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

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

A kind of drainage structure used for soft rock filling subgrade and construction method of subgrade

technical field

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

Background technique

Soft rock is also known as geological soft rock. Geological soft rock refers to loose, loose, soft and weak rock formations with low strength, high porosity, poor cementation, significantly affected by structural plane cutting and weathering, or containing a large amount of expansive clay minerals. Such rocks are mostly mudstone, shale, Siltstone and argillaceous mineral rock are complex geological media formed naturally.

Soft rock is used as the filler for filling the subgrade. Since the strength of the rock subgrade is greater than that of the soil subgrade, not only the settlement amplitude is smaller than that of the soil subgrade, but also local materials can be obtained according to local conditions, and the economic benefits are significant.

The uniaxial saturated compressive strength of soft rock packing is less than 300Mpa, and it is easy to soften and disintegrate when exposed to water. If no special treatment is carried out, it is easy to cause diseases such as mud churn, road collapse and cracking during the later operation of the highway. Therefore, the drainage structure of soft rock filling subgrade is particularly important.

SUMMARY OF THE INVENTION

The purpose of the present invention is to set up a protective wall on the subgrade slope to reinforce the subgrade, and at the same time lay several layers of anti-seepage geotextile layers inside the subgrade, and use the anti-seepage geotextile layers to guide excess water to the edge of the subgrade slope and prevent It flows out from the drain to the surface of the protective wall, and flows along the protective wall to the ground. Avoid the softening and disintegration of the subgrade filled with soft rock due to excessive water volume, causing diseases such as muddying, road collapse, and cracking.

The present invention is achieved through the following technical solutions:

A drainage structure for filling roadbed with soft rock, comprising a protective wall laid on the slope surface of the roadbed and several anti-seepage geotextile layers buried inside the roadbed; The direction of the slope surface is inclined; one side edge of any anti-seepage geotextile layer is connected with the inner side wall of the protective wall, and several drainage ports are formed on the protective wall to discharge excess water.

Through the above-mentioned scheme, the present invention obtains the following technical effects at least:

Because the soft rock filling subgrade is easy to soften and disintegrate when exposed to water, the requirements for the drainage structure of the soft rock filling subgrade are higher than those of the ordinary subgrade, especially the drainage effect inside the subgrade should be enhanced to avoid a large amount of water infiltrating into the subgrade, which will soften the water. The rock filler softens and disintegrates.

Based on this, several layers of anti-seepage geotextile are laid inside the roadbed. The anti-seepage geotextile layer is made of plastic film as the anti-seepage base material, which is in line with non-woven fabrics. The anti-seepage geotextile has air permeability and water permeability, which can allow water to pass through to effectively retain sand and soil to avoid loss. Gas outflow. At the same time, the anti-seepage geotextile can also enhance the tensile strength and deformation resistance of the roadbed.

The infiltrated water flow in the subgrade penetrates through the anti-seepage geotextile layer layer by layer. Since the non-woven layer on the anti-seepage geotextile layer can allow a limited amount of water to pass through, the excess water will accumulate on the surface of the anti-seepage geotextile layer. Therefore, the anti-seepage geotextile layer is inclined, so that the water flow can flow from the center position of the subgrade near the central axis to the direction of the subgrade slopes on both sides, and smoothly discharge from the drainage outlet.

The purpose of setting up multi-layer anti-seepage geotextile layers is to transport the water that penetrates down into the subgrade to the drainage outlets of the subgrade slopes on both sides in batches, so as to avoid centralized transportation leading to excessive water accumulation on the subgrade slope and lead to protection. The wall and subgrade structure collapsed due to immersion erosion.

The protective wall is laid on the surface of the roadbed to increase the structural strength of the slope to avoid collapse. Each layer of anti-seepage geotextile is connected to the protective wall, and at the connection position between the anti-seepage geotextile layer and the protective wall, on the protective wall A drainage outlet is provided so that the water flow derived from the anti-seepage geotextile layer can be smoothly discharged to the outer surface of the protective wall and flow to the ground along the slope surface of the protective wall. Avoid a large amount of water accumulated on the slope surface to re-infiltrate or soak the slope surface for a long time to cause roadbed damage.

The drainage structure can discharge the water in the subgrade in multiple layers, so as to avoid excessive water infiltrating into the subgrade, softening and disintegrating the subgrade filler, and causing diseases such as mud mud, road slump and cracking.

Preferably, the protective wall includes a plurality of mutually spliced protective modules; any protective module includes a main frame forming an outer contour and a support frame for reinforcing the main frame; the inner area of the main frame is filled with ecological protection Floor.

The protective wall adopts a modular bottled structure, which is composed of several protective modules neatly stacked. The volume of a single module is moderate, which is convenient for production, transportation, handling and installation. The protection module is composed of a main frame that forms the outer contour and a support frame that enhances the structural strength of the main frame. In the frame jointly formed by the main frame and the support frame, lawns, shrubs and trees are planted for curing to form an ecological protection layer.

Preferably, the adjoining sides of the main frames of two adjacent protection modules form a water conveyance channel; the support frame is of a "∧" type for draining water into the water conveyance channel for discharge.

