CN112796296A - High-pressure rotary spraying combined PVC sleeve retaining wall earth surface reinforcing construction method - Google Patents
High-pressure rotary spraying combined PVC sleeve retaining wall earth surface reinforcing construction method Download PDFInfo
- Publication number
- CN112796296A CN112796296A CN202011604910.2A CN202011604910A CN112796296A CN 112796296 A CN112796296 A CN 112796296A CN 202011604910 A CN202011604910 A CN 202011604910A CN 112796296 A CN112796296 A CN 112796296A
- Authority
- CN
- China
- Prior art keywords
- pvc
- hole
- pipe
- steel
- casing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- 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
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a high-pressure jet grouting combined PVC casing pipe retaining wall earth surface reinforcing construction method which comprises the steps of drilling, steel casing pipe follow-up, PVC casing pipe replacement steel casing pipe, high-pressure jet grouting and solidification body formation. According to the invention, a consolidation body with certain strength and water-resisting property is formed in a certain range around the hole body, so that the purposes of reinforcing the soil body around the hole body and reducing the permeability of the soil body are achieved, the permeability of the overlying soil layer is reduced, the mechanical index is improved, the stress state of the underlying soft surrounding rock is improved, the deformation of the tunnel is effectively controlled, and good economic and social benefits are obtained; the problem of easy hole collapse in complicated stratum is solved, and its main consumptive material is PVC pipe and grout, and the cost performance is high, practices thrift the cost. PVC fragments are stirred into the soil body in the rotary spraying process, so that the reinforcement effect can be achieved, and the shearing resistance of the soil body is improved.
Description
Technical Field
The invention relates to the technical field of ground surface reinforcing construction, in particular to a high-pressure jet grouting and PVC casing pipe breast wall ground surface reinforcing construction method.
Background
The tunnel passes through the residual slope soil covering layer and is usually reinforced by high-pressure rotary-jet surface grouting, and the existing high-pressure rotary-jet surface grouting reinforcement adopts slurry wall protection for hole forming. If the reinforced stratum is positioned on a landslide zone, the hole body is easy to collapse due to the fact that the traditional slurry protection wall is not suitable for hole forming, and great difficulty is brought to construction. In addition, the tunnel has loose structure of the upper covering layer, large pore ratio and permeability, and poor water stability of the lower lying surrounding rock, so that the grouting reinforcement construction of the mud retaining wall pore-forming stratum is not suitable. The inlet of a certain railway tunnel passes through the slip section of the residual slope layer, the deformation is large in the tunneling process, the conventional process is difficult to control, and the grouting reinforcement construction of the slurry retaining wall stratum is not suitable for being adopted.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a high-pressure jet grouting combined PVC casing pipe retaining wall earth surface reinforcing construction method which reduces the permeability of an overlying soil layer, improves the mechanical index, improves the stress state of underlying soft surrounding rock and solves the problem of easy hole collapse in a complex stratum.
In order to solve the technical problems, the invention adopts the following technical scheme:
a high-pressure rotary spraying and PVC casing pipe retaining wall earth surface reinforcing construction method comprises the following steps:
s1, drilling;
s2, steel sleeve follow-up: a steel sleeve capable of protecting the hole wall is adopted to advance along with the drill bit;
s3, PVC sleeve follow-up: after the drill bit drills to a set depth, the drill bit withdraws from a hole, and the PVC casing pipe is inserted into the steel casing pipe until the bottom of the hole;
s4, replacing the steel sleeve by the PVC sleeve: pulling out the steel sleeve to enable the PVC sleeve to form a protection wall of the hole;
s5, high-pressure rotary spraying grouting; a high-pressure jet drill bit is adopted to carry out upward jet grouting from the bottom of the hole, the PVC casing is destroyed by high-pressure jet flow in the grouting process to form fine fragments, the fine fragments are fully mixed with slurry and a soil body, and the PVC casing fragments play a role in reinforcing;
s6, forming a solidified body: the slurry in the hole is condensed to form a pile core, the PVC pipe fragments, the slurry and the soil body are mixed and condensed to form a jet reinforcing area, and the PVC pipe fragments, the slurry and the soil body form a stable consolidation body together.
As a further improvement of the technical scheme, the wall surface of the PVC sleeve is provided with a plurality of circles of through grooves which are arranged at intervals along the axial direction of the PVC sleeve, each circle is provided with a plurality of through grooves which are arranged at intervals along the circumferential direction, and two adjacent circles of through grooves are arranged in a staggered manner.
