CN110804931A - Treatment method for lifting road surface - Google Patents
Treatment method for lifting road surface Download PDFInfo
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- CN110804931A CN110804931A CN201911116892.0A CN201911116892A CN110804931A CN 110804931 A CN110804931 A CN 110804931A CN 201911116892 A CN201911116892 A CN 201911116892A CN 110804931 A CN110804931 A CN 110804931A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C23/00—Auxiliary devices or arrangements for constructing, repairing, reconditioning, or taking-up road or like surfaces
- E01C23/06—Devices or arrangements for working the finished surface; Devices for repairing or reconditioning the surface of damaged paving; Recycling in place or on the road
- E01C23/10—Devices or arrangements for working the finished surface; Devices for repairing or reconditioning the surface of damaged paving; Recycling in place or on the road for raising or levelling sunken paving; for filling voids under paving; for introducing material into substructure
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- Structural Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a processing method for lifting a road surface, which comprises the following steps: s1, embedding a plurality of grouting pipes in a new roadbed backfilling process; s2, fixing the grouting pipe with the soil body, and continuously backfilling to embed the grouting pipe in the new roadbed; s3, judging whether uneven settlement is generated or not, if so, executing a step S4; s4, connecting the grouting pipe with a grouting machine; and S5, grouting in the grouting pipe, so that the slurry is injected into the new roadbed through a slurry injection hole in the grouting pipe, and the new roadbed is expanded to lift the pavement. By the processing method of embedding the grouting pipe in advance during roadbed backfill construction, when uneven settlement occurs on the road surface, the grouting machine is connected with the grouting interface, and the road surface can be lifted by injecting slurry. The processing method is rapid, convenient and rapid in construction, the geological radar is not needed to determine the grouting position and depth of the grouting area during processing, drilling construction is avoided, damage to the soil body is prevented, and the construction process does not need to block roads and does not hinder traffic.
Description
Technical Field
The invention relates to a processing method for lifting a road surface.
Background
China has huge territory area and numerous urban groups, the highway construction in China is continuously developed for connecting each city, and in recent years, the highway construction obtains huge achievements and the urban road network is developed. In order to cross some dangerous terrains, the highway needs to be spliced with the bridge, the dangerous terrains are crossed through the bridge, a series of problems are easy to occur at the splicing part of the bridge and the highway, and the splicing problem of the bridge foundation and the roadbed is very important. The splicing process can be influenced by various factors, generally, uneven settlement can be generated near the splicing position of the bridge foundation and the subgrade, and if the uneven settlement is large, a series of subgrade disease problems and difficult travelling can be caused. Therefore, it is necessary to take some measures to control differential settlement.
The traditional chemical grouting method for treating uneven settlement is developed for a long time, and in the aspect of grouting materials, cement is poured into a soil body for reinforcement at the earliest time, cement and mortar are mixed and poured, and then the mortar-water glass double-liquid mixed grouting material which is relatively universal at present is obtained; meanwhile, grouting modes are continuously developed, and from early drilling grouting to current automatic grouting, combined treatment aiming at different working conditions is basically realized, for example, splitting grouting, electrochemical grouting and the like can be performed through hydraulic pressure and air pressure. These methods are being improved, but the current research on grouting materials and new combination of processes is not enough, and the above methods have many problems: for example, the construction period is too long, slurry overflow and slurry leakage in the grouting process cause waste, disturbance is generated on the road surface, and the like; at present, the commonly used grouting method in China has the defects that the diffusion of grout is difficult to control, "grouting treatment method for collapse roadbed with multiple karst caves" (Chinese invention patent, application number: 201510585278.4, publication number: 105220590), "repairing method for roadbed subsidence by lateral piling and soil squeezing grouting and precast pile" (Chinese invention patent, application number: 201510162018.6, publication number: 104894936), and the like "treatment method for lifting after bridge head butt strap subsidence" (Chinese invention patent, application number: 201711118742.4, publication number: 108035264), and the methods have long construction period when in use, and need to drill holes to damage soil body in the construction process and need to close road construction.
Disclosure of Invention
The invention aims to solve the technical problem that a method for lifting a road surface through differential settlement in the prior art has the defects of long construction period, damage to a soil body due to drilling and road sealing construction, and provides a method for treating the lifted road surface.
The invention solves the technical problems through the following technical scheme:
a treatment method for lifting a pavement is characterized by comprising the following steps:
s1: in the process of backfilling a new roadbed, a plurality of grouting pipes are embedded;
s2: fixing the grouting pipe and the soil body, and continuously backfilling to embed the grouting pipe in the new roadbed;
s3: judging whether uneven settlement occurs at the joint of the new roadbed and the bridge abutment, if so, executing a step S4;
s4: connecting the grouting pipe with a grouting machine;
s5: and grouting the grouting pipe with slurry, so that the slurry is sprayed into the new roadbed through the grouting pipe, and the new roadbed is expanded to lift the pavement.
In the scheme, the grouting pipe is buried in advance during backfill construction of a new roadbed, and when uneven settlement occurs on the road surface, the grouting machine is connected with the grouting pipe and slurry is injected, so that the road surface can be lifted. The processing method is rapid, convenient and rapid in construction, the geological radar is not needed to determine the grouting position and depth of the grouting area during processing, drilling construction is avoided, damage to the soil body is prevented, and the construction process does not need to be blocked and does not hinder traffic.
Preferably, the slip casting pipe has slip casting portion and diffusion portion that communicate each other, slip casting portion with diffusion portion forms the contained angle that is greater than 0 and less than or equal to 90, slip casting portion be used for with the slip casting machine is connected, be provided with the shooting hole on the diffusion portion.
In this scheme, slip casting portion is connected with the slip casting machine, set up the shooting hole on the diffusion part, during injection thick liquids, thick liquids from shooting the injection hole injection to new road bed, make the lifting road surface more reliable, slip casting portion sets to the contained angle that has more than 0 less than or equal to 90 with the diffusion part, when pre-buried slip casting pipe, be convenient for bury the diffusion part underground the position that does benefit to the lifting road surface and slip casting portion is located the position of being close to the upper surface of new road bed simultaneously, when needs lifting road surface, conveniently seek slip casting portion and be connected with the slip casting machine.
Preferably, the grouting pipe is L-shaped, and a port at one end of the diffusion part, which is far away from the grouting part, is sealed.
In this scheme, the port of keeping away from the one end of slip casting portion on the diffusion part is sealed, and slip casting intraductal pressure when being favorable to guaranteeing the slip casting guarantees impact force and jet velocity that the thick liquids sprayed, is favorable to improving the reliability on lifting road surface.
Preferably, the grouting portion extends upward along the height direction of the new roadbed, and the plane where the grouting portion and the diffusion portion are located is parallel to the end face of the bridge abutment.
Preferably, in step S4, a grouting port is provided at an end of the grouting portion, the end being away from the diffuser portion, and the grouting port is in threaded connection with a grouting hose of the grouting machine.
In this scheme, set up the slip casting interface in slip casting portion, be convenient for be connected with the slip casting machine, when not using, through with the shutoff of slip casting interface, can prevent that roadbed soil from getting into in the slip casting pipe.
Preferably, the grout injecting holes are uniformly distributed on the outer circumferential surface of the diffusion part.
In this scheme, penetrating the thick liquid hole evenly distributed on the outer peripheral face of diffusion portion, when being favorable to injecting thick liquids, thick liquids can evenly spray in the road bed of differential settlement for the inflation of road bed is even, reaches the highly even purpose on lifting road surface.
Preferably, a plurality of layers of the grout injecting holes are arranged on the upper surface of the outer peripheral surface of the diffusion part, each layer of the grout injecting holes comprises a plurality of the grout injecting holes which are uniformly distributed along the axial direction of the diffusion part, and the grout injecting holes of two adjacent layers are arranged in a staggered manner.
In the scheme, the grout injection holes are distributed according to the structure form and are arranged on the upper surface of the outer peripheral surface of the diffusion part, so that when grout is injected, the grout is injected upwards, and the road surface can be lifted more quickly; meanwhile, the grout injecting holes are distributed in the above distribution mode, so that the grout injecting holes are uniformly and densely distributed, and the pavement can be lifted quickly and reliably.
Preferably, a sealing film is arranged at the opening of the grout injecting hole, and the sealing film is a PVC film.
In this scheme, set up the seal membrane at the oral part in shooting thick liquid hole, prevent that road base soil from getting into the intraductal slip casting pipe of jam slip casting when backfilling new roadbed.
Preferably, the grouting pipe is a PVC pipe.
In this scheme, the pipe wall of PVC pipe is smooth, and is very little to the resistance of fluid, and simultaneously, the PVC pipe still has advantages such as intensity is high, corrosion-resistant. The grouting pipe is a PVC pipe, so that the fluidity of the slurry is good when the slurry is sprayed, the slurry is convenient to spray, and the road surface can be reliably lifted; and the grouting pipe is not easy to damage.
Preferably, the method for grouting into the grouting pipe adopts an air pressure split grouting method.
In the scheme, the air pressure splitting grouting is to uniformly inject the slurry capable of solidifying into the rock-soil layer by utilizing air pressure so as to drive away gas and water in cracks of the rock-soil body in the modes of filling, permeating, compacting and the like, fill the position of the crack, and bond the rock-soil into a whole after hardening, so that the foundation is reinforced. The air pressure splitting grouting method can reliably apply pressure to the slurry, is favorable for reliably ejecting the slurry and further lifting the road surface, and has the advantages of increasing the permeability of rock soil and facilitating the slurry to permeate into cracks of rock soil bodies. The splitting grouting method integrates the advantages of the small pile technology and the pressure grouting, so that the bearing capacity of the soil layer is greatly improved, the pile spacing is large, the diameter is small, the replacement rate is low, the bearing capacity of the soil around the pile is fully exerted, and the cost is low.
Preferably, the grouting material is a non-aqueous reaction two-component modified polyurethane high polymer.
In the scheme, the non-aqueous reaction two-component modified polyurethane high polymer has the advantages of high diffusion and expansion speed, high tensile strength and compressive strength, excellent mechanical property and the like, and can generate huge expansion force when used for lifting pavement to compact and reinforce soil around split cracks.
On the basis of the common knowledge in the field, the above preferred conditions can be combined randomly to obtain the preferred embodiments of the invention.
The positive progress effects of the invention are as follows: according to the treatment method for lifting the pavement, the grouting pipe is buried in advance during roadbed backfill construction, and when the pavement is unevenly settled, the grouting machine is connected with the grouting interface and slurry is injected, so that the pavement can be lifted. The processing method is rapid, convenient and rapid in construction, the geological radar is not needed to determine the grouting position and depth of the grouting area during processing, drilling construction is avoided, damage to the soil body is prevented, and the construction process does not need to be blocked and does not hinder traffic.
Drawings
Fig. 1 is a flowchart of a processing method for lifting a road surface according to a preferred embodiment of the invention.
Fig. 2 is a schematic structural view showing the relative positions of the viaduct and the new-old roadbed according to the preferred embodiment of the present invention.
Fig. 3 is a schematic structural diagram of the connection between the grouting machine and the grouting pipe in the new roadbed according to the preferred embodiment of the invention.
FIG. 4 is a schematic structural diagram of a grouting pipe according to a preferred embodiment of the invention.
Fig. 5 is a schematic structural diagram of a hole cover in a grouting pipe according to a preferred embodiment of the invention.
Description of reference numerals:
Grouting pipe 40
Steps S1-S5
Detailed Description
The present invention will be more clearly and completely described below by way of examples and with reference to the accompanying drawings, but the present invention is not limited thereto.
In order to increase the road traffic area and share the traffic pressure, the viaduct is constructed on the old road, and the old roadbed 30 is excavated, the viaduct abutment is buried, and the new roadbed 20 is backfilled. After the vehicle is started for a period of time, the splicing part of the new roadbed 20 and the old roadbed 30 near the bearing platform generates differential settlement which is shown as a wavy road surface in appearance, the phenomenon of vehicle bump at the bridge head is generated when the vehicle passes through, the settlement area of the road surface can be found through field investigation, the settlement reason is mainly that the soil body of the newly backfilled roadbed is not settled stably, and additional settlement is caused by the vehicle load on the surface.
As shown in fig. 1, the present embodiment provides a processing method for lifting a road surface, which includes the following steps:
s1: in the process of backfilling the new roadbed 20, a plurality of grouting pipes 40 are embedded in advance;
s2: fixing the grouting pipe 40 with the soil body, and continuously backfilling to embed the grouting pipe 40 in the new roadbed 20;
s3: judging whether uneven settlement occurs at the joint of the new roadbed 20 and the abutment 10, if so, executing a step S4;
s4: connecting the grouting pipe 40 with the grouting machine 50;
s5: grouting into the grout pipes 40 so that the grout is injected into the new roadbed 20 through the grout pipes 40 to expand the new roadbed 20 to lift the road surface.
The grouting machine 50 is connected to the grouting pipe 40 and grout is injected to lift the road surface when uneven settlement occurs on the road surface by a treatment method of burying the grouting pipe 40 in advance when the new roadbed 20 is backfilled. The processing method is rapid, convenient and rapid in construction, the geological radar is not needed to determine the grouting position and depth of the grouting area during processing, drilling construction is avoided, damage to the soil body is prevented, and the construction process does not need to block roads and does not hinder traffic.
As will be understood by referring to fig. 2 and 4, the grouting pipe 40 has a grouting portion 401 and a diffuser portion 402 which are communicated with each other, the grouting portion 401 forms an included angle of more than 0 ° and 90 ° or less with the diffuser portion 402, the grouting portion 401 is used for being connected with the grouting machine 50, and the grout ejecting hole 4021 is provided on the diffuser portion 402. The grouting pipe 40 is L-shaped, and a port of one end of the diffuser portion 402, which is far from the grouting portion 401, is sealed. The grouted portion 401 extends upward in the height direction of the new road base 20, and the plane in which the grouted portion 401 and the diffusion portion 402 are located is parallel to the end face of the abutment 10. The end of one end of the grouting part 401 far away from the diffusion part is provided with a grouting interface 4011, and the grouting interface 4011 is in threaded connection with a grouting hose 501 of a grouting machine 50.
In this embodiment, before the L-shaped grouting pipe 40 is placed on the new road base 20 to be backfilled, the grouting interface 4011 on the grouting part 401 needs to be plugged with a threaded hole cover 403 to prevent sand from entering the L-shaped grouting pipe 40.
As will be understood by further referring to fig. 4, the grouting portion 401 is connected to the grouting machine 50, and the grouting holes 4021 are formed in the diffuser portion 402, so that when the grout is injected, the grout is injected from the grouting holes 4021 into the new roadbed, so that the lifting of the road surface is more reliable. Grouting portion 401 and diffuser portion 402 set to have and are greater than 0 the contained angle that is less than or equal to 90, when pre-buried slip casting pipe 40, be convenient for bury diffuser portion 402 in the position that does benefit to lifting the road surface and grouting portion 401 is located the position of being close to the upper surface of new road bed 20 simultaneously, when needs lifting the road surface, conveniently seeks grouting portion 401 and is connected with slip casting machine 50. The port at the end of the diffusion part 402 far away from the grouting part 401 is sealed, so that the pressure in the grouting pipe 40 during grouting can be ensured, and the impact force and the injection speed of slurry injection can be ensured. The grouting part 401 is provided with a grouting interface 4011 to facilitate connection with the grouting machine 50, and when the grouting part is not used, the grouting interface 4011 is sealed to prevent roadbed soil from entering the grouting pipe 40.
As will be appreciated with continued reference to fig. 4, the grout holes 4021 are evenly distributed on the outer circumferential surface of the diffuser portion 402. The upper surface of the outer peripheral surface of the diffuser 402 is provided with a plurality of grout holes 4021, each layer of grout holes 4021 comprises a plurality of grout holes 4021 uniformly distributed along the axial direction of the diffuser 402, and the grout holes 4021 in two adjacent layers are arranged in a staggered manner. A sealing film is arranged at the opening part of the grout injection hole 4021, and the sealing film is a PVC film. The grout injection holes 4021 are uniformly distributed on the outer peripheral surface of the diffuser part 402, so that when grout is injected, the grout can be uniformly injected into the roadbed in the differential settlement area 60, the roadbed expands uniformly, and the aim of uniformly lifting the road surface is fulfilled. The grout injection holes 4021 are distributed according to the structural form, and the grout injection holes 4021 are arranged on the upper surface of the outer peripheral surface of the diffusion part 402, so that when grout is injected, the grout is injected upwards, and the road surface can be lifted more quickly; meanwhile, the grout injecting holes 4021 are distributed in the above distribution mode, so that the grout injecting holes 4021 are uniformly and densely distributed, and the pavement can be lifted quickly and reliably. A sealing film is arranged at the opening part of the grout injection hole 4021, so that roadbed soil is prevented from entering the grout injection pipe 40 to block the grout injection pipe 40 when a new roadbed 20 is backfilled.
The grouting pipe 40 is a PVC pipe. The method of grouting into the grouting pipe 40 employs an air pressure split grouting method. The grouting material is a non-aqueous reaction two-component modified polyurethane high polymer. The PVC pipe has smooth pipe wall and small resistance to fluid, and has high strength, high corrosion resistance and other advantages. The grouting pipe is a PVC pipe, so that the fluidity of the slurry is good when the slurry is sprayed, the slurry is convenient to spray, and the road surface can be reliably lifted; and the grout tube 40 is not easily damaged. The air pressure splitting grouting is that slurry capable of being solidified is uniformly injected into a rock-soil layer by utilizing air pressure, so that gas and water in cracks of the rock-soil body are driven away in the modes of filling, permeating, extruding and the like, the position of the crack is filled, and the rock-soil is cemented into a whole after being hardened, so that the foundation is reinforced. The air pressure splitting grouting method can reliably apply pressure to the slurry, is favorable for reliably ejecting the slurry and further lifting the road surface, and has the advantages of increasing the permeability of rock soil and facilitating the slurry to permeate into cracks of rock soil bodies. The splitting grouting method integrates the advantages of the small pile technology and the pressure grouting, so that the bearing capacity of the soil layer is greatly improved, the pile spacing is large, the diameter is small, the replacement rate is low, the bearing capacity of the soil around the pile is fully exerted, and the cost is low. The non-aqueous reaction double-component modified polyurethane high polymer has the advantages of high diffusion expansion speed, high tensile and compressive strength, excellent mechanical property and the like, and can generate huge expansion force when being used for lifting roads to compact and reinforce soil around split cracks.
As will be understood by referring to fig. 2 to 4, in the present embodiment, the depth of backfilling the new roadbed 20 is determined according to the placing depth of the pier cap and the excavation slope angle, and the diffusion radius is estimated according to the characteristic that the non-water reaction type water-insensitive high polymer diffuses in the soil body in a sheet shape, and the buried depth and the spacing are estimated, so as to reduce the number of uses and save the cost. In this embodiment, in the process of backfilling the new roadbed 20 on one side of the abutment 10, the plane where the L-shaped grouting pipe 40 is located is placed parallel to the end face of the abutment 10 along the width direction of the abutment 10, then the L-shaped grouting pipe 40 is firmly bonded to the soil body with an interface agent, and the backfilling is continued so that the L-shaped grouting pipe 40 is embedded in the new roadbed 20, the embedding depth is determined according to the approximate subsidence area, and the embedding depth of all the L-shaped grouting pipes 40 is the same.
As will be understood by referring to fig. 2 to 5, after a period of traffic is passed, it is determined whether uneven settlement occurs between the rigid abutment and the flexible roadbed, and if so, the grouting interface 4011 of the grouting pipe 40 is found and the hole cover 403 is opened. After the cover is opened, a screw cap on the head of a grouting hose 501 of the grouting machine 50 is in threaded connection with a grouting interface 4011 of the L-shaped grouting pipe 40, and it is ensured that no grouting occurs in the high-pressure grouting process. After the grouting machine 50 is connected with the L-shaped grouting pipe 40, the non-aqueous reaction water-insensitive high polymer is injected into the L-shaped grouting pipe 40. In this embodiment, an air pressure splitting grouting method is adopted, so that the non-aqueous reaction water-insensitive high polymer penetrates through the grout injection holes 4021, and penetrates through a PVC film (not shown in the attached drawings) for plugging the grout injection holes 4021 to rapidly inject into a roadbed disease part, and the roadbed disease part is diffused and rapidly expanded to lift the pavement. In the process of lifting the pavement, a precise geological radar is adopted to monitor the diffusion range of the non-aqueous reaction water-insensitive high polymer, grouting is stopped when a preset effect is achieved, so that the pavement is lifted to the original level, the phenomenon of bumping at the bridge head is avoided after treatment, and finally the grouting pipe 40 is left in the soil body to bear the load together.
In the embodiment, the adopted non-aqueous reaction type water-insensitive high polymer is double-component modified polyurethane and is a water-insensitive closed-cell material consisting of double-component foaming bodies, the non-aqueous reaction type water-insensitive high polymer does not react with water, and the volume can be rapidly expanded by 15-20 times within ten seconds, so that the construction time and the grouting amount can be maximally saved. The material density of the two-component modified polyurethane is 100-300 kg/m3The compression strength is 0.8-6.3 Mpa, the compression tensile strength is equivalent, the strength is higher, and the mechanical property is excellent. When the reaction occurs, huge expansion force is generated, and compaction and reinforcement are realized on soil around the split crack.
The number of the L-shaped grouting pipes 40 is determined according to the new road base 20 to be backfilled, in the embodiment, the length of the new road base 20 is about 7.5m, the designed slurry diffusion radius is 0.8m-1.0m, therefore, the range of the distance between the L-shaped grouting pipes 40 is 1.6m-2.0m, therefore, 4L-shaped grouting pipes 40 with the same distance are arranged in the length direction of the new road base 20, and two rows of the L-shaped grouting pipes 40 are arranged in the width direction of the new road base 20.
As will be understood by referring to fig. 3, in the present embodiment, the grouting hoses 501 connected to each grouting pipe 40 are respectively provided with a branch control valve 503 to adjust the grouting pressure appropriately according to the sedimentation condition and the need. The control valve 502 is opened to perform splitting grouting, the grout is sprayed out along the grout injection holes 4021 and permeates into the soil along with the holes, the grouting amount of the serious settlement area is increased, and the grouting amount of the slight settlement area is small. The expansion multiple of the two-component modified polyurethane is 15-20 times in a free state, the initial reaction time is about 20-30 s, the ending expansion time is about 90s, so grouting is carried out for 3 times by adopting 10s, stopping guns for 2s and a single grouting point, a high polymer diffusion range is monitored by adopting a precise geological radar in the treatment process, grouting is stopped when a preset effect is achieved, the road surface is lifted, the uneven settlement zone 60 is restored to the original level, and the grouting pipe 40 is left in the roadbed.
While specific embodiments of the invention have been described above, it will be appreciated by those skilled in the art that this is by way of example only, and that the scope of the invention is defined by the appended claims. Various changes and modifications to these embodiments may be made by those skilled in the art without departing from the spirit and scope of the invention, and these changes and modifications are within the scope of the invention.
Claims (11)
1. A treatment method for lifting a pavement is characterized by comprising the following steps:
s1, embedding a plurality of grouting pipes in the process of backfilling the new roadbed;
s2, fixing the grouting pipe and the soil body, and continuously backfilling to embed the grouting pipe in the new roadbed;
s3, judging whether uneven settlement occurs at the joint of the new roadbed and the bridge abutment, if so, executing a step S4;
s4, connecting the grouting pipe with a grouting machine;
and S5, grouting into the grouting pipe, and injecting slurry into the new roadbed through the grouting pipe so as to expand the new roadbed to lift the pavement.
2. The treatment method for lifting the pavement according to claim 1, wherein the grouting pipe is provided with a grouting part and a diffusion part which are communicated with each other, the grouting part and the diffusion part form an included angle of more than 0 degrees and less than or equal to 90 degrees, the grouting part is used for being connected with the grouting machine, and the diffusion part is provided with a grouting hole.
3. A method of treating an elevated surface of road according to claim 2, wherein the grouting pipe is L-shaped and the port at the end of the diffuser portion remote from the grouting portion is sealed.
4. A method of treating a raised pavement according to claim 2, wherein the grouting portion extends upward in the height direction of the new roadbed, and the plane in which the grouting portion and the diffusing portion are located is parallel to the end face of the abutment.
5. The method of claim 2, wherein in step S4, a grouting port is provided at an end of the grouting portion remote from the diffuser portion, and the grouting port is screwed to a grouting hose of the grouting machine.
6. The treatment method for lifting a road surface according to claim 2, wherein the grout holes are uniformly distributed on the outer circumferential surface of the diffuser portion.
7. The method according to claim 6, wherein a plurality of the grout holes are provided on an upper surface of an outer circumferential surface of the diffuser portion, each of the plurality of grout holes includes a plurality of the grout holes uniformly distributed in an axial direction of the diffuser portion, and the grout holes of adjacent two layers are staggered.
8. The treatment method for lifting road surface according to claim 6, wherein a sealing film is provided at the mouth of the grout hole, and the sealing film is a PVC film.
9. A method of treating an elevated surface of pavement as set forth in claim 1, wherein said grout tube is a PVC tube.
10. A method of treating an elevated surface of a roadway as recited in claim 1, wherein said grouting into said grouting pipe is by air pressure split grouting.
11. A method of treating an elevated pavement as claimed in any one of claims 1 to 10 wherein the grouting material is a non-aqueous reactive two-component modified polyurethane-based polymer.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113622236A (en) * | 2021-08-12 | 2021-11-09 | 温州市市政管理中心 | Roadbed reinforcing device and construction method |
| CN114508015A (en) * | 2022-03-08 | 2022-05-17 | 河南城建学院 | Method for reinforcing and repairing bridge-head bump road surface |
| CN114875732A (en) * | 2021-12-17 | 2022-08-09 | 长沙理工大学 | Embankment settlement prevention structure and method for expressway reconstruction and extension project |
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| CN206267002U (en) * | 2016-12-15 | 2017-06-20 | 中建筑港集团有限公司 | A kind of pre-buried slip casting structure for preventing bumping at bridge-head |
| CN107418189A (en) * | 2017-09-02 | 2017-12-01 | 佛山市北朝源科技服务有限公司 | A kind of inorganic modified polyurethane grouting material |
| CN207739264U (en) * | 2017-12-21 | 2018-08-17 | 广东省水利水电第三工程局有限公司 | A kind of Grouting Pipe |
| CN109162736A (en) * | 2018-10-26 | 2019-01-08 | 中国矿业大学 | A kind of liquid mixed deep hole circulation Application of High pressure Split Grouting method of air-water mud |
| CN109898498A (en) * | 2019-03-20 | 2019-06-18 | 中亿丰建设集团股份有限公司 | A kind of terrace settlement treatment method |
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| CN113622236A (en) * | 2021-08-12 | 2021-11-09 | 温州市市政管理中心 | Roadbed reinforcing device and construction method |
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| CN114508015A (en) * | 2022-03-08 | 2022-05-17 | 河南城建学院 | Method for reinforcing and repairing bridge-head bump road surface |
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Application publication date: 20200218 |