When several modules are spliced to each other, the outer contours of two adjacent protective modules are fitted to each other, that is, the main frames of the adjacent two protective modules are fitted to each other, and the main frames are fitted to form a flat surface as a water channel for water to flow downward. The support frame is a "∧" shape formed by the connection of the ends of two symmetrically connected precast concrete block structures. The two ends are connected to the main frame respectively. While playing a supporting role, it can guide the water flowing along the ecological protection layer to the output. The water channel is drained, and there is less probability of the water flow re-infiltrating into the subgrade.

Preferably, the water outlet is opened in the water conveyance channel to discharge the inner layer water of the roadbed into the water conveyance channel.

The water flow out of the drainage port is the water flow guided by the anti-seepage geotextile layer inside the subgrade. In order to prevent the water flow from re-penetrating into the circuit subgrade when it flows through the ecological protection layer of the protection module, the drainage port is set on the main frame of the subgrade to form a fixed water delivery. In the channel, it is convenient for the water flow inside the subgrade to flow directly to the ground along the water conveyance channel after being discharged to the outside of the subgrade through the drainage port.

Preferably, when several protection modules are neatly stacked on the slope of the roadbed, the "∧"-shaped support frames in the protection modules spliced with each other at the same height are connected to each other to form a continuous broken line structure; starting from one end of the continuous broken line structure, every three A "∧" type support frame is provided, a first expansion joint is opened at the top end of the arch of the fourth "∧" type support frame to break the support frame, and an asphalt layer or a hemp layer is filled in the first expansion joint.

When multiple protection modules are spliced together, each support frame is spliced with each other to form a continuous fold line. Since the support frame is composed of prefabricated concrete block structures, its volume expands and shrinks after being dried and solidified during pouring. It is difficult to control the size of the formed support frame. The overall size matching effect of the support frame and the main frame is reduced.

In addition, the support frame is affected by thermal expansion and contraction, and the support frames of the two adjacent protection modules will squeeze each other due to thermal expansion. In severe cases, the support frame structure composed of precast concrete may even be damaged, and the support frames of the two adjacent protection modules will cool down and shrink. They will be far away from each other, resulting in a large crack between the main frames of the two protection modules, causing the water flow in the water channel to re-infiltrate the circuit foundation along the crack, causing roadbed damage.

Considering the connection method of the support frame comprehensively, it is necessary to reserve a margin for the expansion and contraction of the support frame, that is, to form a first expansion joint between the support frames of two adjacent protection modules. However, too many first expansion joints will cause the support frame to be discontinuous, which will reduce the overall structural strength of the protective wall. Therefore, after repeated trials and experiments, it is found that every three supporting frames, a broken first expansion joint is formed at the "∧"-shaped tip of the fourth supporting frame, and the elastic and waterproof asphalt layer or hemp layer is passed through. Fill the rib layer. The continuous fold line formed by providing the support frame has an appropriate expansion and contraction margin while ensuring the overall structural strength. When local expansion or contraction, it can be compensated by the expansion and contraction of the first expansion joint to reduce the effect of thermal expansion and contraction on the protective wall. of destruction.

Preferably, the water outlet is covered with a non-woven geotextile or a filter screen.

The drainage outlet is covered with a non-woven geotextile or filter mesh to prevent soil erosion; other filter structures that can permeate water and block sand can also be used.

Non-woven geotextiles are similar to anti-seepage geotextiles. Non-woven geotextiles use non-woven fabrics as the main body, focusing on the penetration function of polymer non-woven fabrics. Due to the fine texture of non-woven fabrics, the pore size is extremely small. The sand is blocked inside the subgrade to avoid soil erosion. The filter also plays a filtering role. The mesh size of the filter screen is smaller than the particle size of the sand, and the sand is blocked to avoid soil erosion.

Compared with non-woven geotextiles, the material and mechanical properties of the filter screen are slightly insufficient, so in this scheme, non-woven geotextiles are used to cover the drainage openings.

Preferably, the slope rate of any anti-seepage geotextile layer is 2%-4%.

While diverting and diverting water flow, the slope rate of the anti-seepage geotextile layer should not be too large when the slope is set. The amount of water collected along the upper anti-seepage geotextile layer to the subgrade slope increases, reducing the efficiency of the lower anti-seepage geotextile layer, and at the same time, it will aggravate the degree of water immersion and erosion on the subgrade slope. After a large number of experimental demonstrations, it is concluded that when the slope rate of the anti-seepage geotextile layer is set to 2%-4%, due to the small inclination angle, the water flow along the anti-seepage geotextile layer is slow and soft, and stays in the anti-seepage geotextile layer. The surface time is longer, which can increase the amount of water that penetrates through the anti-seepage geotextile layer and diverts to the lower layer. At the same time, the water flowing to the subgrade slope can also be discharged from the drain in time to avoid excessive accumulation of water on the subgrade slope. Damage caused by soaking the roadbed.

Preferably, it also includes a drainage groove; the drainage groove is arranged on the side of the bottom corner of the roadbed; a drainage surface is provided between the bottom corner of the roadbed and the drainage groove; the drainage surface is inclined from the bottom corner of the roadbed to the direction of the drainage groove , and the slope rate of the drainage surface is 2%-4%.

Excessive moisture inside the subgrade filled with soft rock is discharged and flows along the protective wall. After reaching the ground through the corner of the subgrade, in order to prevent the adjacent ground on both sides of the subgrade from being over-immersed and causing problems such as settlement and creeping Use drainage grooves to guide the water flow on the side of the roadbed to other safe locations for disposal.