As a further improvement of the above technical solution, in step S4, before the steel sleeve is pulled out, the pipe opening at the top of the PVC sleeve is sealed with a cloth or film to prevent impurities from being brought into the PVC sleeve during the pipe pulling process.
As a further improvement of the above technical solution, in step S2, a plurality of sections of steel casings are used for follow-up during drilling, a previous section of steel casing is drilled to a certain depth along with the drill rod, when the remaining steel casing is exposed out of the ground portion h, the steel casing is separated from the drilling machine, the drill rod is fixed by the groined buckle, the drill rod is rotated reversely to be separated from the drilling machine, the groined buckle is removed after the long drill rod is fastened by the thread, and then the next section of steel casing is connected with the previous section of steel casing by the thread buckle for drilling until the design depth is reached.
As a further improvement of the above solution, in step S2, the head of the steel casing is located behind the drill bit.
As a further improvement of the above technical solution, in step S1, the drilling hole is drilled by a pneumatic down-the-hole drill, a low-pressure pilot injection test is performed before the drilling hole to check whether the nozzle is smooth and the pressure is normal, after the pilot injection test, the drilling hole can be opened, compressed air formed by an air compressor is used to drive an impactor, surrounding rock is crushed by the pneumatic down-the-hole drill, and crushed rock debris is carried to the ground surface along with waste gas discharged by the pneumatic down-the-hole drill.
As a further improvement of the above technical solution, before the drilling of step S1, the method further includes measuring and positioning: before the drilling machine is in place, a total station instrument is used for lofting a hole position, measuring the top surface elevation of the on-site working cushion layer, and calculating the length of a construction pile according to the measurement result and the designed pile bottom elevation to serve as the pile length control standard during construction.
As a further improvement of the technical scheme, the steel sleeve is a seamless steel pipe.
Compared with the prior art, the invention has the advantages that:
the method for reinforcing the earth surface by adopting the high-pressure jet grouting combined PVC casing pipe retaining wall reduces the permeability of the overlying soil layer, improves the mechanical index, improves the stress state of the underlying soft surrounding rock, effectively controls the deformation of the tunnel and obtains good economic and social benefits; the method solves the difficulty of easy hole collapse in the complex stratum and expands the application range of high-pressure jet grouting hole top reinforcement; the main consumables are PVC pipes and cement paste, so that the cost performance is high, and the cost is saved; PVC fragments are stirred into the soil body in the rotary spraying process, so that the reinforcement effect can be achieved, and the shearing resistance of the soil body is improved; only the upper covering soil layer is reinforced, and materials are saved. The slurry wall protection and pore forming are not needed, no slurry is discharged in the construction process, and the method is green and environment-friendly. The method is particularly suitable for the conditions that the structure of an upper covering layer of the tunnel is loose, the pore ratio and the permeability are large, the water stability of the lower lying surrounding rock is poor, and the grouting reinforcement construction of a mud retaining wall pore-forming stratum is not suitable to be adopted; and the condition that the residual slope layer landslide section and the like are not suitable for grouting reinforcement construction of a mud retaining wall stratum.
Drawings
FIG. 1 is a flow chart of a method of the present invention for reinforcing a ground surface.
Fig. 2 is a structural view illustrating a state of drilling in the present invention.
Fig. 3 is a block diagram and operational schematic of the drill bit of the present invention.
FIG. 4 is a schematic view of the state of steel casing follow-up in the present invention.
Fig. 5 is a structural diagram of the state of the PVC sleeve follow-up in the invention.
FIG. 6 is a schematic structural view showing a state where the steel casing is removed in the present invention.
FIG. 7 is a schematic structural view of the PVC sleeve of the present invention.
FIG. 8 is a schematic structural view showing the state of the PVC sleeve retaining wall in the invention.
Fig. 9 is a structural schematic diagram of a high-pressure jet grouting state in the invention.
FIG. 10 is a structural diagram and an operational principle diagram of the high-pressure jet grouting drill bit of the invention.
FIG. 11 is a schematic structural view of the formation of a consolidation body in accordance with the present invention.
The reference numerals in the figures denote:
1. steel casing; 2. a drill bit; 3. PVC sleeves; 31. PVC pipe fragments; 32. a through groove; 4. a high-pressure rotary jet drill bit; 5. Pile core; 6. a drill stem; 7. and spraying a reinforcing area.
