepage geotextile layer 3 can be smoothly discharged to the outer side surface of the protective wall 2 and flows to the ground along the slope surface of the protective wall 2. The damage of the roadbed 1 caused by that a large amount of water is accumulated on the slope surface to permeate again or the slope surface is soaked for a long time is avoided.

The drainage structure can discharge water in the roadbed 1 in multiple layers, and avoids the defects that excessive water is permeated into the inside of the roadbed 1 to soften and disintegrate roadbed 1 fillers and cause diseases such as slurry pumping, road surface slump and cracking and the like.

Based on the above solution, for convenience of production, transportation, handling and installation, in an embodiment, the protection wall 2 includes a plurality of protection modules 22 spliced with each other; each protection module 22 comprises a main frame 221 forming an outer contour and a support frame 222 for reinforcing the main frame 221; the interior region of the main frame 221 is filled with an ecological protection layer 223.

The protective wall 2 adopts a modularized bottled structure and is formed by regularly stacking a plurality of protective modules 22, the volume of a single module is moderate, each protective module 22 is formed by a main frame 221 forming the outer contour and a support 222 enhancing the structural strength of the main frame 221, and lawns, shrubs and trees are planted in a frame formed by the main frame 221 and the support 222 together to be solidified to form an ecological protective layer 223.

Based on the above scheme, in order to facilitate the concentrated discharge of the water on the surface of the protective wall 2 and avoid the secondary infiltration into the roadbed 1, in an embodiment, the joint edges of the main frames 221 of two adjacent protective modules 22 form a water delivery channel; the support frame 222 is in a shape of inverted V and is used for guiding water into the water delivery channel to be discharged.

When the modules are spliced with each other, the outer contours of two adjacent protection modules 22 are attached to each other, that is, the main frames 221 of two adjacent protection modules 22 are attached to each other, and the main frames 221 are attached to each other to form a flat surface as a water delivery channel facilitating the downward flow of water flow. The supporting frame 222 is a reverse V-shaped structure formed by joining two symmetrically joined precast concrete block structures, two ends of the supporting frame are respectively connected with the main frame 221, the supporting function is achieved, meanwhile, water flowing along the ecological protection layer 223 can be guided to the water delivery channel to be discharged, and the probability that the water flows penetrate into the roadbed 1 again is reduced.

Based on the above scheme, the water flowing out of the water outlet 21 is the water guided out by the impermeable geotextile layer inside the roadbed 1, and in order to prevent the water from re-permeating back into the roadbed 1 when flowing through the ecological protection layer 223 of the protection module 22, in an embodiment, the water outlet 21 is opened in the water delivery channel to discharge the water in the roadbed 1 into the water delivery channel.

The water outlet 21 is arranged in a fixed water delivery channel formed by the main frame 221 of the roadbed 1, so that water in the roadbed 1 can directly flow to the ground along the water delivery channel after being discharged to the outside of the roadbed 1 through the water outlet 21.

Based on the above scheme, when a plurality of protection modules 22 are spliced, the support frames 222 are spliced with each other to form a continuous broken line, and because the support frames 222 are formed by splicing precast concrete block structures, the volume of the support frames 222 is reduced after the volume is expanded and dried during casting, the size of the formed support frames 222 is difficult to control, and the overall size matching effect of the support frames 222 and the main frame 221 is reduced. And the support 222 is affected by thermal expansion and cold contraction, the support 222 of two adjacent protection modules 22 is heated to expand and can be extruded with each other, even the support 222 structure composed of precast concrete is damaged when serious, the support 222 of two adjacent protection modules 22 is cooled and contracted to be far away from each other, so that a large crack is formed between the main frames 221 of the two protection modules 22, water flow in the water delivery channel permeates back into the roadbed 1 along the crack again, and the roadbed 1 is damaged. Therefore, in an embodiment, when a plurality of protection modules 22 are regularly stacked on the slope of the roadbed 1, the inverted V-shaped support frames 222 in the protection modules 22 which are mutually spliced at the same height are mutually butted to form a continuous broken line structure; starting from one end of the continuous broken line structure, three inverted V-shaped support frames 222 are arranged at intervals, a first expansion joint 224 is arranged at the arch apex end of the fourth inverted V-shaped support frame 222 to break the support frame 222, and a asphalt layer or a hemp rib layer is filled in the first expansion joint 224.