In order to ensure the structural strength of the subgrade, the location of the drainage groove should be separated from the subgrade in the horizontal direction. The drainage surface is set, and the drainage surface is inclined from the bottom corner of the roadbed to the drainage groove to promote the effect of water flow. At the same time, in order to prevent the sand, gravel and soil blocks deposited on the drainage surface from flowing into the drainage channel together with the water flow, causing the drainage channel to block, the slope rate of the slope structure on the drainage surface should be kept at 2%-4%, so that the water flow can flow along the drainage surface. At the same time of flowing, the friction force between the sand and gravel blocks and the drainage surface is greater than the downward component force generated by gravity along the drainage surface, so that the sand and gravel blocks remain stationary on the drainage surface.

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

In order to avoid the water flow in the drainage tank from infiltrating to the bottom of the ground, the bottom foundation of the roadbed will be eroded, resulting in adverse effects such as ground subsidence and creep. The drainage trough is formed by splicing the water trough structure of precast concrete pouring. When the water trough formed by precast concrete pouring is spliced, considering the influence of thermal expansion and cold contraction, in order to avoid the gap between two adjacent water tanks is too large and water seepage, or adjacent to the water tank. The gap between the two water tanks is too small, which causes the structure to be broken by squeezing each other into the water tanks. A second expansion joint with a larger distance is arranged between two adjacent water tanks. The second expansion joint is also filled with the asphalt layer or the hemp layer. Because the distance between the second expansion joints is too large, the two adjacent water tanks expand at the same time without squeezing each other, and the filled asphalt layer or the hemp layer can be placed in the two water tanks. In normal or contracted state, the sealing effect of the joint is maintained to avoid water seepage.

The invention also discloses a construction method for filling a roadbed with soft rock and a drainage structure, comprising a roadbed formed by filling the soft rock, a protective wall laid on the slope of the roadbed, a plurality of anti-seepage geotextile layers buried in the roadbed, and a set of The drainage groove on the side of the bottom corner of the subgrade; any anti-seepage geotextile layer is inclined from the central axis of the subgrade to the direction of the subgrade slope, and is used to drain the excess water that penetrates inside the subgrade to the subgrade slope; the The protective wall is provided with a water outlet for exporting the water flow inside the subgrade, and the protective wall is composed of a plurality of protective modules that are spliced with each other;

It also includes the following construction steps:

S1. Soft rock pre-disintegration: pre-disintegrate the soft rock so that the particle size of the treated soft rock is less than or equal to 15cm, which is used as a roadbed filler for use;

S2. Filling the subgrade: the subgrade is formed by superimposing layer by layer in a layered construction method, and the thickness of each layer is 20cm-50cm; in the construction of each layer, paving, watering, drying, rolling crushing, raking, The compaction process completes the construction of this layer;

S3. Laying the anti-seepage geotextile layer: When the roadbed in the layer-by-layer construction reaches the height of the anti-seepage geotextile layer, roll the top layer of the filled roadbed into an inclined plane, so that the inclined plane is located on the side of the central axis of the roadbed. On the side of the roadbed slope, the slope rate is 2%-4%; and the anti-seepage geotextile layer is laid on the slope;

S4, laying a protective wall: while step S3 is being carried out, the protective modules are neatly laid layer by layer along the slope of the filled subgrade part to form a protective wall, and a drainage outlet is opened at the position where the protective wall is in contact with the anti-seepage geotextile layer;

S5. Set up drainage grooves; excavate drainage grooves on the ground on the side of the bottom corner of the filled subgrade part to divert the water discharged from the subgrade slope surface and the interior.

Through the above-mentioned scheme, the present invention obtains the following technical effects at least:

In step S1, in order to ensure that the gradation parameters of the soft rock used as the filler are excellent, the soft rock needs to be pre-disintegrated, and the larger rock blocks in the soft rock raw material are broken, so that the maximum particle size of the soft rock filler obtained is not equal. More than 15cm; soft rock blocks with too large particle size are prone to softening and disintegration after encountering water. The space volume that the softened and disintegrated fragments can support is much smaller than the space volume supported by the original rock blocks, which will cause holes in the subgrade to pass through. Many, there is a risk of collapse.

In step S2, in order to ensure that the filler for filling the roadbed can be rolled and compacted, a layered construction method is adopted, and the layers are laid layer by layer. The thickness of each layer should not exceed 50cm, otherwise it will be difficult to conduct secondary screening and crushing of the soft rock filler, which will cause hidden dangers in the subgrade. In the construction of each layer, a complete rolling compaction process is used. Among them, after the soft rock filler is spread on the filling position, it is necessary to spray water or dry to adjust the moisture content of the soft rock, which is convenient for subsequent construction. The large-grained rock blocks that have been neglected and untreated in the pre-disintegration are broken by the pre-compression of the road roller. If the number of large-grained briquettes is large, the large-grained rock blocks can be raked out by mechanically installing a loosening rake, and then the remaining grading Appropriate soft rock fill is re-paved and the layer of soft rock fill is compacted by multiple rollings of a road roller.

It is worth mentioning that, in the above S2 step, horn rollers are used for pre-compression, and vibrating smooth rollers are used for compaction. If the compacted filling layer is tested and not up to the standard, the vibratory smooth roller can be replaced with an impact roller for compaction.