Detailed Description
The invention is described in further detail below with reference to the figures and specific examples of the specification.
As shown in fig. 1 to 11, the construction method for reinforcing the earth surface by the high-pressure jet grouting and PVC casing retaining wall of the embodiment includes the following steps:
s1, drilling;
s2, steel sleeve follow-up: a steel sleeve 1 capable of protecting the hole wall is adopted to advance along with the drill bit 2;
s3, PVC sleeve follow-up: after the drill bit 2 drills to a set depth, the drill bit 2 withdraws from a hole, and the PVC sleeve 3 is inserted into the steel sleeve 1 until the bottom of the hole;
s4, replacing the steel sleeve by the PVC sleeve: the steel sleeve 1 is pulled out, so that the PVC sleeve 3 forms a protection wall of the hole;
s5, high-pressure rotary spraying grouting; a high-pressure jet grouting drill 4 is adopted to carry out upward jet grouting from the bottom of the hole, high-pressure jet flows in the grouting process destroy the PVC casing 3 to form fine fragments, the fine fragments are fully mixed with slurry and soil, and the PVC pipe fragments 31 play a role in reinforcing;
s6, forming a solidified body: slurry in the hole is condensed to form a pile core 5, PVC pipe fragments 31, the slurry and the soil body are mixed and condensed to form a spraying reinforcing area 7, the spraying reinforcing area and the spraying reinforcing area form a stable solidified body together, and the solidified body forms an integral stable solidified body after being condensed.
The method for reinforcing the earth surface by adopting the high-pressure jet grouting combined PVC sleeve retaining wall reduces the permeability of the overlying soil layer, improves the mechanical index, improves the stress state of the underlying soft surrounding rock, effectively controls the deformation of the tunnel and obtains good economic and social benefits. The method solves the difficulty of easy hole collapse in the complex stratum and expands the application range of high-pressure jet grouting hole top reinforcement. The main consumables are PVC pipe and cement paste, the cost performance is high, and the cost is saved. PVC fragments are stirred into the soil body in the rotary spraying process, so that the reinforcement effect can be achieved, and the shearing resistance of the soil body is improved. Only the upper covering soil layer is reinforced, and materials are saved. The slurry protection wall is not needed for pore forming, no slurry is discharged in the construction process, and the method is green and environment-friendly.
According to the earth surface reinforcement construction method, the drill bit 2 is used for drilling in a stratum under the condition of no slurry wall protection, meanwhile, the drill bit 2 is driven into the steel sleeve 1 to temporarily protect the wall of a drilled hole, after hole forming, the PVC sleeve 3 is arranged in the steel sleeve 1, then the steel sleeve 1 is pulled out, replacement of the PVC sleeve 3 for the wall protection of the steel sleeve 1 is completed, the PVC sleeve 3 is buried underground, the pipe wall is in an inward pressed state, the pressure stress is mainly applied to the pipe wall, so that the thin pipe wall can bear larger soil pressure, the material consumption is reduced while the stability of the hole wall is maintained, and the jet flow energy consumption when the pipe wall is broken in the rotary spraying process is also reduced. Then, a high-pressure rotary spraying drill bit 4 of the high-pressure rotary spraying equipment is put into the hole along the PVC casing 3, the high-pressure jet flow breaks the PVC casing 3 into fragments, and then the surrounding soil mass is continuously broken into pieces to form a reinforced body formed by mixing the PVC pipe fragments 31, the soil mass and cement slurry, namely a spraying reinforced area 7. Since PVC generally has a tensile strength of about 60MPa, the PVC pipe fragments 31 may also serve as a reinforcement after being mixed into the reinforcing body. The jet grouting is continuously carried out from bottom to top according to the process, so that a consolidated body with certain strength and water-resisting property is formed in a certain range at the periphery of the hole body, the purposes of reinforcing the soil body at the periphery of the hole body and reducing the permeability of the soil body are achieved, the shear strength of the overlying soil layer is improved, the rock-soil pressure acting on the underlying soft and weak rock stratum is reduced, the vertical seepage of underground water is reduced, the stress condition of the underlying soft and weak rock stratum is indirectly improved, and the deformation in the tunnel excavation process is controlled. During continuous operation, after the spraying construction of the upper root pile is finished, the pile position of the lower root pile is rechecked, and then the drilling machine is moved to be in place. When the operation needs to be stopped, the grouting pipe and other equipment need to be washed clean, and cement paste cannot remain in the pipe and the machine.