Considering the connection manner of the supporting frames 222 comprehensively, the allowance for expansion and contraction of the supporting frames 222 needs to be reserved, that is, a first expansion joint 224 is formed between the supporting frames 222 of two adjacent protection modules 22. However, the too many first expansion joints 224 may cause the discontinuity of the supporting frames 222, which may reduce the overall structural strength of the protective wall 2. Therefore, through repeated experiments, at every three support frames 222, a first split expansion joint 224 is formed at the tip of the reverse V shape of the fourth support frame 222 and is filled by an asphalt layer or a hemp rib layer with elastic and waterproof performance. The continuous folding line formed by the support 222 has a proper expansion allowance while ensuring the strength of the whole structure, and can be compensated by the expansion and contraction of the first expansion joint 224 when being partially expanded or contracted, so that the damage of the thermal expansion and contraction effect on the protective wall 2 is reduced.

Based on the above scheme, in order to avoid the problem of water and soil loss during the drainage process, in an embodiment, the drainage port 21 is covered with a non-woven geotextile or a filter screen.

The water outlet 21 is covered with non-woven geotextile or a filter screen for preventing water and soil loss; other filter structures that are permeable to water and that are capable of retaining sand may also be used.

The non-woven geotextile is similar to the anti-seepage geotextile, the non-woven geotextile takes the non-woven fabric as a main body, the permeation function of the non-woven fabric made of high polymer materials is emphasized, and because the texture and the fine pore diameter of the non-woven fabric are extremely small, sandy soil in water flow can be effectively blocked inside the roadbed 1, and the water and soil loss is avoided. The filter screen also plays a role in filtration. The meshes of the filter screen are smaller than the grain size of the sandy soil, so that the sandy soil is blocked to avoid water and soil loss.

Compared with non-woven geotextile, the material and mechanical property of the filter screen are slightly insufficient, so the non-woven geotextile is selected to cover the water outlet 21 in the scheme.

Based on above-mentioned scheme, when reposition of redundant personnel dredges rivers, the slope rate when the slope of prevention of seepage geotechnological cloth layer 3 sets up should not be too big, and the slope rate is big then the inclination of prevention of seepage geotechnological cloth layer 3 is big more, and the water yield that can pass the prevention of seepage geotechnological cloth layer 3 that is located the upper strata reduces, along the water yield increase of the prevention of seepage geotechnological cloth layer 3 that is located the upper strata to the domatic department of road bed 1 gathering, reduces the efficiency of prevention of seepage geotechnological cloth layer 3 of lower floor, can aggravat. Therefore, in one embodiment, the slope ratio of any impermeable geotextile layer 3 is 2% -4%.

After a large number of experimental demonstrations, it is found that when the slope rate of the impermeable geotechnical cloth layer 3 is set to be 2% -4%, because the inclination angle is small, the flow of water flow along the impermeable geotechnical cloth layer 3 is slow and soft, and the time of staying on the surface of the impermeable geotechnical cloth layer 3 is longer, so that the water flow permeating through the impermeable geotechnical cloth layer 3 can be increased and shunted to the lower layer, meanwhile, the water flow flowing to the slope surface of the roadbed 1 can be discharged from the water outlet 21 in time, and the damage caused by the fact that excessive water is accumulated at the.

Based on the scheme, excessive water in the roadbed 1 filled with soft rock as filler is discharged, flows along the protective wall 2 and reaches the ground through the bottom corner of the roadbed 1, and in order to avoid adverse effects such as settlement and creeping caused by excessive soaking of the adjacent ground at the two sides of the roadbed 1, in one embodiment, the roadbed further comprises a drainage tank 4; the drainage channel 4 is arranged on the side of the bottom corner of the roadbed 1; a drainage surface 43 is arranged between the bottom corner of the roadbed 1 and the drainage groove 4; the drainage surface 43 inclines from the bottom angle of the roadbed 1 to the direction of the drainage groove 4, and the slope rate of the drainage surface 43 is 2% -4%.