In step S3, because the anti-seepage geotextile layer is buried in the roadbed, in the process of filling the roadbed layer by layer, when the filling height of the roadbed reaches the height of the anti-seepage geotextile layer, the anti-seepage geotextile is carried out. Laying construction of cloth layer. The top layer of the filled subgrade part used for laying the anti-seepage geotextile layer is rolled into an inclined plane inclined from the central axis of the subgrade to the subgrade slope, and the slope rate of the inclined plane is 2%-4%, and then the anti-seepage geotextile is rolled. The cloth layer is laid on the top surface of the filled subgrade part to realize the laying of one layer of anti-seepage geotextile layer.

In step S4, since each layer of the anti-seepage geotextile layer needs to be matched with several drainage outlets opened on the protective wall, when laying the anti-seepage geotextile layer, it is necessary to lay the protective wall on the slope of the roadbed at the same time, so that After the anti-seepage geotextile layer is laid, the drainage outlet can be accurately positioned and opened on the protective module of the protective wall corresponding to the height.

It is worth mentioning that, in order to improve the drainage efficiency of the drainage outlet and enhance the drainage effect, a water retaining edge can be set on both sides of the drainage outlet to gather the water flow guided by the anti-seepage geotextile layer to the drainage outlet.

In step S5, in order to avoid adverse effects such as settlement and peristalsis caused by excessive immersion of the adjacent ground on both sides of the subgrade, drainage grooves are used to guide the water flow on the side of the subgrade to other safe locations for disposal. Drainage grooves are provided on the side of the bottom corner of the subgrade.

The invention provides a construction method for filling the roadbed with soft rock as filler. By pre-disintegrating, crushing, screening and rolling the soft rock, the soft rock can be used for the filling of the roadbed, which enriches the construction and filling of the roadbed. The number of options for the material. The anti-seepage geotextile in the subgrade and the drainage port on the protective wall ensure the smooth internal drainage after the subgrade is filled, reduce the influence of surface water on the stability and strength of the subgrade during the operation period, and reduce the uneven settlement of the subgrade and road surface diseases. risk of occurrence. In addition, the method has mature technology, fast and convenient construction, simple structure, and convenient material acquisition, reduces a large number of transportation costs and material costs, and greatly improves the economic benefits of the project.

Description of drawings

FIG. 1 is a schematic three-dimensional structural diagram of a drainage structure used for filling roadbed with soft rock according to an embodiment of the present invention.

FIG. 2 is a schematic structural diagram of a support frame forming a continuous broken line after the protective modules provided in an embodiment of the present invention are neatly spliced.

3 is a schematic diagram of a combined three-dimensional structure of a drainage structure and a drainage groove for filling subgrades with soft rock according to an embodiment of the present invention.

FIG. 4 is a schematic structural diagram of a non-woven geotextile covering a water outlet provided in an embodiment of the present invention.

legend:

1 subgrade; 2 protective wall; 3 anti-seepage geotextile layer; 4 drainage groove;

21 drains; 22 protection modules;

41 Water tank; 42 Second expansion joint; 43 Drainage surface;

221 main frame; 222 support frame; 223 ecological protection layer; 224 first expansion joint.

Detailed ways

The present invention will be further described below with reference to the accompanying drawings and embodiments.

Example 1:

As shown in Figures 1-4, a drainage structure for soft rock filling roadbed includes a protective wall 2 laid on the surface slope of the roadbed 1 and several anti-seepage geotextile layers 3 embedded in the roadbed 1; any The anti-seepage geotextile layer 3 is inclined from the central axis of the roadbed 1 to the slope of the roadbed 1; one side edge of any anti-seepage geotextile layer 3 is connected to the inner side wall of the protective wall 2 and forms several Drain port 21 for draining excess water.

Through the above-mentioned scheme, the present invention obtains the following technical effects at least:

Since the soft rock filling subgrade 1 is easy to soften and disintegrate when exposed to water, the requirements for the drainage structure of the soft rock filling subgrade 1 are higher than the drainage requirements of the ordinary subgrade 1. In particular, the drainage effect inside the subgrade 1 should be enhanced to avoid infiltration into the subgrade 1. The large amount of water softens and disintegrates the soft rock packing.

Based on this, several layers of anti-seepage geotextile layers 3 are laid inside the roadbed 1, and the anti-seepage geotextile layers 3 are made of plastic film as the anti-seepage base material and conform to non-woven fabrics. The anti-seepage geotextile has air permeability and water permeability, which can make the water flow through to effectively retain the sand and soil to avoid loss. Water and gas are expelled. At the same time, the anti-seepage geotextile can also enhance the tensile strength and deformation resistance of the roadbed 1 .

The infiltrated water flow in the subgrade 1 penetrates through the anti-seepage geotextile layer 3 layer by layer. Since the non-woven fabric layer on the anti-seepage geotextile layer 3 can allow a limited amount of water to pass through, the excess water will be in the anti-seepage geotextile layer 3. Therefore, the anti-seepage geotextile layer 3 is inclined and arranged, so that the water flow can flow from the center position of the subgrade 1 near the central axis to the slope direction of the subgrade 1 on both sides, and smoothly discharge from the drainage port 21.

The purpose of setting the multi-layer anti-seepage geotextile layer 3 is to transport the water flow that penetrates down into the subgrade 1 to the drainage outlets 21 on the slope of the subgrade 1 on both sides in batches, so as to avoid centralized transportation leading to the accumulation of water on the slope of the subgrade 1. Too much will lead to the collapse of the protective wall 2 and the subgrade 1 structure due to immersion erosion.