In this embodiment, before the drilling in step S1, the method further includes measuring and positioning: before the drilling machine is in place, a total station instrument is used for lofting and drilling hole sites, the top surface elevation of the on-site working cushion layer is measured, and the length of a construction pile is calculated according to the measurement result and the designed pile bottom elevation and is used as a pile length control standard during construction.
In this embodiment, in step S4, after the steel casing 2 is completely pulled out, the PVC casing 3 directly contacts with the soil body to form a retaining wall to prevent hole collapse.
In this embodiment, the wall surface of the PVC casing 3 is provided with a plurality of circles of through grooves 32, the plurality of circles of through grooves 32 are arranged at intervals along the axial direction of the PVC casing 3, each circle of through grooves 32 is provided with a plurality of through grooves 32 arranged at intervals along the circumferential direction, and two adjacent circles of through grooves 32 are arranged in a staggered manner, that is, a plum blossom-shaped arranged crack is cut on the PVC casing 3, so that the high-pressure jet (P in fig. 10) can easily break the PVC casing 3 to form PVC pipe fragments 31.
In this embodiment, in step S4, before pulling out the steel casing 1, the pipe opening at the top of the PVC casing 3 is sealed with a cloth or film to prevent impurities from being brought into the PVC casing 3 during the pipe pulling process, the speed of the pulling process should not be too fast, and after pulling out a section of the steel casing 1, the section is immediately removed.
In the embodiment, the surrounding rock on the earth surface is mainly silty clay mixed with broken stone and breccia, the surrounding rock is loose and has no binding force, and the phenomena of drill sticking and hole collapse are easy to occur during drilling. The drill is a down-the-hole drill which can be followed by a sleeve. In step S2, a plurality of steel casings 1 are used for follow-up during drilling, a previous steel casing 1 is drilled to a certain depth along with the drill rod 6, h is preferably 10cm when the rest of the steel casing 1 is exposed to the ground, the steel casing 1 is separated from the drilling machine, the drill rod 6 is fixed by a groined buckle, the drill rod 6 is rotated reversely to separate the drill rod 6 from the drilling machine, the groined buckle is removed after the drill rod 6 is screwed and connected with a long drill rod 6, and then the next steel casing 1 is connected with the previous steel casing 1 through the screw buckle for drilling until the designed depth is reached. Each section of steel sleeve 1 is less than or equal to 3m in length and is followed by a steel sleeve with the diameter of 108 mm multiplied by 3.5 mm. The steel casing 1 is followed with the head of the steel casing 1 behind the drill bit 2.
In this embodiment, in step S1, the drill bit 2 for drilling is a pneumatic down-the-hole drill bit, a low-pressure pilot injection test is performed before drilling to check whether the nozzle is smooth and the pressure is normal, after the pilot injection test, the drill can be started, compressed air generated by an air compressor is used to drive the impactor, surrounding rock is crushed by the pneumatic down-the-hole drill bit, and the crushed rock debris is carried to the ground surface along with waste gas discharged by the pneumatic down-the-hole drill bit.
In this embodiment, the steel casing 1 is a seamless steel pipe, and the verticality of the steel casing 1 is ensured during follow-up, so that the steel casing cannot collide with the drill rod 6. The PVC sleeve 3 is selected as thin as possible, and is slit according to requirements, so that the PVC sleeve 3 can be stirred and mixed into the slurry as much as possible in the high-pressure rotary spraying process.
In this embodiment, the slurry of the high-pressure jet grouting pile is prepared by mixing qualified 42.5-grade ordinary portland cement according to a mixing ratio. The volume of the mixing barrel is weighed before mixing, the test mixing proportion is converted into a construction mixing proportion, and the construction mixing proportion is filled in the mixing proportion signboard and is arranged beside the mixing barrel. Adding water into a barrel according to a construction mixing proportion, adding cement, starting a stirrer for stirring, wherein the stirring time of mortar is not less than 2 minutes each time, and flowing into a slurry pool through a filter screen; pumping the slurry into a secondary filter sieve by using a slurry pump, filtering the slurry for the second time, flowing the slurry into a slurry barrel, checking that the specific gravity of the cement slurry is qualified, pressurizing the cement slurry by using a high-pressure pump, and finally delivering the cement slurry to a drilling machine by using a high-pressure pipe for rotary spraying.