The water flow on the side of the roadbed 1 is guided to other safe positions by the drainage channel 4 for disposal. In order to ensure the structural strength of the foundation of the roadbed 1, the arrangement position of the drainage groove 4 needs to be separated from the roadbed 1 in the horizontal direction by a certain distance, and in the distance, in order to enable water flow to smoothly flow into the drainage groove 4, a drainage surface 43 is arranged between the bottom corner of the roadbed 1 and the notch of the drainage groove 4, and the drainage surface 43 is inclined from the side of the bottom corner of the roadbed 1 to the drainage groove 4, so that the flowing effect of water is promoted. Meanwhile, in order to avoid the blockage of the drainage channel 4 caused by the fact that the daily sandstone soil blocks deposited on the drainage surface 43 flow into the drainage channel 4 along with water flow, the slope rate of the slope structure of the drainage surface 43 is kept at 2% -4%, so that the water flow can flow along the drainage surface 43, meanwhile, the friction force between the sandstone soil blocks and the drainage surface 43 is larger than the component force generated by gravity and downward along the drainage surface 43, and the sandstone soil blocks are kept still on the drainage surface 43.

Based on the scheme, in order to avoid the water flow in the drainage channel 4 from permeating towards the lower part of the ground, the bottom foundation of the roadbed 1 is corroded, and adverse effects such as ground subsidence, peristalsis and the like are caused. In one embodiment, the drainage channel 4 is formed by splicing a plurality of water-saving channels 41, and the length of any water channel 41 is 10-15 m; a second expansion joint 42 is reserved between two adjacent water tanks 41, and an asphalt layer or a hemp fiber layer is filled in the second expansion joint 42.

The drainage channels 4 are formed by splicing the water channel 41 structures formed by pouring the precast concrete, and when the water channels 41 formed by pouring the precast concrete are spliced, the influence of thermal expansion and cold contraction is considered, so that water seepage caused by overlarge gaps between two adjacent water channels 41 or structural breakage caused by mutual extrusion to the water channels 41 caused by undersize gaps between two adjacent water channels 41 is avoided. A second expansion joint 42 having a larger distance is provided between two adjacent water tanks 41. The second expansion joint 42 is filled with an asphalt layer or a hemp rib layer, the two adjacent water tanks 41 are expanded simultaneously and cannot be extruded with each other due to the larger distance between the second expansion joint 42, and the filled asphalt layer or the hemp rib layer can keep the sealing effect of the joint to avoid water seepage when the two water tanks 41 are in a normal state or a contraction state.

Example 2:

as shown in fig. 1-4, the invention also discloses a construction method for filling the roadbed and the drainage structure with soft rock, which comprises a roadbed 1 formed by filling the soft rock, a protective wall 2 laid on the slope surface of the roadbed 1, a plurality of anti-seepage geotextile layers 3 buried in the roadbed 1 and a drainage groove 4 arranged at the side of the bottom corner of the roadbed 1; any seepage-proofing geotechnical cloth layer 3 is obliquely arranged from the central axis of the roadbed 1 to the slope of the roadbed 1 and is used for guiding redundant water permeating in the roadbed 1 to the slope of the roadbed 1; the protective wall 2 is provided with a water outlet 21 for guiding out water flow in the roadbed 1, and the protective wall 2 is composed of a plurality of mutually spliced protective modules 22;

the method also comprises the following construction steps:

s1, soft rock pre-disintegration: carrying out pre-disintegration treatment on the soft rock to ensure that the particle size of the treated soft rock is less than or equal to 15cm and the soft rock is used as roadbed 1 filler for later use;

s2, filling the roadbed 1: the roadbed 1 is formed by layer-by-layer superposition in a layered construction mode, and the thickness of each layer is 20cm-50 cm; in the construction of each layer, the working procedures of paving, sprinkling, airing, rolling, crushing, raking and compacting are sequentially carried out to finish the construction of the layer;

s3, laying an impermeable geotextile layer 3: when the roadbed 1 reaches the height of the impermeable geotextile layer in the layer-by-layer construction process, rolling the top layer of the part filled with the roadbed 1 into an inclined plane, so that the inclined plane is positioned on one side of the central axis of the roadbed 1 and higher than one side of the slope of the roadbed 1, and the slope rate is 2-4%; laying an anti-seepage geotextile layer 3 on the inclined plane;

s4, laying the protective wall 2: step S3, simultaneously, orderly paving protection modules 22 layer by layer along the slope of the part filled with the roadbed 1 to form a protection wall 2, and arranging a water outlet 21 at the position where the protection wall 2 is contacted with the impermeable geotextile layer 3;

s5, arranging a drainage channel 4; and (3) digging drainage grooves 4 on the ground beside the bottom corners of the filled roadbed 1 to dredge water drained from the slope and the interior of the roadbed 1.