The protective wall 2 is laid on the surface of the roadbed 1 to increase the structural strength of the slope to avoid collapse. Each layer of anti-seepage geotextile layer 3 is connected to the protective wall 2, and the anti-seepage geotextile layer 3 is connected to the protective wall 2. A drain 21 is provided on the protective wall 2, so that the water flow from the anti-seepage geotextile layer 3 can be smoothly discharged to the outer surface of the protective wall 2 and flow to the ground along the slope surface of the protective wall 2. Avoid a large amount of water accumulated on the slope surface to re-infiltrate or soak the slope surface for a long time to cause damage to the subgrade 1.

The drainage structure can discharge the water in the subgrade 1 in multiple layers, so as to avoid excessive water infiltrating into the subgrade 1, softening and disintegrating the filling of the subgrade 1, and causing diseases such as mud churn, road slump, and cracking.

Based on the above solution, in order to facilitate production, transportation, handling and installation, in one embodiment, the protective wall 2 includes a plurality of protective modules 22 spliced with each other; any protective module 22 includes a main frame 221 forming an outer contour and a The supporting frame 222 of the main frame 221 is used to strengthen the inner area of the main frame 221 , and the ecological protection layer 223 is filled in the inner area.

The protective wall 2 adopts a modular bottled structure, and is composed of a number of protective modules 22 that are neatly stacked. The volume of a single module is moderate. In the frame jointly formed by the main frame 221 and the support frame 222 , lawns, shrubs and trees are planted and cured to form an ecological protection layer 223 .

Based on the above solution, in order to facilitate the centralized discharge of the water on the surface of the protective wall 2 and avoid secondary infiltration into the interior of the roadbed 1, in one embodiment, the main frames 221 of two adjacent protective modules 22 fit together to form a water delivery channel; the The support frame 222 is of "∧" type for draining water into the water conveyance channel for discharge.

When several modules are spliced to each other, the outer contours of the two adjacent protection modules 22 are attached to each other, that is, the main frames 221 of the adjacent two protection modules 22 are attached to each other, and the main frames 221 are attached to form a flat surface as a surface that facilitates the downward flow of water. water channel. The support frame 222 is a "∧" shape formed by connecting the ends of two symmetrically connected precast concrete block structures. Both ends of the support frame 222 are connected to the main frame 221 respectively. Guided to the water conveyance channel for discharge, there is less probability of the water flow re-infiltrating into the roadbed 1.

Based on the above scheme, the water flow out of the drainage outlet 21 is the water flow guided by the anti-penetration geotextile layer inside the subgrade 1. In order to prevent the water flow from re-penetrating into the loop base 1 when it flows through the ecological protection layer 223 of the protection module 22, a In the embodiment, the water outlet 21 is opened in the water conveyance channel to drain the inner layer water of the roadbed 1 into the water conveyance channel.

The drainage port 21 is arranged in the main frame 221 of the subgrade 1 to form a fixed water conveyance channel, so that the water flow inside the subgrade 1 can flow directly to the ground along the water conveyance channel after being discharged to the outside of the subgrade 1 through the drainage port 21 .

Based on the above solution, when a plurality of protective modules 22 are spliced together, each support frame 222 is spliced to each other to form a continuous fold line. Since the support frame 222 is composed of prefabricated concrete block structures spliced together, its volume expands during pouring and then shrinks after drying and solidification, which is difficult to control after forming. The size of the support frame 222 is reduced, so that the overall size matching effect of the support frame 222 and the main frame 221 is reduced. In addition, the support frame 222 is affected by thermal expansion and cold contraction, and the support frames 222 of the two adjacent protection modules 22 will be squeezed each other due to thermal expansion. When the support frames 222 are cooled and contracted, they will move away from each other, causing a large crack to be formed between the main frames 221 of the two protection modules 22 , so that the water flow in the water conveyance channel re-infiltrates the circuit base 1 along the crack, causing damage to the roadbed 1 . Therefore, in one embodiment, when a plurality of protective modules 22 are neatly stacked on the slope of roadbed 1, the “∧”-shaped support frames 222 in each protective module 22 spliced to each other at the same height are butted to each other to form a continuous broken line structure; Starting from one end of the structure, every three "∧"-shaped support frames 222, a first expansion joint 224 is opened at the dome end of the fourth "∧"-shaped support frame 222 to break the support frame 222, and at the end of the fourth "∧"-shaped support frame 222 The first expansion joint 224 is filled with an asphalt layer or a hemp layer.

Considering the connection method of the support frames 222 comprehensively, it is necessary to reserve a margin for the expansion and contraction of the support frames 222 , that is, to form a first expansion joint 224 between the support frames 222 of two adjacent protection modules 22 . However, too many first expansion joints 224 will cause the support frame 222 to be discontinuous, which will reduce the overall structural strength of the protective wall 2 . Therefore, after repeated trials and experiments, it is found that every three supporting frames 222 are separated, and the first expansion joint 224 is broken at the "∧"-shaped tip of the fourth supporting frame 222, and the asphalt with elastic and waterproof properties is passed through. layer or hemp layer for filling. The continuous folding line formed by the support frame 222 has an appropriate expansion and contraction margin while ensuring the overall structural strength. When local expansion or contraction, the expansion and contraction of the first expansion joint 224 can be used to make up for it, reducing the effect of thermal expansion and contraction. Destruction of protective wall 2.

Based on the above solution, in order to avoid the problem of soil erosion during the drainage process, in one embodiment, the drainage port 21 is covered with a non-woven geotextile or a filter screen.

The water outlet 21 is covered with a non-woven geotextile or filter screen for preventing soil erosion; other filter structures that can penetrate water and block sand can also be used.

Non-woven geotextiles are similar to anti-seepage geotextiles. Non-woven geotextiles use non-woven fabrics as the main body, focusing on the penetration function of polymer non-woven fabrics. Due to the fine texture of non-woven fabrics, the pore size is extremely small. The sand is blocked inside the subgrade 1 to avoid soil erosion. The filter also plays a filtering role. The mesh size of the filter screen is smaller than the particle size of the sand, and the sand is blocked to avoid soil erosion.

Compared with non-woven geotextiles, the material and mechanical properties of the filter screen are slightly insufficient, so in this solution, non-woven geotextiles are used to cover the drainage outlet 21 .

Based on the above solution, while diverting and diverting water flow, the slope rate of the anti-seepage geotextile layer 3 should not be too large. The water volume of the anti-seepage geotextile layer 3 decreases, and the amount of water accumulated along the anti-seepage geotextile layer 3 located on the upper layer to the slope of the subgrade 1 increases, which reduces the efficiency of the lower anti-seepage geotextile layer 3, and will aggravate the slope of the subgrade 1. Degree of erosion by water immersion. Therefore, in one embodiment, the gradient of any anti-seepage geotextile layer 3 is 2%-4%.

After a large number of experimental demonstrations, it is concluded that when the slope rate of the anti-seepage geotextile layer 3 is set to 2%-4%, due to the small inclination angle, the water flow along the anti-seepage geotextile layer 3 is slow and soft, and it stays in the anti-seepage geotextile layer. The surface of the cloth layer 3 lasts for a longer time, which can increase the amount of water that penetrates through the anti-seepage geotextile layer 3 and diverts to the lower layer. Excessive accumulation of water on the surface will cause damage to the subgrade 1.

Based on the above scheme, the excess water inside the subgrade 1 filled with soft rock is discharged, and flows along the protective wall 2, and after reaching the ground through the bottom corner of the subgrade 1, in order to avoid the transition of the adjacent ground on both sides of the subgrade 1 Subsidence, peristalsis and other adverse effects occur due to soaking. In one embodiment, a drainage groove 4 is also included; the drainage groove 4 is arranged on the side of the bottom corner of the roadbed 1; The drainage surface 43; the drainage surface 43 is inclined from the bottom corner of the roadbed 1 to the direction of the drainage groove 4, and the gradient of the drainage surface 43 is 2%-4%.

The drainage channel 4 is used to guide the water flow on the side of the roadbed 1 to other safe locations for disposal. In order to ensure the strength of the foundation structure of the subgrade 1, the setting position of the drainage groove 4 needs to be separated from the subgrade 1 in the horizontal direction by a distance. A drainage surface 43 is arranged between the notches of 4, and the drainage surface 43 is inclined from the bottom corner side of the roadbed 1 to the drainage groove 4, so as to promote the flow effect of water. At the same time, in order to prevent the sand, gravel and soil blocks deposited on the drainage surface 43 from flowing into the drainage groove 4 together with the water flow, causing the drainage groove 4 to be blocked, the slope rate of the slope structure of the drainage surface 43 should be maintained at 2%-4%, so that the water flow While flowing along the drainage surface 43 , the frictional force between the sand and soil blocks and the drainage surface 43 is greater than the downward component force generated by gravity along the drainage surface 43 , so that the sand and gravel soil blocks remain stationary on the drainage surface 43 .

Based on the above solution, in order to prevent the water in the drainage groove 4 from infiltrating below the ground, the bottom foundation of the roadbed 1 is eroded, resulting in adverse effects such as ground subsidence and creep. In one embodiment, the drainage groove 4 is composed of several water grooves 41 spliced together, and the length of any water groove 41 is 10m-15m; a second expansion joint 42 is reserved between two adjacent water grooves 41, and the second The expansion joint 42 is filled with an asphalt layer or a hemp layer.

The drainage channel 4 is formed by splicing the water channels 41 formed by precast concrete. When the water channels 41 formed by precast concrete are spliced, considering the influence of thermal expansion and cold contraction, in order to avoid the gap between the adjacent two water channels 41 being too large and water seepage , or the gap between the two adjacent water tanks 41 is too small, which causes the water tanks 41 to be squeezed against each other and the structure is broken. A second expansion joint 42 with a larger distance is arranged between two adjacent water tanks 41 . The second expansion joint 42 is also filled with an asphalt layer or a hemp layer. Due to the large distance between the second expansion joints 42, the adjacent two water tanks 41 expand at the same time without squeezing each other, and the filled asphalt layer or hemp layer can be When the two water tanks 41 are in a normal state or a contracted state, the sealing effect of the joint is maintained to avoid water seepage.

Example 2:

As shown in Figures 1-4, the present invention also discloses a construction method for filling roadbed and drainage structure with soft rock, including a roadbed 1 formed of soft rock filling, a protective wall 2 laid on the slope of the roadbed 1, Several anti-seepage geotextile layers 3 in the subgrade 1 and drainage grooves 4 arranged on the side of the bottom corner of the subgrade 1; For draining the excess water infiltrated inside the roadbed 1 to the slope of the roadbed 1; the protective wall 2 is provided with a drain port 21 for deriving the internal water flow of the roadbed 1, and the protective wall 2 consists of a number of mutually spliced protective modules 22 constitute;

It also includes the following construction steps:

S1. Soft rock pre-disintegration: perform pre-disintegration treatment on the soft rock, so that the particle size of the treated soft rock is less than or equal to 15cm, which is used as the subgrade 1 filler for backup;

S2. Filling subgrade 1: Layer-by-layer construction is used to superimpose the subgrade 1 layer by layer, and the thickness of each layer is 20cm-50cm; in the construction of each layer, paving, watering, drying, rolling crushing, raking are carried out in turn. The loosening and compaction process completes the construction of this layer;

S3. Laying the anti-seepage geotextile layer 3: When the subgrade 1 in the layer-by-layer construction reaches the height of the anti-seepage geotextile layer, roll the top layer of the filled subgrade 1 into an inclined plane, so that the inclined plane is located in the subgrade 1. The side of the axis is higher than the slope side of roadbed 1, and the slope rate is 2%-4%; and the anti-seepage geotextile layer 3 is laid on the slope;

S4, laying the protective wall 2: while step S3 is being carried out, the protective modules 22 are neatly laid layer by layer along the slope of the filled roadbed 1 to form the protective wall 2, and the protective wall 2 is in contact with the anti-seepage geotextile layer 3 The position of the drain outlet 21;

S5. Set up drainage grooves 4; excavate drainage grooves 4 on the ground on the side of the bottom corner of the filled subgrade 1 to divert the water discharged from the slope surface of the subgrade 1 and inside.

Through the above-mentioned scheme, the present invention obtains the following technical effects at least:

In step S1, in order to ensure that the gradation parameters of the soft rock used as the filler are excellent, the soft rock needs to be pre-disintegrated, and the larger rock blocks in the soft rock raw material are broken, so that the maximum particle size of the soft rock filler obtained is not equal. Over 15cm; soft rock blocks with too large particle size are prone to softening and disintegration after encountering water. The space volume that the softened and disintegrated fragments can support is much smaller than the space volume supported by the original rock blocks, resulting in internal holes in roadbed 1. Too much and there is a risk of collapse.

In step S2, in order to ensure that the filler for filling the subgrade 1 can be rolled and compacted, a layered construction method is adopted, and the layers are laid layer by layer. The thickness of each layer should not exceed 50cm, otherwise it will be difficult to carry out secondary screening and crushing of the soft rock filler, resulting in hidden dangers in the subgrade 1. In the construction of each layer, a complete rolling compaction process is used. Among them, after the soft rock filler is spread on the filling position, it is necessary to spray water or dry to adjust the moisture content of the soft rock, which is convenient for subsequent construction. The large-grained rock blocks that have been neglected and untreated in the pre-disintegration are broken by the pre-compression of the road roller. If the number of large-grained briquettes is large, the large-grained rock blocks can be raked out by mechanically installing a loosening rake, and then the remaining grading Appropriate soft rock fill is re-paved and the layer of soft rock fill is compacted by multiple rollings of a road roller.

It is worth mentioning that, in the above S2 step, horn rollers are used for pre-compression, and vibrating smooth rollers are used for compaction. If the compacted filling layer is tested and not up to the standard, the vibratory smooth roller can be replaced with an impact roller for compaction.

In step S3, because the anti-seepage geotextile layer 3 is buried in the roadbed 1, in the process of filling the roadbed 1 layer by layer, when the filling height of the roadbed 1 reaches the height of the anti-seepage geotextile layer 3, That is, the construction of laying the anti-seepage geotextile layer 3 is carried out. The top layer of the filled subgrade 1 part used for laying the anti-seepage geotextile layer 3 is rolled into an inclined plane inclined from the central axis of the subgrade 1 to the slope of the subgrade 1, and the slope rate of the inclined plane is 2%-4%. The anti-seepage geotextile layer 3 is laid on the top surface of the filled subgrade 1 to realize the laying of one layer of anti-seepage geotextile layer 3. It is buried in the subgrade 1 by the above construction method.

In step S4, since each layer of the anti-seepage geotextile layer 3 needs to be matched with a number of drainage ports 21 opened on the protective wall 2, when laying the anti-seepage geotextile layer 3, it is necessary to simultaneously install the anti-seepage geotextile layer 3 on the slope of the roadbed 1. The protective wall 2 is laid, so that after the anti-seepage geotextile layer 3 is laid, the drainage outlet 21 can be accurately positioned and opened on the protective module 22 of the protective wall 2 corresponding to the height.

It is worth mentioning that, in order to improve the drainage efficiency of the drainage outlet 21 and enhance the drainage effect, water blocking edges can be provided on both sides of the drainage outlet 21 to collect the water flow guided by the anti-seepage geotextile layer 3 to the drainage outlet 21 .

In step S5, in order to avoid adverse effects such as settlement and peristalsis caused by excessive immersion of the adjacent ground on both sides of the roadbed 1, the drainage groove 4 is used to guide the water flow on the side of the roadbed 1 to other safe locations for disposal. A drainage groove 4 is provided on the side of the bottom corner of the roadbed 1 .