The cement consumption of the high-pressure jet grouting pile is generally calculated according to the weight of the reinforced soil, the cement consumption is generally 15% -18% of the reinforced soil, and the specific gravity of the soil is generally 2200 kg. The cement consumption G is 3.14 × 0.62/4 × pile length × 2200 × 0.18.
Before inserting the rotary spray pipe, whether the sealing rings of all parts are closed under the conditions of high-pressure water and air injection is checked, after inserting, a high-pressure water injection test is carried out, and after the sealing rings are qualified, slurry can be injected. Before the rotary spraying operation, various technological parameters are determined through a technological test, and records about rotary spraying time, slurry consumption, slurry emitting condition, pressure change and the like are made at any time in the construction process.
Treat among the work progress after grout and pile tip soil intensive mixing, spout the reverse at the uniform velocity rotation of thick liquid simultaneously and promote the slip casting pipe again, when reinforcing the top surface 1 meters apart from the design, slow stirring speed and lifting speed, guarantee that real pile top is closely knit even, when middle trouble taking place, should stop promoting and spout soon to prevent that the pile body from breaking off, check the troubleshooting immediately simultaneously, the hole section that begins to spray the slip casting again is not less than 0.5m with anterior segment overlap joint, prevent that the consolidation body from disjointing. In order to prevent the grout pipe from being twisted off, the rotation and the lifting of the drill rod must be continuous; when the grouting pipe can not be lifted at one time and needs to be disassembled for multiple times, the disassembling action is fast, and the length of the lap joint of continuous spraying after the pipe is disassembled is not less than 10 cm. And in the construction process, the grouting amount is controlled to be less than 10-25% of the grouting amount, and corresponding measures are taken when the grouting amount exceeds 25% or no grouting is performed at all. In order to ensure the quality of the pile top, the actual grout stopping surface is 0.5m higher than the designed reinforced top surface elevation during the rotary spraying.
Although the present invention has been described with reference to the preferred embodiments, it is not intended to be limited thereto. Those skilled in the art can make many possible variations and modifications to the disclosed technical solution, or modify equivalent embodiments to equivalent variations, without departing from the scope of the technical solution of the present invention. Therefore, any simple modification, equivalent change and modification made to the above embodiments according to the technical spirit of the present invention should fall within the protection scope of the technical scheme of the present invention, unless the technical spirit of the present invention departs from the content of the technical scheme of the present invention.
Claims (8)
1. A high-pressure rotary spraying and PVC casing pipe retaining wall earth surface reinforcing construction method is characterized by comprising the following steps:
s1, drilling;
s2, steel sleeve follow-up: a steel sleeve (1) capable of protecting the hole wall is adopted to advance along with the drill bit (2);
s3, PVC sleeve follow-up: after the drill bit (2) drills to a set depth, the drill bit (2) withdraws from a hole, and the PVC casing pipe (3) is inserted into the steel casing pipe (1) until the bottom of the hole;
s4, replacing the steel sleeve by the PVC sleeve: the steel sleeve (1) is pulled out, so that the PVC sleeve (3) forms a protection wall of the hole;
s5, high-pressure rotary spraying grouting; a high-pressure rotary jet drill bit (4) is adopted to carry out upward rotary jet grouting from the bottom of the hole, the PVC casing (3) is destroyed by high-pressure jet flow in the grouting process to form fine fragments, the fine fragments are fully mixed with slurry and a soil body, and the PVC pipe fragments (31) play a role in reinforcing;
s6, forming a solidified body: slurry in the hole is coagulated to form a pile core (5), PVC pipe fragments (31), the slurry and a soil body are mixed and coagulated to form a jet strengthening area (7), and the two forms a stable consolidation body together.
2. The high-pressure rotary spraying and PVC casing pipe dado surface reinforcement construction method according to claim 1, characterized in that the wall surface of the PVC casing pipe (3) is provided with a plurality of circles of through grooves (32), the plurality of circles of through grooves (32) are arranged along the axial direction of the PVC casing pipe (3) at intervals, each circle is provided with a plurality of through grooves (32) arranged along the circumferential direction at intervals, and two adjacent circles of through grooves (32) are arranged in a staggered manner.
