CN210975403U - A treatment structure for high water level soft soil bridgehead subgrade - Google Patents

Abstract

The utility model discloses a high water level weak soil bridgehead road bed's punishment structure, include: a buoyancy body arranged below the underground water level of the soft soil layer and having a bulk density of not more than 1.0g/cm³The floating bodies are arranged at intervals along the passing direction of the road, and each floating body is horizontally arranged along the width direction of the road; the upper part of each buoyancy body is provided with one jacking pipe which is horizontally arranged in the same direction as the buoyancy bodies and is a half part with an opening at one sideThe opening of the top pipe is buckled on the upper surface of the buoyancy body; and the rigid connecting body is connected between the two adjacent jacking pipes. The treatment structure can effectively treat differential settlement of high-water-level soft foundation bridge head subgrades of a newly-built road and an existing road, and solves the problem of bridge head bumping caused by the differential settlement.

Description

A treatment structure for high water level soft soil bridgehead subgrade

technical field

The utility model relates to the technical field of anti-settling treatment of deep soft ground layers in civil engineering, in particular to a treatment structure for high water level soft soil bridgehead subgrades.

Background technique

Due to the characteristics of the soil layer in the deep soft foundation area: high compressibility, low strength, low permeability, slow consolidation, and high sensitivity, when constructing a highway on this basis, if no effective measures are taken to the soft soil beneath it. Under the action of the embankment load, the soft soil layer is consolidated and compressed, resulting in a large settlement, which has a great impact on the safety and comfort of the later operation.

Especially in the subgrade section at the bridgehead, since the bridge pile foundation is often supported on the hard bearing layer below it, there will be no settlement after completion, and the subgrade section at the bridgehead connected to the bridge is affected by factors such as cost, technology, and construction feasibility. The impact of the disease often cannot be adopted in the treatment plan that penetrates into the deep soft grass-roots level. This leads to a large difference in settlement between the bridge head and the subgrade after the highway is completed and operated for a period of time. In order to make the difference not affect the traffic quality, in the existing treatment methods, a certain length of transition is usually set between the bridge and the subgrade at the bridge head. The transition is carried out in succession, thereby alleviating differential settlement.

However, if the thickness of the soft foundation is large (the thickness reaches 50-60m) and the groundwater level is high, according to the theory, the deformation and compression layer (the layer with the additional stress less than or equal to 0.1 times the self-weight stress) is thick, and the bridgehead transition section is set up to deal with it. It is difficult to realize the method in this environment, and conventional treatment measures such as: drainage consolidation + heap load preloading, powder injection piles, high-pressure rotary injection piles, prestressed pipe piles, etc., it is impossible to carry out all the deformation and compression layers. Therefore, in actual construction, only 0.3 to 0.6 times the thickness of the compression layer can be handled. In addition, the control of construction quality is difficult. After completion, there will still be a large amount of post-construction settlement, resulting in serious bridge head jumping.

Therefore, the existing treatment measures cannot achieve satisfactory results in the treatment of differential settlement of such high-water soft-foundation bridgehead subgrades.

Utility model content

In view of this, the present utility model proposes a treatment structure for high water level soft soil bridgehead subgrade to effectively treat the differential settlement of the high water level soft foundation bridgehead subgrade and solve the problem of bridgehead jumping caused by it.

In order to solve the above-mentioned technical problems, the utility model proposes a treatment structure for high water level soft soil bridgehead subgrade, which is arranged in the soil body below the pavement structure layer of the bridgehead subgrade section, which includes:

The buoyant body is arranged in the soil below the groundwater level, and is an impermeable material with a bulk density of not more than 1.0g/cm3. The buoyancy bodies are arranged at intervals along the passage direction of the road, and each buoyant body is along the width of the road. Orientation level setting;

A jacking pipe is provided on the upper part of each of the buoyancy bodies, and is arranged horizontally in the same direction as the buoyancy body. The jacking pipe is a half-pipe structure with an opening on one side, and the opening of the jacking pipe is fastened on the upper surface of the buoyancy body. ;and

Rigid connecting body, connected between two adjacent top pipes.

