CN221822721U - Abutment back roadbed settlement repairing structure - Google Patents

Abstract

The utility model discloses a bridge abutment back roadbed settlement repair structure which comprises a bridge abutment assembly, bridge abutment butt straps, a roadbed filler structure and a pavement paving layer, wherein a layer of reverse filtering geotechnical cloth is arranged on a substrate cushion layer near the ground at the bottom, a drainage sand cushion layer and a geotechnical grid are arranged on the reverse filtering geotechnical cloth, a granule reinforcing layer assembly filled in a reverse stair shape in a circulating way is arranged above the geotechnical grid, the geotechnical grid is arranged on every two granule reinforcing layers, a cement broken stone bonding layer is arranged at the upper part of the uppermost granule reinforcing layer, one side above the cement broken stone bonding layer is provided with the bridge abutment straps, the other side is provided with a second cement broken stone bonding layer, and the other side of the second cement broken stone bonding layer is provided with a 3% cement broken stone stabilizing layer. According to the utility model, the aggregate reinforcing layer and the geogrid are arranged on the abutment back roadbed, so that the deformation resistance of the backfill body is greatly enhanced, the differential settlement between the abutment and the road is effectively reduced, the phenomenon of vehicle jump at the abutment is avoided, the construction period and the cost are greatly reduced, and the backfill body has high popularization and application values.

Description

Abutment back roadbed settlement repairing structure

Technical Field

The utility model belongs to the technical field of road and bridge construction, and particularly relates to a bridge abutment back roadbed settlement repair structure.

Background

Along with the acceleration of the modern process, the construction of high-grade highways and bridges rapidly develops, and the requirements of motor vehicles on road surface flatness are increased, however, the phenomenon of bridge head vehicle jump often occurs at the transition section of roads and bridges, so that the travelling comfort and safety of the travelling are seriously affected, and the vehicle jump can generate huge additional impact on the bridges and roads, thereby aggravating the damage of the roads, even causing serious traffic accidents and endangering the life and property safety.

The root cause of the bridge head jumping phenomenon is the huge rigidity difference between the bridge abutment structure and the abutment back roadbed, the construction of the concrete bridge abutment is mostly cast, the quality of the bridge abutment is compact and uniform, the integrity is good, the rigidity is high, and the energy absorbing performance is poor; the compactness of the roadbed at the back of the bridge is often not guaranteed in actual construction, particularly, the roadbed in a certain range near the bridge abutment is not rolled in the compacting process, so that insufficient compacting is caused, gaps among fillers are not completely eliminated, energy generated by impact action when a vehicle running on the bridge deck punches out of the bridge abutment and enters the road surface is absorbed by the roadbed at the back of the bridge in a large quantity, collapse and settlement are generated, the settlement of the flexible roadbed is larger than that of the rigid bridge abutment, and the differential settlement causes dislocation at the joint.

In road construction, the backfill quality after the abutment is highly valued to reduce differential settlement between the abutment and the roadbed, but the problems of undercompaction of the abutment back roadbed and road surface void are difficult to solve by the traditional crushed gravel rolling backfill method. In order to avoid bridge head jumping, the conventional highway multi-purpose bridge head butt strap is in transition, but the settlement amount of the far platform end of the bridge head butt strap is larger than that of the near platform end, so that the far platform end of the butt strap generates secondary jumping, reflection cracks are caused on the road surface, the service life of the road is reduced, and water permeates into the roadbed from the cracks to aggravate post-construction settlement.

Disclosure of utility model

Aiming at the situation of the problems, the utility model provides a bridge abutment back subgrade settlement repair structure, which solves the technical problems in the background technology.

In order to achieve the above purpose, the technical scheme adopted by the utility model is as follows:

The utility model provides a bridge abutment back of body road bed subsides restoration structure, includes bridge abutment subassembly, bridge abutment strap, road bed filler structure, road surface layer of mating formation, is the road bed filler structure at the lateral part of bridge abutment subassembly, specifically does: the bottom and the right side are base cushion layers, a layer of anti-geotechnical cloth is arranged on the base cushion layer near the ground, a drainage sand cushion layer is arranged on the anti-geotechnical cloth, a geogrid is arranged on the drainage sand cushion layer, a granule reinforcing layer component which is filled circularly in an inverted stair shape is arranged above the geogrid, one side of the granule reinforcing layer component is tightly attached to a bridge abutment component, the length of each granule reinforcing layer from bottom to top is gradually increased to form gradient lines, geogrid is arranged on each two layers of granule reinforcing layers, a cement stone bonding layer is arranged on the upper portion of the uppermost granule reinforcing layer, a bridge head bonding plate is arranged on one side above the cement stone bonding layer, a second cement stone bonding layer is arranged on the other side of the second cement stone bonding layer, a 3% cement stone stabilizing layer is arranged below the 3% cement stone stabilizing layer, a base cushion layer is arranged on the back side of the bridge abutment component, one end of the bridge head bonding plate is built on the bridge abutment, a waterproof layer is arranged on the inner side of the bridge head bonding plate, and two ends of the waterproof layer are plugged by a waterproof layer.