3. The construction method for reinforcing the earth surface of the protection wall of the high-pressure jet grouting combined PVC casing pipe according to the claim 1, wherein in the step S4, before the steel casing pipe (1) is pulled out, the pipe opening at the top of the PVC casing pipe (3) is sealed by cloth or a film, so as to prevent sundries from being brought into the PVC casing pipe (3) in the pipe pulling process.
4. The high-pressure jet grouting combined PVC casing protection wall earth surface reinforcement construction method according to claim 1, characterized in that in step S2, a plurality of sections of steel casings (1) are used for follow-up during drilling, a previous section of steel casing (1) is drilled to a certain depth along with a drill rod (6), when the steel casing (1) is left to expose out of the ground part h, the steel casing (1) is separated from a drilling machine, the drill rod (6) is fixed by a groined buckle, the drill rod (6) is rotated reversely to separate the drill rod (6) from the drilling machine, the groined buckle is removed after the drill rod (6) is connected by a screw thread, and then the next section of steel casing (1) is connected with the previous section of steel casing (1) by the screw thread to drill the designed depth.
5. The high-pressure jet grouting combined PVC casing wall earth surface reinforcement construction method according to claim 4, characterized in that in step S2, the head of the steel casing (1) is positioned behind the drill bit (2).
6. The method for reinforcing the earth surface by combining the high-pressure jet grouting and the PVC casing pipe retaining wall according to any one of the claims 1 to 5, wherein in the step S1, the hole is drilled by using a pneumatic down-the-hole drill, a low-pressure jet test is performed before the hole is drilled to check whether a nozzle is unblocked and whether the pressure is normal, after the jet test, the hole is opened, a impactor is driven by compressed air formed by an air compressor, surrounding rock is crushed by the pneumatic down-the-hole drill, and crushed rock debris is carried to the earth surface along with waste gas discharged by the pneumatic down-the-hole drill.
7. The construction method for reinforcing the earth surface of the high-pressure jet grouting combined PVC casing retaining wall is characterized by further comprising the following steps of measuring and positioning before the drilling step S1: before the drilling machine is in place, a total station instrument is used for lofting a drilling hole position, measuring the top surface elevation of the on-site working cushion layer, and calculating the length of a construction pile according to the measurement result and the designed pile bottom elevation to serve as the pile length control standard during construction.
8. The construction method for reinforcing the earth surface of the high-pressure rotary spraying combined PVC casing protection wall according to any one of claims 1 to 5, wherein the steel casing (1) is a seamless steel pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011604910.2A CN112796296A (en) | 2020-12-29 | 2020-12-29 | High-pressure rotary spraying combined PVC sleeve retaining wall earth surface reinforcing construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011604910.2A CN112796296A (en) | 2020-12-29 | 2020-12-29 | High-pressure rotary spraying combined PVC sleeve retaining wall earth surface reinforcing construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112796296A true CN112796296A (en) | 2021-05-14 |
Family
ID=75805821
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011604910.2A Pending CN112796296A (en) | 2020-12-29 | 2020-12-29 | High-pressure rotary spraying combined PVC sleeve retaining wall earth surface reinforcing construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112796296A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653043A (en) * | 2021-09-06 | 2021-11-16 | 深圳市勘察测绘院(集团)有限公司 | Rotary jet grouting pile and curtain construction method for composite water stop in pit |
| CN114117581A (en) * | 2021-10-22 | 2022-03-01 | 西南交通大学 | Slurry penetration range calculation method in tunnel shallow-buried-section high-pressure jet grouting pile method reinforcement |
| CN115198739A (en) * | 2022-08-17 | 2022-10-18 | 建基集团地下空间河湖整治研发中心有限公司 | Construction method of high-pressure jet grouting pile and high-pressure jet grouting parameter monitoring system device used in construction method |
| CN115419087A (en) * | 2022-10-23 | 2022-12-02 | 重庆敏思岩土工程有限公司 | Multilayer soil sliding rotary spraying reinforcement method |