Further, the buoyancy body is a hollow box structure.

Further, the rigid connecting body includes: a grouting pipe and a mortar board that are horizontally connected at the lower edges of the openings of the adjacent two jacking pipes, the grouting pipe is wrapped in the mortar board, and the pipe wall of the grouting pipe is A plurality of grouting holes are opened on the upper part, and a plurality of grouting pipes are evenly spaced along the length direction of the jacking pipe.

Further, the side wall of the top pipe close to the opening is provided with pipe layout holes, and the pipe layout holes are evenly spaced along the length direction of the top pipe, and the two ends of the grouting pipe are respectively clamped to in the corresponding piping holes of the two adjacent top pipes.

Compared with the prior art, the beneficial effects of the present utility model are:

The utility model adopts the combined structure of jacking pipe and buoyancy body to carry out construction in the subgrade section of the bridgehead with high water level and deep soft foundation; by inserting the thin-walled jacking pipe, the embankment soil in the pipe cavity is replaced, so as to reduce the self-weight of the embankment and pass the The arc top surface of the jacking pipe bears the formation pressure, and the force is uniform, and the integrity of the formation force is better. At the same time, the jacking pipe can be used as a water-passing culvert to discharge the water body in the soft soil and improve the geological environment of the deep soft foundation. And through the arch space provided by the jacking pipe, the later maintenance and re-construction are more convenient; by connecting the two jacking pipes through a rigid connecting body, a whole is formed to ensure common stress and synchronous settlement; On the one hand, the weight of the base layer is reduced, and on the other hand, under the action of groundwater, the buoyant body is subjected to buoyancy, thereby producing an upward force on the embankment and reducing the sinking force; thus, the embankment is And the weight of the foundation on the soft soil layer is greatly reduced, and the subsidence force acting on the deep soft soil layer is greatly reduced, so as to achieve the purpose of controlling the differential settlement of the subgrade at the high water level soft foundation bridgehead, thereby Effectively solve the bridge jumping problem caused by it.

Description of drawings

Fig. 1 is the side view structure schematic diagram of the embodiment of the present utility model along the road passing direction;

Fig. 2 is the structural enlargement schematic diagram of A part in Fig. 1;

FIG. 3 is a schematic cross-sectional structure diagram of FIG. 1 along the B-B section (that is, the road width direction);

Fig. 4 is the structural enlarged schematic diagram of C part in Fig. 3;

Reference number:

1-buoyancy body, 11-buoyancy box, 12-cover plate

2-pipe top, 21-pipe hole,

3- Rigid connecting body, 31- Grouting pipe, 32- Mortar board,

4- Pavement structure layer, 5- Embankment filling, 6- Soft soil layer.

Detailed ways

The embodiments of the technical solutions of the present utility model will be described in detail below with reference to the accompanying drawings. The following embodiments are only used to illustrate the technical solutions of the present invention more clearly, and are therefore only used as examples, and cannot be used to limit the protection scope of the present invention. In the description of the present utility model application, it should be understood that the terms "upper", "lower", "front", "rear", "left", "right", etc., indicate the orientation or positional relationship based on the accompanying drawings The orientation or positional relationship shown is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the components or structures referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a Utility Model Restrictions.

As shown in Figures 1 to 4, in order to solve the problem of differential settlement of high water level soft soil bridgehead subgrade, the present utility model proposes a treatment structure for high water level soft soil bridgehead subgrade, which is suitable for deep soft foundation areas with high groundwater level The construction is carried out, and it is specifically arranged in the soil body below the pavement structure layer 4 of the bridgehead subgrade section, which is prone to differential settlement.

Referring to Fig. 1, the buoyant body 1 is arranged in the soil body below the groundwater level, and is an impermeable material with a bulk density of not more than 1.0g/ ^cm3 , so that a large upward buoyancy can be obtained in a soft soil environment with a high water level, which is used for Combat and reduce subsidence pressure in soft soil environments. Referring to Fig. 2, the buoyant body 1 is preferably a water-impermeable light-weight hollow box structure, so as to more effectively reduce the self-weight of the ground layer and generate a greater upward force on the embankment.