in step S1, in order to ensure that the grading parameters of the soft rock serving as the filler are excellent, the soft rock needs to be subjected to pre-disintegration treatment, and larger rock blocks in the soft rock raw material are crushed, so that the maximum grain size of the obtained soft rock filler is not more than 15 cm; the too big soft rock piece of particle diameter easily takes place to soften after meeting water and disintegrates, and the space volume that the fragment after softening and disintegrating can support is far less than the space volume that former rock piece supported, can produce the inside hole of road bed 1 too much, has the risk of collapsing.

In step S2, in order to ensure that the filler used to fill the roadbed 1 can be rolled and tamped, a layered construction method is used to lay the filler layer by layer. The thickness of each layer should not exceed 50cm, otherwise difficult to carry out secondary screening and breakage to soft rock filler, make the road bed 1 internal hidden danger. In the construction of each layer, the operation is carried out by adopting a complete rolling compaction procedure. After the soft rock filler is spread at a filling position, water is sprayed or aired to adjust the water content of the soft rock, so that subsequent construction is facilitated. The large granular rock blocks which are not treated are scattered and broken in the pre-disintegration process through the pre-pressing of the road roller, if the large granular rock blocks are more in number, the large granular rock blocks can be raked out through the mechanical soil loosening rake, the remaining soft rock filler with proper grading is paved again, and the soft rock filler on the layer is compacted through multiple rolling of the road roller.

In step S3, since the impermeable geotextile layers 3 are embedded in the roadbed 1, when the filling height of the roadbed 1 reaches the height of the impermeable geotextile layers 3 during the course of filling the roadbed 1 layer by layer, the impermeable geotextile layers 3 are laid. The top layer of the filled roadbed 1 part for laying the anti-seepage geotextile layers 3 is rolled into an inclined plane which inclines from the central axis of the roadbed 1 to the slope surface of the roadbed 1 in advance, the slope rate of the inclined plane is 2-4%, the anti-seepage geotextile layers 3 are laid on the top layer surface of the filled roadbed 1 part to realize the laying of one anti-seepage geotextile layer 3, and the anti-seepage geotextile layers 3 are buried in the roadbed 1 one by adopting the construction mode along with the continuous filling and rising of the roadbed 1.

In step S4, each impermeable geotextile layer 3 needs to be matched with a plurality of water outlets 21 formed in the protective wall 2, so that the protective wall 2 needs to be laid on the slope of the roadbed 1 when the impermeable geotextile layer 3 is laid, and after the impermeable geotextile layer 3 is laid, the water outlets 21 can be accurately positioned and formed on the protective modules 22 of the protective wall 2 at the corresponding height.

It should be noted that, in order to improve the drainage efficiency of the drainage outlet 21 and enhance the drainage effect, water retaining edges may be disposed at two sides of the drainage outlet 21 to collect the water flow guided by the impermeable geotextile layer 3 toward the drainage outlet 21.

In step S5, in order to avoid adverse effects such as settlement and creeping caused by excessive soaking of the adjacent ground surfaces on both sides of the roadbed 1, the drainage channel 4 is used to guide the water flow on the side of the roadbed 1 to other safe positions for disposal. And a drainage channel 4 is arranged on the side of the bottom corner of the roadbed 1.