As a further technical scheme of the utility model, the granule reinforcing layer comprises two layers, wherein the lower layer is an aeolian sand layer, the upper layer is a granule layer with good grading, and the two layers are filled in an interactive way.

As a further technical scheme of the utility model, a rubber buffer pad is arranged on a plane formed by the bracket at the back of the table and the cement macadam bonding layer, and the bridge head butt strap is arranged on the rubber buffer pad.

As a further technical scheme of the utility model, the gaps between the bridge head butt strap and the bridge abutment assembly and the joint between the bridge head butt strap and the second cement macadam bonding layer are filled with waterproof materials, geogrids are arranged on the upper surfaces of the two joints, and an elastic thrust block is further arranged at the joint between the bridge head butt strap and the second cement macadam bonding layer.

As a further technical scheme of the utility model, the pavement layer is arranged on the upper surfaces of the abutment assembly, the bridge head butt strap, the second cement macadam bonding layer and the 3% cement macadam stabilizing layer.

As a further technical scheme of the utility model, the cement macadam bonding layer is flush with the upper surface of the back bracket, the second cement macadam bonding layer is flush with the upper surface of the abutment assembly and the upper surface of the bridge head butt strap, and a geogrid is arranged in the middle of the cement macadam bonding layer.

As a further technical scheme of the utility model, the gradient of the gradient line on the other side of the granule reinforcing layer is 1:1.5.

As a further technical scheme of the utility model, one ends of the geogrids at the upper part and the lower part of the granule reinforcing layer are fixedly connected with bolts pre-buried on the abutment assembly, and the other ends of the geogrids are fixed in the soil body of the base cushion layer through U-shaped nails.

As a further technical scheme of the utility model, a PVC pipe is arranged in the drainage sand cushion layer at intervals of 5m along the road passing direction and is used for draining permeated water flow to the main line side ditch.

The implementation method of the abutment back subgrade settlement repair structure comprises the following steps:

S1: measuring the axes and the side lines of the back backfill of the lofting and drawing bench according to a design drawing by using measuring instruments such as a total station;

S2: the construction of the drainage sand cushion layer can be carried out after the base cushion layer is tamped, flattened and laid with the anti-filtration geotechnical cloth and inspected to be qualified, a layer of geogrid is laid on each two layers of granule reinforcing layers from the geogrid on the top surface of the drainage sand cushion layer, cement slurry is sprayed after each layer of granule reinforcing layer is compacted, before the granule reinforcing layer is filled on the geogrid, a layer of coarse sand is laid and carefully paved and flattened, the granule is prevented from directly contacting the geogrid to damage the geogrid, and in order to ensure the compacting effect, each layer of granule reinforcing layer can be paved for a plurality of times, and the loose paving thickness of each time is not more than 30cm until the design elevation is filled;

S3: the cement broken stone bonding layer is filled twice, the cement broken stone bonding layer is filled for the first time and compacted to be flush with the bracket at the back of the table, and a rubber buffer cushion is arranged; the bridge head butt strap is cast in situ or prefabricated in a factory and then assembled on site according to actual engineering requirements, and a gap between the bridge head butt strap and the bridge abutment assembly is filled with a waterproof material; filling a second cement broken stone bonding layer to be flush with the upper surface of the bridge head bonding layer after the bridge head bonding plate is placed, filling a waterproof material at the joint of the bridge head bonding plate and the second cement broken stone bonding layer, and arranging an elastic thrust block;

S4: the gap between the bridge head butt strap and the bridge abutment assembly and the joint of the bridge head butt strap and the second cement broken stone bonding layer are filled with waterproof materials, geogrids are arranged on the upper surfaces of the two parts, a cement stable broken stone layer is arranged behind the second cement broken stone bonding layer, and pavement of a pavement layer is carried out after the completion of the pavement.

By adopting the technical scheme, the utility model has obvious technical effects:

(1) The abutment back roadbed is provided with the granule reinforcing layer, namely aeolian sand and well graded granules are alternately filled and then vibrated and compacted, so that the problem of difficulty in compaction of crushed gravel is solved, meanwhile, slurry is permeated into the pores of the granule layer by using grouting and spraying technologies to generate curing reaction with the gravel granule framework, the degree of compaction of the abutment back filling soil is further improved, and the problem of insufficient compaction of the roadbed backfill body is solved.

(2) The geogrid is paved between the granule reinforcing layers to coordinate the settlement deformation of the backfill body, so that the jump settlement generated at the road bridge transition section is changed into continuous slope settlement, and meanwhile, the injection amount of cement slurry can be reduced, and the construction material cost is reduced.

(3) The utility model can be used for selecting a structure for preventing uneven settlement of the road transition section of the newly-repaired bridge according to actual needs, and can also be used for replacing and filling the roadbed at the back of the platform in the traffic operation period as a measure for repairing the uneven settlement of the road transition section of the existing bridge.

In conclusion, compared with the traditional crushed gravel rolling backfill method, the method has the advantages that the aggregate reinforcing layer and the geogrid are arranged on the abutment back roadbed, so that the deformation resistance of the backfill body is greatly enhanced, the differential settlement between the abutment and the road is effectively reduced, the phenomenon of jumping at the abutment is avoided, the construction period and the cost are greatly reduced, and the method has high popularization and application values.

Drawings

FIG. 1 is a schematic diagram of a settlement repair structure for an abutment back subgrade;

In the figure: 1. a bridge abutment assembly; 11. a table back bracket; 12. a waterproof material; 13. geogrid; 2. bridge head butt strap; 21. a waterproof layer; 22. a rubber cushion pad; 23. an elastic thrust block; 31. a drainage sand cushion layer; 32. a pellet reinforcement layer; 321. a particle layer; 322. a sand layer is deposited by wind; 33. a cement crushed stone bonding layer; 34. 3% cement rubble stabilizing layer; 35. a second cement crushed stone bonding layer; 4. a base cushion layer; 5. and a pavement layer.

Detailed Description

In order to make the objects, technical solutions and advantages of the present utility model more apparent, the technical solutions of the present utility model will be described in detail below. It will be apparent that the described embodiments are only some, but not all, embodiments of the utility model. All other embodiments, based on the examples herein, which are within the scope of the utility model as defined by the claims, will be within the scope of the utility model as defined by the claims.

As shown in fig. 1, the bridge abutment back subgrade settlement repair structure is arranged at the junction of the bridge abutment and the subgrade and comprises a bridge abutment assembly 1, a bridge abutment access board 2, a subgrade filling structure and a pavement layer 5. A layer of reverse filtering geotextile is arranged on the base cushion layer 4 near the ground, a drainage sand cushion layer 31 is arranged on the reverse filtering geotextile, a PVC pipe is arranged in the drainage sand cushion layer 31 at intervals of 5m along the road passing direction, and permeated water flow is discharged to the side ditch of the main line.

The geogrid 13 is paved on the drainage sand cushion 31, one end of the geogrid 13 is fixedly connected with bolts pre-buried on the abutment component 1, the other end of the geogrid 13 is fixed in the soil body of the base cushion 4 by using U-shaped nails, the lap joint width of two adjacent geogrids 13 is not less than 20 cm, the lap joint parts are bound in a zigzag shape by using nylon ropes with smaller extensibility or are connected in other effective modes, and the periphery of the geogrid is fixed by using broken gravel fillers to be matched with the U-shaped nails, so that the retraction deformation is prevented.

The granule reinforcing layer 32 is divided into two layers of alternate filling, the lower layer is an aeolian sand layer 322, the upper layer is a granule layer 321 (gravel, gravelly soil, weathered gravels and the like) with good grading, the maximum grain diameter of the granule cannot exceed 5cm, the plasticity index cannot be more than 12, the CBR value is more than 8, and granules with low strength and poor water stability such as shale, sandstone slag, silty soil and the like cannot be adopted; sprinkling water on the lower bearing layer before paving to moisten the surface of the lower bearing layer, ensuring water supply, meeting the formation of bottom strength, performing cement spraying after reaching a preset compactness, and filling the next granular material reinforcing layer 32 after all compaction; after the granule reinforcing layer 32 is paved twice, the paving requirements of the geogrid 13 are the same as those of the geogrid 13 paved on the drainage sand cushion 31, and the top surface of the filler is required to be smooth before paving each layer of the geogrid. The two layers of granule reinforcing layers 32 and the one layer of geogrid 13 are circularly filled in an inverted stair shape, and the gradient is 1:1.5 until the two layers of granule reinforcing layers are filled to the design elevation.

The cement broken stone bonding layer 33 is filled twice, the compacted cement broken stone bonding layer 33 is filled before the bridge head butt strap 2 is placed and then is flush with the back bracket 11, the second cement broken stone bonding layer 35 is filled after the bridge head butt strap 2 is placed and flush with the upper surface of the bridge head butt strap 2, the geogrid 13 is arranged in the middle position of the cement broken stone bonding layer 33 under the far end of the bridge head butt strap 2, and the 3% cement broken stone stabilizing layer 34 is arranged after the second cement broken stone bonding layer 35.

The bridge head butt strap 2 is designed according to the actual site survey data and the design data in size and specification, a waterproof layer 21 is arranged in the bridge head butt strap, and two ends of the waterproof layer 21 are plugged by plugging blocks; the rubber buffer cushion 22 is arranged on a plane formed by the back bracket 11 and the cement macadam bonding layer 33, so that the impact effect of the vehicle when driving into a road surface is relieved, the bridge head butt strap 2 is placed on the rubber buffer cushion 22, the gap between the bridge head butt strap 2 and the bridge abutment assembly 1 and the joint between the bridge head butt strap 2 and the second cement macadam bonding layer 35 are filled with waterproof materials 12, geogrids 13 are arranged on the upper surfaces of the two positions, and an elastic thrust block 23 is further arranged at the joint between the bridge head butt strap 2 and the second cement macadam bonding layer 35.

The utility model discloses a bridge abutment back subgrade settlement repair structure, which comprises the following steps:

S1: and measuring the axis and the side line of the back backfill of the lofting and drawing bench according to the design drawing by using measuring instruments such as a total station.

S2: the construction of the drainage sand cushion 31 can be carried out after the foundation cushion 4 is compacted, the inverted filter geotextile is laid and inspected to be qualified, a layer of geogrid 13 is laid for each two layers of granule reinforcing layers 32 from the geogrid 13 on the top surface of the drainage sand cushion 31, cement slurry is sprayed after each layer of granule reinforcing layers 32 is compacted, the strength grade of the cement slurry is not lower than 32.5, the cement slurry ratio is preferably 0.40-0.45, when a proper amount of water reducing agent is doped, the cement slurry bleeding rate is reduced to 0.35, the maximum bleeding rate of cement slurry is not more than 3%, the bleeding rate after mixing is controlled to be about 2%, the bleeding rate is fully absorbed by slurry within 24h, a grouting pipe is arranged in a 2m plum blossom type, the burial depth of the grouting pipe is within 25cm so as to ensure the grouting quality, the compacting surface can be gushed out after the grouting, the granule surface is 2 times, the next layer of granule reinforcing layers 32 can be carried out until the whole rear part can be filled, the next layer of granule reinforcing layers 32 is paved each time, before the filling layer 32 is paved, the cement slurry is firstly flattened, the bleeding rate is not more than 30cm is fully paved, the effect of the cement slurry is avoided, the cement slurry is not to be directly paved, the cement slurry is not damaged, and the effect is not fully paved, and the construction is not is ensured, and the thickness of the mortar layer is 30.

S3: the cement broken stone bonding layer 33 is filled and constructed twice, the cement broken stone bonding layer 33 is compacted and is leveled with the bench back bracket 11 for the first time, and the rubber buffer cushion 22 is arranged; the bridge head butt strap 2 is cast in situ or prefabricated in a factory and then assembled on site according to actual engineering requirements, and a gap between the bridge head butt strap 2 and the bridge abutment assembly 1 is filled with a waterproof material 12; after the bridge head bonding plate 2 is placed, the second cement macadam bonding layer 35 is filled until the second cement macadam bonding layer is flush with the upper surface of the bridge head bonding plate 2, and the joint of the bridge head bonding plate 2 and the second cement macadam bonding layer 35 is filled with a waterproof material 12 and provided with an elastic thrust block 23.

S4: the gap between the bridge head butt strap 2 and the bridge abutment assembly 1 and the joint between the bridge head butt strap 2 and the second cement broken stone bonding layer 35 are filled with waterproof materials 12, geogrids 13 are arranged on the upper surfaces of the two parts, a 3% cement broken stone stabilizing layer 34 is arranged behind the second cement broken stone bonding layer 35, and paving of the pavement layer 5 is carried out after the completion of the construction.