Referring to FIG. 2 , the buoyancy body 1 in this embodiment can be specifically configured as a buoyancy box 11 with an open upper end, and a cover plate 12 is sealed on the buoyancy box 11 to form a hollow box structure, so that the maximum The bulk density of the buoyancy body 1 is reduced to the limit, and the manufacture and construction of the buoyancy body 1 are facilitated.

The above-mentioned buoyancy bodies 1 are arranged at intervals along the passage direction of the road, and each buoyancy body 1 is horizontally arranged along the width direction of the road, thereby forming a plurality of buoyancy providing points.

As shown in Figure 1, one jacking pipe 2 is provided on the upper part of each buoyancy body 1, and is arranged horizontally in the same direction as the buoyancy body 1; at the same time, the jacking pipe 2 is a half-pipe structure with one side open, and the The opening is fastened on the upper surface of the buoyancy body 1 . The embankment soil in the lumen is replaced by the hollow jacking pipe 2, thereby further reducing the weight of the embankment. At the same time, the jacking pipe 2 can be used as a water-passing culvert to discharge the water in the soft soil, improve the geological environment of the deep soft foundation, and pass The arched space provided by the jacking pipe 2 is more convenient for maintenance and re-construction in the later stage; and after the soil is covered in the later stage, the arc top surface of the jacking pipe 2 can bear the formation pressure, and the force is uniform and the integrity of the formation force is better. good.

In this embodiment, the jacking pipe 2 adopts a thin-walled reinforced concrete pipe or a thin-walled steel pipe with a pipe diameter of 0.8m to 1.5m and a pipe wall thickness of about 0.15m to form a thin-walled pipe with high strength, which can meet the strength requirements. To reduce the self-weight to the maximum extent, and replace more embankment soil, reduce the self-weight of the embankment.

Meanwhile, in order to facilitate the arrangement of the rigid connecting body 3 , pipe routing holes 21 can be opened on the side wall of the jacking pipe 2 near the opening, and a plurality of the pipe routing holes 21 can be evenly spaced along the length direction of the jacking pipe 2 .

Referring to FIG. 1 and FIG. 3 , a rigid connecting body 3 is connected between two adjacent jacking pipes 2 to form a whole of each jacking pipe 2 to ensure common stress and synchronous settlement.

Referring to Figures 3 and 4, the best form of the rigid connecting body 3 is a plate-like structure horizontally connected to the lower edge of the opening of the top pipe 2, so as to provide excellent force and structural stability for the surrounding soft soil. Specifically to this embodiment, the rigid connecting body 3 includes: a grouting pipe 31 and a mortar board 32 horizontally connected to the lower edges of the openings of the adjacent two jack pipes 2 , the grouting pipe 31 is wrapped in the mortar board 32, A plurality of grouting holes are opened on the pipe wall of the slurry pipe 31 , and a plurality of grouting pipes 31 are evenly spaced along the length direction of the jacking pipe 2 . In the specific implementation, the two ends of the grouting pipe 31 can be clamped into the corresponding pipe holes 21 of the two adjacent jacking pipes 2 respectively, and then the mortar is poured through the grouting pipe 31, and the mortar is poured from the grouting pipe 31. The hole penetrates deep into the surrounding soft soil, and is finally consolidated to form a mortar board 32 .

Of course, in the case of excavation construction, the construction of the rigid connector 3 can be directly cast in the form of reinforced concrete. Now, a reinforced cage is set between the two adjacent jacking pipes 2 as a skeleton, and then mortar or concrete is poured to form a connection between the two roofs. The plate-like structure of the pipe 2 is sufficient, the structure is stable, and the construction is convenient.

The above-mentioned treatment structure is constructed in the subgrade section of the high water level and deep soft foundation bridgehead. Force and synchronous subsidence; on the one hand, the self-weight of the stratum is reduced by the jacking pipe 2 and the buoyant body 1; As a result, the dead weight of the embankment and the foundation on the soft soil layer 6 is greatly reduced, and the subsidence force acting on the deep soft soil layer 6 is greatly reduced, thereby achieving the control of the high water level soft foundation bridgehead subgrade The purpose of differential settlement, so as to effectively solve the problem of bridge head jumping caused by it.

The above-mentioned treatment structure for high-water-level soft soil bridgehead subgrade can be applied to the treatment of newly-built high-water-level soft soil bridgehead subgrade, with strong construction operability and simple process. The specific construction method includes the following steps:

S11. Excavate the high water level soft ground in the bridgehead section, excavate to the depth near the groundwater level of the soil body, and further excavate the foundation pit. The foundation pit runs horizontally along the width of the road and is evenly spaced along the road direction Excavate multiple, thereby providing multiple spaces for burying the buoyant body 1;

S12. A buoyant body 1 is correspondingly buried in each foundation pit; the buoyancy body 1 used in this step preferably adopts the structure of the buoyancy box 11 and the cover plate 12. During construction, it is necessary to place an open top in the foundation pit first. The buoyancy box 11, and then pour or install a reinforced concrete slab on the upper part of the buoyancy box 11, and seal the buoyancy box 11 to form a lightweight, hollow, and impermeable buoyant body 1;

S13. Place a jacking pipe 2 above each buoyancy body 1, and the lower side of the jacking pipe 2 is opened and fastened to the upper surface of the buoyancy body 1;

S14. Connect the two adjacent jacking pipes 2 through the rigid connecting body 3; for the on-site construction of the rigid connecting body 3, a rigid support can be connected between the lower edges of the openings of the adjacent two jacking pipes 2 first, and the rigid support can be The commonly used steel cage can also directly use the grouting pipe 31 in the aforementioned treatment structure, and connect the grouting pipe 31 to the jacking pipe 2 on one side, and then pour mortar or concrete to form a plate-like structure connecting the two jacking pipes 2. Can;

S15. Fill in the embankment filler in the excavated part to form a subgrade whose rigidity meets the requirements and matches the height of the embankment.

So far, the treatment of the high water level soft soil bridgehead subgrade in the new highway environment has been completed. After that, as in conventional highway construction, pavement structure layer 4 is laid on the upper surface of the subgrade, and the bridgehead and the road surface can be connected.

At the same time, the aforementioned treatment structure of the high-water-level soft soil bridgehead subgrade is also very suitable for the trenchless treatment of the high-water-level soft soil bridgehead subgrade of the existing highway. Vehicle problems, the specific construction methods are as follows:

S21. Push the circular pipe body near the groundwater level of the embankment soil body at the bridgehead section, so that the circular pipe body horizontally penetrates the road embankment along the width direction of the road, and the circular pipe bodies are evenly spaced along the traffic direction of the road; it needs to be explained here However, due to the environment of high water level and soft soil layer, the road embankment is artificially filled during construction, and after long-term rolling after operation, the soil mass of the embankment has obvious differences in severity, that is, As shown in Figure 1, the soil above the groundwater level is relatively tight, and this situation is similar to the embankment formed by the artificial embankment filling in step S15 during the treatment and construction of the newly built high-water-level soft soil bridgehead subgrade. Of course, it may also be formed naturally by the rolling of vehicles, but those skilled in the art habitually call this part of the soil body as embankment fill 5, and the soil body below the groundwater level, due to the high water content, soil It is called soft soil layer 6 because the body softens and still maintains the soft soil quality;

In this step, the specific jacking method of the circular pipe body can be carried out by means of pressure jacking, pipe ramming hammer hammering, etc. commonly used in infrastructure construction; and the circular pipe body used here can be a complete thin-walled reinforced concrete Pipe, such a complete pipe body has pre-set pipe routing holes 21 on the middle pipe wall on both sides, and the pipe routing holes 21 are evenly spaced along the length direction of the pipe body; the round pipe body can also be two half pipes For the combined pipe assembled by the structure, the two half pipes are arranged in the upper and lower positions when they are jacked in. The pipe body is also provided with pipe routing holes 21. The pipe routing holes 21 are specifically opened on the upper half pipe body, and the position is close to the half pipe body. The lower edge of the pipe body is opened, and a plurality of them are equally spaced along the length direction of the half pipe;