The present invention provides a construction method for filling the roadbed 1 with soft rock as filler. Through pre-disintegration, crushing, screening and rolling of the soft rock, the soft rock can be used for the filling of the roadbed 1, thereby enriching the roadbed 1. The optional number of construction fill materials. The anti-seepage geotextile in the subgrade 1 and the drainage port 21 on the protective wall 2 ensure smooth internal drainage after the subgrade 1 is filled, reduce the influence of surface water on the stability and strength of the subgrade 1 during the operation period, and reduce the subgrade 1. Risk of uneven settlement and road surface disease. In addition, the method has mature technology, fast and convenient construction, simple structure, and convenient material acquisition, reduces a large number of transportation costs and material costs, and greatly improves the economic benefits of the project.

Various technical features in the above embodiments can be combined arbitrarily, as long as there is no conflict or contradiction between the combinations of features, but due to space limitations, they are not described one by one.

The present invention is not limited to the above-mentioned embodiments. If various changes or modifications of the present invention do not depart from the spirit and scope of the present invention, if these changes and modifications belong to the claims of the present invention and the equivalent technical scope, then the present invention also It is intended to include these changes and variations.

Claims (10)

1. a drainage structure for soft rock filling roadbed, it is characterized in that: comprise the protective wall that is laid and the subgrade surface slope and be buried in some anti-seepage geotextile layers inside the roadbed; any anti-seepage geotextile layer is made of The central axis of the subgrade is inclined to the direction of the subgrade slope; one side edge of any anti-seepage geotextile layer is connected to the inner side wall of the protective wall, and several drainage ports are formed on the protective wall to discharge excess water. 2. The drainage structure for filling roadbed with soft rock according to claim 1, wherein the protective wall comprises a plurality of protective modules which are spliced with each other; The support frame of the main frame is reinforced; the inner area of the main frame is filled with an ecological protection layer. 3. The drainage structure for filling roadbed with soft rock according to claim 2, characterized in that the main frames of the adjacent two protective modules fit together to form a water conveyance channel; the support frame is a "∧" type for Drain the water into the water channel for discharge. 4 . The drainage structure for filling roadbed with soft rock according to claim 3 , wherein the drainage port is opened in the water conveyance channel to discharge the inner layer water of the roadbed into the water conveyance channel. 5 . 5. The drainage structure for filling roadbed with soft rock according to claim 3, characterized in that when several protective modules are neatly stacked on the slope of the roadbed, the "∧" type supports in each protective module spliced with each other at the same height The frames are connected to each other to form a continuous broken line structure; starting from one end of the continuous broken line structure, every three "∧" type support frames are separated, and a first expansion joint is opened at the top end of the arch of the fourth "∧" type support frame to connect the support frame. It is broken, and the first expansion joint is filled with an asphalt layer or a hemp layer. 6 . The drainage structure for filling roadbed with soft rock according to claim 1 , wherein the drainage outlet is covered with a non-woven geotextile or a filter screen. 7 . 7 . The drainage structure for filling roadbed with soft rock according to claim 1 , wherein the slope ratio of any anti-seepage geotextile layer is 2%-4%. 8 . 8 . The drainage structure for filling roadbed with soft rock according to claim 1 , further comprising a drainage groove; the drainage groove is arranged on the side of the bottom corner of the roadbed; between the bottom corner of the roadbed and the drainage groove A drainage surface is provided; the drainage surface is inclined from the bottom corner of the roadbed to the direction of the drainage groove, and the gradient of the drainage surface is 2%-4%. 9 . The drainage structure for filling roadbed with soft rock according to claim 8 , wherein the drainage trough is composed of several water troughs spliced together, and the length of any water trough is 10m-15m; A second expansion joint is reserved, and the second expansion joint is filled with an asphalt layer or a hemp layer. 10. A construction method for filling a roadbed with soft rock and a drainage structure, characterized in that it comprises a roadbed formed by filling with soft rock, a protective wall laid on the slope of the roadbed, a number of anti-seepage geotextile layers embedded in the roadbed and Drainage grooves arranged on the side of the bottom corner of the subgrade; any anti-seepage geotextile layer is inclined from the central axis of the subgrade to the direction of the subgrade slope, which is used to drain the excess water infiltrated inside the subgrade to the subgrade slope; all The protective wall is provided with a water outlet for exporting the internal water flow of the subgrade, and the protective wall is composed of a plurality of protective modules that are spliced with each other; It also includes the following construction steps: S1. Soft rock pre-disintegration: pre-disintegrate the soft rock so that the particle size of the treated soft rock is less than or equal to 15cm, which is used as a roadbed filler for use; S2. Filling the subgrade: the subgrade is formed by superimposing layer by layer in a layered construction method, and the thickness of each layer is 20cm-50cm; in the construction of each layer, paving, watering, drying, rolling crushing, raking, The compaction process completes the construction of this layer; S3. Laying the anti-seepage geotextile layer: When the roadbed in the layer-by-layer construction reaches the height of the anti-seepage geotextile layer, roll the top layer of the filled roadbed into an inclined plane, so that the inclined plane is located on the side of the central axis of the roadbed. On the side of the roadbed slope, the slope rate is 2%-4%; and the anti-seepage geotextile layer is laid on the slope; S4, laying a protective wall: while step S3 is being carried out, the protective modules are neatly laid layer by layer along the slope of the filled subgrade part to form a protective wall, and a drainage outlet is opened at the position where the protective wall is in contact with the anti-seepage geotextile layer; S5. Set up drainage grooves; excavate drainage grooves on the ground on the side of the bottom corner of the filled subgrade part to divert the water discharged from the subgrade slope surface and the interior.

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