In summary, the utility model solves the problem of the lack of compactness of the roadbed backfill body by arranging the granular reinforcing layer and the geogrid on the abutment back roadbed and simultaneously utilizing grouting and guniting technologies, effectively reduces the settlement deformation of the abutment back backfill body, avoids the occurrence of the phenomenon of bridge head jumping, and prolongs the service life of the road.

Finally, it should be noted that: the foregoing description is only a preferred embodiment of the present utility model, and is not intended to limit the scope of the present utility model, but although the present utility model has been described in detail with reference to the foregoing embodiment, it will be apparent to those skilled in the art that modifications may be made to the technical solution described in the foregoing embodiment, or equivalents may be substituted for some of the technical principle features thereof. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present utility model should be included in the protection scope of the present utility model.

Claims (9)

1. The utility model provides a bridge abutment back of body road bed subsides restoration structure, its characterized in that, including bridge abutment subassembly (1), bridge abutment strap (2), road bed filler structure, road surface layer (5) of mating formation, be road bed filler structure at the lateral part of bridge abutment subassembly (1), specifically do: the foundation bed course (4) is arranged at the bottom and the right side, one layer of reverse-filtering geotechnical cloth is arranged on the foundation bed course (4) close to the ground, a drainage sand bed course (31) is arranged on the reverse-filtering geotechnical cloth, a geogrid (13) is arranged on the drainage sand bed course (31), a granule reinforcing layer component which is filled in a reverse-stair-shaped circulation mode is arranged above the geogrid (13), one side of the granule reinforcing layer component is tightly attached to a bridge abutment component (1), the length of each layer of granule reinforcing layer (32) is gradually increased from bottom to top to form a gradient line, each two layers of granule reinforcing layers (32) are provided with the geogrid (13), cement gravel bonding layers (33) are arranged on the upper portion of the uppermost granule reinforcing layer (32), a bridge head ground bridge plate (2) is arranged on one side above the cement gravel bonding layers (33), a second cement gravel bonding layer (35) is arranged on the other side of the bridge head, a 3% cement gravel stabilizing layer (34) is arranged below the 3% cement stabilizing layer (34), the bridge abutment component (1) is provided with a foundation bed course (4), and the bridge abutment blocks (21) are arranged at two ends of the bridge abutment blocks (21) and the bridge abutment blocks (21) are plugged by the two ends.

2. The abutment back subgrade settlement repair structure according to claim 1, wherein said pellet reinforcement layer (32) comprises two layers, the lower layer being an aeolian sand layer (322), the upper layer being a pellet layer (321), the two layers being alternately filled.

3. The bridge abutment back subgrade settlement repair structure according to claim 1, characterized in that a rubber cushion pad (22) is arranged on a plane formed by the abutment bracket (11) and the cement macadam bonding layer (33), and the bridge abutment butt strap (2) is placed on the rubber cushion pad (22).

4. The bridge abutment back subgrade settlement repair structure according to claim 1, characterized in that the joint of the bridge abutment butt strap (2) and the bridge abutment assembly (1) and the joint of the bridge abutment butt strap (2) and the second cement macadam bonding layer (35) are filled with waterproof materials (12), geogrids (13) are arranged on the upper surfaces of the two joints, and an elastic thrust block (23) is further arranged at the joint of the bridge abutment butt strap (2) and the second cement macadam bonding layer (35).

5. The bridge abutment back subgrade settlement repair structure according to claim 1, wherein said pavement layer (5) is provided on the upper surfaces of the bridge abutment assembly (1), the bridge head strap (2), the second cement macadam bonding layer (35) and the 3% cement macadam stabilizing layer (34).

6. The abutment back subgrade settlement repair structure according to claim 1, characterized in that said cement macadam bonding layer (33) is flush with the upper surface of the abutment back bracket (11), said second cement macadam bonding layer (35) is flush with the upper surface of the abutment assembly (1) and the upper surface of the abutment bridge (2), and a geogrid (13) is provided in the middle of the cement macadam bonding layer (33).

7. The abutment back subgrade settlement repair structure according to claim 1, wherein the slope of the slope line on the other side of said pellet reinforcement layer assembly is 1:1.5.

8. The abutment back subgrade settlement repair structure according to claim 1, characterized in that one end of the geogrid (13) at the upper part and the lower part of the granule reinforcing layer (32) is fixedly connected with bolts pre-buried on the abutment assembly (1), and the other end is fixed in the soil body of the base cushion layer (4) through a U-shaped nail.

9. The abutment back subgrade settlement repair structure as claimed in claim 1, wherein a PVC pipe is provided in the drainage sand cushion (31) at intervals of 5m in the road passing direction for draining the permeated water flow to the main line side ditch.