The invention provides a construction method for filling a roadbed 1 by using soft rock as a filler, which enables the soft rock to be used for filling the roadbed 1 by pre-disintegration, crushing, screening and rolling of the soft rock, and enriches the selectable quantity of filling materials for roadbed 1 construction. The anti-seepage geotextile in the roadbed 1 and the water outlet 21 on the protective wall 2 ensure smooth internal drainage after the roadbed 1 is filled, reduce the influence of surface water on the stability and strength of the roadbed 1 in the operation period, and reduce the risks of uneven settlement of the roadbed 1 and pavement diseases. The method has the advantages of mature process, quick and convenient construction, simple structure, convenient material taking, reduction of a large amount of transportation cost and material cost, and great improvement of the economic benefit of the engineering.

Various technical features in the above embodiments may be arbitrarily combined as long as there is no conflict or contradiction in the combination between the features, but is limited to the space and is not described one by one.

The present invention is not limited to the above-described embodiments, and various changes and modifications of the present invention are intended to be included within the scope of the claims and the equivalent technology of the present invention if they do not depart from the spirit and scope of the present invention.

Claims

1. A drainage structures for soft rock filling road bed which characterized in that: the anti-seepage geotextile layer comprises a protective wall paved on a slope surface of a roadbed surface layer and a plurality of anti-seepage geotextile layers buried in the roadbed; any seepage-proof geotextile layer is obliquely arranged from the central axis of the roadbed to the slope of the roadbed; one side edge of any seepage-proof geotextile layer is connected with the inner side wall of the protective wall and a plurality of water outlets are formed on the protective wall and used for discharging excessive water.

2. The drainage structure for a soft rock-filled subgrade according to claim 1, wherein the protective wall comprises a plurality of protective modules spliced with each other; any one protection module comprises a main frame forming an outer contour and a supporting frame used for reinforcing the main frame; the interior region of the main frame is filled with an ecological protection layer.

3. The drainage structure for a soft rock-filled subgrade according to claim 2, wherein the joint edges of the main frames of two adjacent protection modules form a water delivery channel; the support frame is inverted V-shaped and is used for guiding water into the water delivery channel to be discharged.

4. The drainage structure for a soft rock-filled roadbed according to claim 3, wherein the drainage port is opened in the water delivery channel to drain roadbed lining water into the water delivery channel.

5. The drainage structure for the soft rock filled roadbed according to claim 3, wherein a plurality of protection modules are orderly piled on the roadbed slope, and inverted V-shaped support frames in the protection modules which are mutually spliced at the same height are mutually butted to form a continuous broken line structure; starting from one end of the continuous broken line structure, three inverted V-shaped support frames are arranged at intervals, a first expansion joint is arranged at the arch apex end of the fourth inverted V-shaped support frame to break the support frame, and an asphalt layer or a hemp rib layer is filled in the first expansion joint.

6. The drainage structure for a soft rock-filled roadbed according to claim 1, wherein the drainage port is covered with a non-woven geotextile or a filter screen.

7. The drainage structure for a soft rock-filled subgrade according to claim 1, wherein the slope rate of any one impermeable geotextile layer is 2 to 4 percent.

8. The drainage structure for a soft rock-filled roadbed according to claim 1, further comprising a drainage groove; the drainage groove is arranged on the side of the bottom corner of the roadbed; a drainage surface is arranged between the bottom corner of the roadbed and the drainage groove; the drainage surface inclines from the bottom angle of the roadbed to the direction of the drainage groove, and the slope rate of the drainage surface is 2% -4%.

9. The drainage structure for the soft rock filling subgrade of claim 8, wherein the drainage channel is formed by splicing a plurality of water-saving channels, and the length of any one water channel is 10-15 m; and a second expansion joint is reserved between two adjacent water tanks and is filled with an asphalt layer or a hemp tendon layer.

10. A construction method for filling a roadbed and a drainage structure by soft rock is characterized by comprising the following steps: the anti-seepage drainage device comprises a roadbed formed by filling soft rocks, a protective wall paved on the slope surface of the roadbed, a plurality of anti-seepage geotextile layers buried in the roadbed and drainage grooves arranged on the sides of bottom corners of the roadbed; any seepage-proof geotechnical cloth layer is obliquely arranged from the central axis of the roadbed to the slope of the roadbed and is used for guiding redundant water permeating in the roadbed to the slope of the roadbed; the protective wall is provided with a water outlet for guiding water flow in the roadbed and consists of a plurality of protective modules which are spliced mutually;

the method also comprises the following construction steps: