CN112982372A - Inner drilling pipe insertion pipe compaction grouting reinforcement method based on pipe gallery bottom plate cavity - Google Patents
Inner drilling pipe insertion pipe compaction grouting reinforcement method based on pipe gallery bottom plate cavity Download PDFInfo
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- CN112982372A CN112982372A CN202110265545.5A CN202110265545A CN112982372A CN 112982372 A CN112982372 A CN 112982372A CN 202110265545 A CN202110265545 A CN 202110265545A CN 112982372 A CN112982372 A CN 112982372A
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- 238000000034 method Methods 0.000 title claims abstract description 63
- 238000005553 drilling Methods 0.000 title claims abstract description 35
- 230000002787 reinforcement Effects 0.000 title claims abstract description 27
- 238000005056 compaction Methods 0.000 title claims abstract description 23
- 238000003780 insertion Methods 0.000 title claims description 9
- 230000037431 insertion Effects 0.000 title claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 48
- 239000010959 steel Substances 0.000 claims abstract description 48
- 239000002002 slurry Substances 0.000 claims abstract description 23
- 239000002689 soil Substances 0.000 claims abstract description 19
- 238000007789 sealing Methods 0.000 claims abstract description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 9
- 239000011440 grout Substances 0.000 claims abstract description 8
- 238000005520 cutting process Methods 0.000 claims abstract description 7
- 238000007569 slipcasting Methods 0.000 claims abstract description 6
- 238000003466 welding Methods 0.000 claims abstract description 6
- 239000004568 cement Substances 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 238000002627 tracheal intubation Methods 0.000 claims description 5
- 239000011398 Portland cement Substances 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 2
- 230000035515 penetration Effects 0.000 claims 1
- 238000005728 strengthening Methods 0.000 claims 1
- 230000007547 defect Effects 0.000 abstract description 4
- 230000008595 infiltration Effects 0.000 abstract description 3
- 238000001764 infiltration Methods 0.000 abstract description 3
- 230000006378 damage Effects 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 11
- 230000000694 effects Effects 0.000 description 8
- 239000007788 liquid Substances 0.000 description 3
- 238000005067 remediation Methods 0.000 description 3
- 238000004140 cleaning Methods 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 1
- 235000017491 Bambusa tulda Nutrition 0.000 description 1
- 241001330002 Bambuseae Species 0.000 description 1
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 239000011425 bamboo Substances 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000002940 repellent Effects 0.000 description 1
- 239000005871 repellent Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
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- Chemical & Material Sciences (AREA)
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- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses an inner drilling and inserting pipe compaction grouting reinforcement method based on a pipe gallery bottom plate cavity, which comprises the following steps: positioning and marking grouting hole points on the bottom plate of the pipe gallery; placing a steel plate at the marked point position and fixing the steel plate by using expansion bolts, and forming a hole in the center of the steel plate, wherein the hole diameter is not smaller than that of the grouting hole; drilling a central opening of the steel plate downwards to penetrate through the bottom plate of the pipe gallery to form a hole by a grouting hole, and forming the hole to the bottom of the cushion layer of the bottom plate; inserting a grouting pipe into the formed grouting hole, and compacting the gap around the grouting pipe; high-pressure grouting is carried out in the grouting pipe, and grouting slurry is pressed into the soil layer below the bottom plate of the pipe gallery to compact the soil layer; and when the grout in the grouting hole is solidified and has no water leakage, cutting off the grouting pipe along the upper opening of the steel plate, and welding and sealing the grouting hole by adopting a plugging plate. The problem of cavities in the bottom plate of the pipe gallery is solved; eliminate utility tunnel structure quality hidden danger to remedy the bottom plate cavity defect through slip casting reinforcement mode, prevent that utility tunnel later stage from taking place infiltration and crack structure destruction phenomenon and taking place.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a pipe gallery bottom plate cavity-based inner drilling and pipe inserting pipe compaction grouting reinforcement method.
Background
With the vigorous development of municipal infrastructure, the construction projects of the comprehensive pipe gallery in China are like bamboo shoots in spring after rain; however, for the construction of the comprehensive pipe gallery with the underground space structure, the cavity of the bottom plate of the pipe gallery is a common fault faced by the comprehensive pipe gallery, and particularly, the influence is more obvious for soft soil geology and some coastal impact mud pond geology; in addition, in the piping lane work progress, the construction rainy season and the intermittent type nature of relevant operation all can aggravate the enlargement of piping lane bottom plate cavitation. Piping lane bottom plate cavity formation reason lies in the serious loss of appearance direct influence piping lane bottom plate soil and water of piping lane foundation ditch infiltration, and the balanced system of mechanics of interact is broken between the soil and water to lead to the piping lane to take place to gush the sand phenomenon at construction bottom plate in-process, lead to the piping lane bottom plate to come to nothing, finally influence the safe quality system and the functional usability of whole piping lane structure.
When facing the piping lane cavity problem, at present, usually adopt geological drilling rig pore-forming retreat formula compacting slip casting mode on the ground, carry out high-pressure slip casting in the drilling of piping lane outside, thereby its thick liquid reaches the bottom plate cavity sealing effect through SMW worker method stake and piping lane side wall structure diffusion to the piping lane bottom.
However, such conventional methods have the following drawbacks: (1) the method depends on a slurry diffusion mode, and has the advantages of long slurry conveying path, low grouting efficiency and long operation duration; (2) the grouting flow is small, and a good remediation effect cannot be achieved for the defect of a large cavity of the bottom plate of the pipe gallery; (3) the mode easily causes the pipe blockage phenomenon in the implementation process, and pipe cleaning treatment is needed, so that the continuity of grouting operation is influenced, and the work load of operators is increased.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides an inner drilling and intubation compaction grouting reinforcement method based on a pipe gallery bottom plate cavity, which aims to solve the problem of the pipe gallery bottom plate cavity; eliminate utility tunnel structure quality hidden danger to remedy the bottom plate cavity defect through slip casting reinforcement mode, prevent that utility tunnel later stage from taking place infiltration and crack structure destruction phenomenon and taking place.
In order to realize the technical effects, the invention adopts the technical scheme that:
an inner drilling and inserting pipe compaction grouting reinforcement method based on a pipe gallery bottom plate cavity comprises the following steps:
positioning grouting hole point positions on a pipe gallery bottom plate at intervals in the longitudinal direction of the mileage of the pipe gallery and marking;
placing a steel plate at the marked point position and fixing the steel plate by using expansion bolts, and forming a hole in the center of the steel plate, wherein the hole diameter is not smaller than that of the grouting hole;
drilling downwards through the pipe gallery bottom plate in the central opening of the steel plate to form a hole through a grouting hole, and forming the hole to the bottom of the bottom plate cushion layer;
inserting a grouting pipe into the formed grouting hole, and compacting the gap around the grouting pipe;
high-pressure grouting is carried out in the grouting pipe, and grouting slurry is pressed into the soil layer below the bottom plate of the pipe gallery to compact the soil layer;
and when the grout in the grouting hole is solidified and has no water leakage, cutting off the grouting pipe along the upper opening of the steel plate, and welding and sealing the grouting hole by adopting a plugging plate.
As a preferred technical scheme of the grouting reinforcement method, before the step of placing the steel plate and fixing the steel plate by using the expansion bolts, the method further comprises the following steps of:
cutting and chiseling the top surface of the pipe gallery bottom plate at the marked point position to obtain a groove with the shape consistent with that of the steel plate;
and fixing the steel plate at the bottom of the groove through an expansion bolt.
As a preferable technical scheme of the grouting reinforcement method, a rubber pad is placed at the bottom of the steel plate.
As a preferred technical scheme of the grouting reinforcement method, before the step of forming the hole by the grouting hole, the method further comprises the following steps of: and carrying out waterproof treatment on the marked point positions.
As a preferred technical solution of the grouting reinforcement method of the present invention, the aperture of the central opening of the steel plate is larger than the aperture of the grouting hole, the grouting pipe includes a small-diameter pipe section and a large-diameter pipe section, the outer diameter of the small-diameter pipe section is consistent with the aperture of the grouting hole, the large-diameter pipe section is integrally formed at the upper end of the small-diameter pipe section and has an outer diameter consistent with the aperture of the central opening of the steel plate, and the lower end of the small-diameter pipe section is not higher than the bottom of the bottom plate cushion layer.
As a preferred technical scheme of the grouting reinforcement method, a grouting connecting pipe opening and a pressure valve are arranged on the large-pipe-diameter pipe section.
As a preferable technical scheme of the grouting reinforcement method, the grouting slurry is prepared from PO42.5 ordinary portland cement.
As a preferable technical scheme of the grouting reinforcement method, the grouting pressure is 3.0-5.0 MPa, and the water-cement ratio of grouting slurry is 0.50.
As a preferred technical scheme of the grouting reinforcement method, after the step of welding and sealing the grouting hole by adopting the plugging plate, the method further comprises the following steps: and pouring fine stone concrete to fill the grooves in the bottom of the pipe gallery.
As a preferred technical scheme of the grouting reinforcement method, in the step of performing high-pressure grouting in the grouting pipe, grouting is completed one by one according to the longitudinal direction of the mileage of the pipe gallery.
The method has the advantages that grouting holes are scientifically distributed on the pipe gallery bottom plate according to local conditions and are measured and positioned according to the cavity conditions of the pipe gallery bottom plate in different degrees, the inner drilling hole insertion pipe compaction equipment is installed on the part to be drilled, and the configured cement slurry is continuously operated through the grouting pipes; and sequentially performing grouting operation according to the hole positions in the grouting process, and finally, solidifying the grout in the grouting holes to finish the grouting operation. The method for reinforcing the inner drilling hole by inserting the pipe and performing compaction grouting has the advantages that: (1) the method has short grouting slurry conveying path and high operation efficiency; (2) the method has the advantages that the opening depth of the grouting hole is small, the operation time is shortened, and the construction cost is saved; (3) the method has the advantages of large grouting flow, strong slurry conveying continuity and high floor cavity remediation quality; (4) the method avoids the influence of the separability of the cement-soil mixing pile and the side wall, and the pipe blockage phenomenon is not easy to occur.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic longitudinal section view of a grouting of a bottom plate of a pipe gallery in the method for reinforcing the inner drilling, inserting and compacting grouting of the pipe in the embodiment of the invention.
Fig. 2 is an enlarged schematic view of the node a in fig. 1.
Fig. 3 is a schematic plan view of a grouting hole position of a bottom plate of a pipe gallery in the embodiment of the invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1-3, the invention provides a pipe gallery bottom plate cavity-based inner drilling pipe insertion pipe compaction grouting reinforcement method, which is used for solving the problem of the pipe gallery bottom plate cavity; the method for remedying the cavity of the pipe gallery bottom plate adopts an inner drilling hole insertion pipe compaction grouting mode, grouting holes are distributed on the pipe gallery bottom plate 11 for drilling and grouting, and hole sealing and grouting work are completed after slurry is solidified.
Inside 11 structures of pipe gallery bottom plate, handle through the mode of bottom plate drilling high pressure slip casting, mainly be through high pressure with liquid grout liquid notes (press) go into inside the soil layer to reach closely knit soil layer, improve soil layer performance, improve effects such as ground bearing capacity and soil body fill, main reinforcement scope is around the pipe gallery bottom plate.
Specifically, the invention relates to a pipe gallery bottom plate cavity-based inner drilling and intubation compaction grouting reinforcement method, which comprises the following steps:
firstly, positioning grouting hole points 12 on a pipe gallery bottom plate 11 at intervals according to the longitudinal direction of the mileage of the pipe gallery and marking;
specifically, a temporary grouting hole point 12 is arranged on a bottom plate of the pipe gallery according to a length of 10 m in the longitudinal direction by using the gauge on site, and is marked by red paint. If the point position cannot be grouted in the construction process, other point positions can be adjusted according to actual conditions to continue hole patching. During actual construction, point positions and quantity of grouting holes are adjusted according to grouting effects, and when soil is loose and grouting is smooth, the grouting holes can be encrypted.
Placing a steel plate 13 at the marked point position 12, fixing the steel plate by using an expansion bolt 131, and opening a hole in the center of the steel plate, wherein the hole diameter is not smaller than that of the grouting hole;
before that, cutting and chiseling the top surface of the pipe gallery bottom plate 11 at the marked point position to obtain a groove 14 with the shape consistent with that of the steel plate 13, wherein if the steel plate 13 is a rectangular steel plate, the groove 14 is also a rectangular groove, and the size of the steel plate 13 is consistent with that of the groove 14; then, a rubber pad and a steel plate 13 are placed on the bottom of the recess 14 and fixed by an expansion bolt 131.
Thirdly, drilling a pipe gallery bottom plate 11 downwards in the central opening of the steel plate 13 to form a hole through a grouting hole, and forming the hole to the bottom of a bottom plate cushion layer 15 below the pipe gallery bottom plate 11;
specifically, before formally drilling gallery bottom plate 11, carry out water repellent according to the position of mark earlier and set up, set up and adopt the electric drill to bore through gallery bottom plate 11 and carry out the pore-forming after accomplishing, drilling diameter 30mm, drilling depth is in order to get into the bottom of the bottom plate bedding.
Inserting a grouting pipe 16 into the formed grouting hole, and compacting gaps around the grouting pipe;
specifically, the grouting pipe 16 is manufactured by seamless steel pipe and is driven into the soil area to be grouted from the opening of the bottom plate of the pipe gallery according to the design requirement. A seamless steel pipe with the diameter of 30mm and the wall thickness of 4mm is adopted, and the length of the grouting pipe 16 is set according to the depth of a drilled hole. After the grouting pipe 16 is put in place, the gap around the grouting pipe 16 is compacted, and grouting is started after the completion.
The hole diameter of the central hole of the steel plate 13 is slightly larger than the hole diameter of the grouting hole, the grouting pipe 16 comprises a small-diameter pipe section 161 and a large-diameter pipe section 162, the outer diameter of the small-diameter pipe section 161 is consistent with the hole diameter of the grouting hole, the large-diameter pipe section 162 is integrally formed at the upper end of the small-diameter pipe section 161, the outer diameter of the large-diameter pipe section is consistent with the hole diameter of the central hole of the steel plate 13, and the lower end of the small-diameter pipe section 161 is suitable to extend into the bottom of the bottom plate cushion layer. Preferably, the upper end of the large-diameter pipe section 162 extends upward beyond the top surface of the pipe gallery floor 11 and is provided with a grouting nozzle 163 and a pressure valve 164, the grouting nozzle 163 being used in conjunction with a grouting machine, the grouting rate of the grouting pipe being controlled by the pressure valve 164. After the grouting pipe is put in place, the lower opening of the large-pipe-diameter pipe section 162 and the central opening of the steel plate 13 are welded tightly, and grouting is started after the completion. On the one hand, the compacting effect is better, and on the other hand, the center hole of the steel plate 13 can be utilized to play a certain degree of horizontal positioning effect on the grouting pipe.
Fifthly, high-pressure grouting is carried out in the grouting pipe 16, and grouting slurry is pressed into the soil layer below the pipe gallery bottom plate 11 to compact the soil layer;
specifically, the grouting machine can be opened for grouting after all work is done, when the grouting pressure is continuously stable, no grouting is performed, the grouting amount is small, or grouting is discharged from an exhaust hole, grouting can be stopped, an orifice valve is closed, and then a pipeline is dismantled and cleaned to enter the next hole for construction.
The grouting slurry is cement slurry prepared by PO42.5 ordinary portland cement. The grouting working pressure is generally about 3.0-5.0 MPa, and the water-cement ratio is 0.50. The slurry can be injected by pressure only after being fully and uniformly stirred by the stirrer, and the slurry is continuously and slowly stirred in the grouting process, wherein the stirring time is less than the initial setting time of the slurry.
And step six, when the grout in the grouting hole is solidified and no water leakage exists, cutting off the grouting pipe 16 along the upper opening of the steel plate 13, and welding and sealing the grouting hole by adopting a sealing plate which can be a steel plate with a smaller size.
Specifically, when grout in the grouting holes is solidified and the positions of the grouting holes are free of water leakage, the grouting pipes are cut off along the upper openings of the large steel plates, the small steel plates are adopted to weld and seal the grouting holes, and then the fine aggregate concrete recovery pipe gallery bottom plates and the upper leveling layers are poured. And cleaning and clearing the peripheral concrete to finish grouting work.
According to the internal drilling pipe insertion pipe compaction grouting method adopted based on the problem of the cavity of the pipe gallery, grouting holes are scientifically distributed on the bottom plate of the pipe gallery according to local conditions and are measured and positioned according to the cavity conditions of different degrees of the bottom plate of the pipe gallery, internal drilling pipe insertion pipe compaction equipment is installed on a position to be perforated, and drilling, pipe connection and slurry preparation are completed; carrying out continuous operation on the prepared cement slurry through a grouting pipe; and sequentially performing grouting operation according to the hole positions in the grouting process, and finally, solidifying the grout in the grouting holes to finish the grouting operation.
The method for reinforcing the inner drilling hole insertion pipe by compaction grouting has the advantages that:
(1) compared with the traditional grouting mode for repairing the cavity of the bottom plate, the grouting operation surface of the method is the bottom plate of the pipe gallery, the drilling depth is low, the construction workload is reduced, the construction efficiency is improved, the operation time is shortened, and the construction cost is saved;
(2) compared with the traditional method, the grouting flow of the method is large, and the overall repairing and forming and quality effects of the cavity of the bottom plate are greatly improved due to the high efficiency and short time of the fluidity of the cavity of the bottom plate;
(3) the method has the advantages that the slurry conveying line is short, the operation efficiency is high, compared with the traditional grouting method, the method avoids the influence of the separability of the cement soil mixing pile and the side wall, and the pipe blockage phenomenon is not easy to occur;
(4) in the implementation process of the bottom plate cavity remediation, grouting holes are scientifically distributed according to local conditions according to the bottom plate cavity conditions, and the operation mode is flexible.
It should be noted that, in this document, terms such as "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. The utility model provides an inner drill hole intubate compaction slip casting reinforcing method based on piping lane bottom plate cavity which characterized in that includes the step:
positioning grouting hole point positions on a pipe gallery bottom plate at intervals in the longitudinal direction of the mileage of the pipe gallery and marking;
placing a steel plate at the marked point position and fixing the steel plate by using expansion bolts, and forming a hole in the center of the steel plate, wherein the hole diameter is not smaller than that of the grouting hole;
drilling downwards through the pipe gallery bottom plate in the central opening of the steel plate to form a hole through a grouting hole, and forming the hole to the bottom of the bottom plate cushion layer;
inserting a grouting pipe into the formed grouting hole, and compacting the gap around the grouting pipe;
high-pressure grouting is carried out in the grouting pipe, and grouting slurry is pressed into the soil layer below the bottom plate of the pipe gallery to compact the soil layer;
and when the grout in the grouting hole is solidified and has no water leakage, cutting off the grouting pipe along the upper opening of the steel plate, and welding and sealing the grouting hole by adopting a plugging plate.
2. The method for strengthening the pipe gallery floor cavity based on the pipe gallery floor pipe penetration pipe compaction grouting according to claim 1, wherein before the step of placing the steel plate and fixing the steel plate by using the expansion bolts, the method further comprises the following steps:
cutting and chiseling the top surface of the pipe gallery bottom plate at the marked point position to obtain a groove with the shape consistent with that of the steel plate;
and fixing the steel plate at the bottom of the groove through an expansion bolt.
3. The pipe gallery floor cavity-based inner drilling and intubation compaction grouting reinforcement method of claim 1 or 2, wherein a rubber pad is placed at the bottom of the steel plate.
4. The pipe gallery floor cavity-based inner drilling and intubation compaction grouting reinforcement method of claim 1, further comprising, before the step of forming the grouting hole, the steps of: and carrying out waterproof treatment on the marked point positions.
5. The pipe rack floor cavity-based inner drilling and pipe inserting compaction grouting reinforcement method according to claim 1, wherein the diameter of a central opening of the steel plate is larger than that of the grouting hole, the grouting pipe comprises a small-diameter pipe section and a large-diameter pipe section, the outer diameter of the small-diameter pipe section is consistent with that of the grouting hole, the large-diameter pipe section is integrally formed at the upper end of the small-diameter pipe section and is consistent with that of the central opening of the steel plate, and the lower end of the small-diameter pipe section is not higher than the bottom of the floor mat.
6. The pipe gallery floor cavity-based inner drilling and intubation compaction grouting reinforcement method according to claim 5, wherein a grouting connecting pipe opening and a pressure valve are arranged on the large-pipe-diameter pipe section.
7. The pipe gallery floor cavity-based inner drilling and inserting pipe compaction grouting reinforcement method of claim 1, wherein the grouting slurry is cement slurry prepared by PO42.5 ordinary portland cement.
8. The pipe gallery floor cavity-based inner drilling pipe insertion pipe compaction grouting reinforcement method according to claim 7, wherein grouting pressure is 3.0-5.0 MPa, and the water cement ratio of grouting slurry is 0.50.
9. The method for reinforcing the pipe gallery floor cavity by means of the pipe-inserting pipe compaction grouting, according to claim 2, wherein after the step of welding and sealing the grouting hole by using the sealing plate, the method further comprises the following steps: and pouring fine stone concrete to fill the grooves in the bottom of the pipe gallery.
10. The pipe rack floor cavity-based inner drilling and inserting pipe compacting grouting reinforcement method according to claim 1, characterized in that in the step of performing high-pressure grouting into the grouting pipe, grouting is completed one by one according to the longitudinal direction of the mileage of the pipe rack.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116006217A (en) * | 2022-12-27 | 2023-04-25 | 中铁十四局集团隧道工程有限公司 | Pipe curtain structure and construction method thereof |
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| CN101624910A (en) * | 2009-07-31 | 2010-01-13 | 广州市建筑机械施工有限公司 | Method for reinforcing concealed tunnel |
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