S22. Remove the soil in the circular tube;

S23. Drive the rigid connecting body 3 into the soil outside the cylindrical body through the preset piping holes 21 on the pipe wall in the middle of both sides of the cylindrical body, so that the two adjacent cylindrical bodies are connected by the rigid connecting body 3 as In the on-site construction, the following method is preferably used: first, drive the grouting pipe 31 into the outer soil through the pipe distribution hole 21 on the circular pipe body, and insert the other end of the grouting pipe 31 into the cloth on the adjacent circular pipe body. In the pipe hole 21, the mortar is poured through the grouting pipe 31, so that the mortar penetrates into the soil through the grouting hole on the pipe wall of the grouting pipe 31, especially into the soft soil layer 6, and multiple grouting pipes 31 The surrounding mortar is connected into one piece to form a tiled shape, and the mortar solidifies to form a rigid connection body 3 that fixedly connects the circular pipe body, the grouting pipe 31 and the soil body;

S24. Remove the pipe wall below the rigid connecting body 3 of the circular pipe body, so that the circular pipe body forms the jacking pipe 2 of the semi-tubular arch structure; in this step, if the complete thin-walled reinforced concrete pipe is used in step S21 , then the pipe wall of the circular pipe body below the rigid connecting body 3 is broken to form a semi-tubular top pipe 2; if the combined pipe assembled by two half-pipe structures is used in step S21, the lower part is extracted. Half-pipe body, the upper half-pipe body can be used as the top pipe 2;

S25. Excavate the soil body below the jacking pipe 2 (specifically, the soft soil layer 6 shown in FIG. 1 ) to form a foundation pit that runs horizontally along the width direction of the road. The size of the foundation pit should be adapted to the size of the buoyant body 1 ;

S26. Place the buoyant body 1 into the foundation pit, so that the upper surface of the buoyancy body 1 is pressed against the lower part of the jacking pipe 2 and part of the rigid connecting body 3 .

It should be noted that the above preferred embodiments are only used to illustrate the technical solutions of the present utility model, but not to limit them; although the present utility model has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that: The technical solutions described in the foregoing embodiments can still be modified, or some or all of the technical features thereof can be equivalently replaced; and these modifications or replacements do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention , which shall be included in the scope of the claims and description of the present invention.

Claims (4)

1. The utility model provides a high water level weak soil bridgehead road bed's punishment structure, sets up in the soil body of bridgehead road bed section road surface structure layer below, its characterized in that includes:

a buoyancy body arranged in the soil body below the underground water level and having a volume density of not more than 1.0g/cm³The floating bodies are arranged at intervals along the passing direction of the road, and each floating body is horizontally arranged along the width direction of the road;

the upper part of each buoyancy body is provided with one jacking pipe which is horizontally arranged in the same direction as the buoyancy bodies, the jacking pipes are of a half-pipe structure with one side opened, and the openings of the jacking pipes are buckled on the upper surfaces of the buoyancy bodies; and

and the rigid connecting body is connected between the two adjacent jacking pipes.

2. The treatment structure of a high water level soft soil bridgehead subgrade according to claim 1,

the buoyancy body is a hollow box structure.

3. The treatment structure of a high water level soft soil bridgehead subgrade according to claim 1,

the rigid connector includes: the grouting pipe and the mortar board are horizontally connected to the lower edges of the openings of the two adjacent jacking pipes, the grouting pipe is coated in the mortar board, a plurality of grouting holes are formed in the pipe wall of the grouting pipe, and the grouting pipes are uniformly arranged at intervals along the length direction of the jacking pipes.

4. The treatment structure of a high water level soft soil bridgehead subgrade according to claim 3,

the side wall of the top pipe, which is close to the opening, is provided with a plurality of pipe distribution holes, the pipe distribution holes are uniformly arranged at intervals along the length direction of the top pipe, and two ends of the grouting pipe are respectively clamped in the corresponding pipe distribution holes of two adjacent top pipes.

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