| CN115450237A (en) * | 2022-09-20 | 2022-12-09 | 中铁二十局集团市政工程有限公司 | Construction method of clay core wall of earth-rock cofferdam |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105064366A (en) * | 2015-08-03 | 2015-11-18 | 中国电建集团贵阳勘测设计研究院有限公司 | High-pressure jet grouting follow pipe structure in seepage prevention construction and construction method of high-pressure jet grouting follow pipe structure |
-
2020
- 2020-12-29 CN CN202011604910.2A patent/CN112796296A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105064366A (en) * | 2015-08-03 | 2015-11-18 | 中国电建集团贵阳勘测设计研究院有限公司 | High-pressure jet grouting follow pipe structure in seepage prevention construction and construction method of high-pressure jet grouting follow pipe structure |
Non-Patent Citations (3)
| Title |
|---|
| 中铁二十三局集团有限公司: "《工程建设工法汇编》", 31 January 2014, 西南交通大学出版社 * |
| 徐显利等: ""既有路堑边坡加固防护设计浅析——绩溪县S217改建工程"", 《工程与建设》 * |
| 敖小平等: ""旋喷特制PVC 管护壁施工技术在易塌地层的应用"", 《山西建筑》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653043A (en) * | 2021-09-06 | 2021-11-16 | 深圳市勘察测绘院(集团)有限公司 | Rotary jet grouting pile and curtain construction method for composite water stop in pit |
| CN114117581A (en) * | 2021-10-22 | 2022-03-01 | 西南交通大学 | Slurry penetration range calculation method in tunnel shallow-buried-section high-pressure jet grouting pile method reinforcement |
| CN115198739A (en) * | 2022-08-17 | 2022-10-18 | 建基集团地下空间河湖整治研发中心有限公司 | Construction method of high-pressure jet grouting pile and high-pressure jet grouting parameter monitoring system device used in construction method |
| CN115450237A (en) * | 2022-09-20 | 2022-12-09 | 中铁二十局集团市政工程有限公司 | Construction method of clay core wall of earth-rock cofferdam |
| CN115450237B (en) * | 2022-09-20 | 2024-01-26 | 中铁二十局集团市政工程有限公司 | Construction method of clay core wall of earth-rock cofferdam |
| CN115419087A (en) * | 2022-10-23 | 2022-12-02 | 重庆敏思岩土工程有限公司 | Multilayer soil sliding rotary spraying reinforcement method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110230309B (en) | Karst area bridge karst cave pile foundation construction method | |
| CN112796296A (en) | High-pressure rotary spraying combined PVC sleeve retaining wall earth surface reinforcing construction method | |
| CN104929114A (en) | High pressure jet grouting pile waterproof curtain construction device and method | |
| CN106498943B (en) | Disposable high-pressure rotary-spray type enlarged footing Prestressed Soil anchor pole construction method | |
| CN108517877B (en) | Supporting construction method combining consolidation grouting of hybrid filling ultra-deep foundation pit with double-row steel pipe piles | |
| CN111946367B (en) | Grouting reinforcement method for tunnel passing through water-rich fault | |
| CN102943466A (en) | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction | |
| CN204753574U (en) | High pressure jet grouting pile stagnant water curtain construction equipment | |
| CN111577136A (en) | High-pressure jet grouting pile hole guiding construction integrated device and construction method thereof | |
| CN109386293A (en) | The sealed reception construction method of large section rectangular top pipe | |
| CN114808990A (en) | High-pressure pre-filling karst cave pile foundation construction method | |
| CN212358286U (en) | Double-pipe jet grouting system | |
| CN111455988A (en) | Construction method of high-pressure jet grouting pile | |
| CN207377562U (en) | Mine Shaft Lining and constructing device in a kind of poor strata | |
| KR101057487B1 (en) | Grouting Method Using Enlarged Concrete Consolidation Grouting Apparatus | |
| CN111946355B (en) | Construction method for long-distance rock jacking pipe to penetrate through water-rich fault | |
| CN213233469U (en) | Triaxial down-the-hole impact high-pressure jet grouting equipment | |
| CN111042820B (en) | Construction method for sand layer with oversized pilot hole by vertical shaft raise-shaft method | |
| CN112281933A (en) | Construction method of high-pressure jet grouting pile test | |
| CN109881696B (en) | HPPG (high Performance Poly propylene glycol) bottom sealing construction method | |
| CN203080528U (en) | Drilling and spraying integrated foundation treating special drilling tool assembly | |
| CN212671560U (en) | High-pressure jet grouting pile hole guiding construction integrated device | |
| CN109488333B (en) | Construction method for inserting pipe shed piles in horizontal stirring and spraying | |
| CN114233374A (en) | Ground grouting construction method for reinforcing collapsed cavity area of inclined shaft after mud burst and water burst | |
| CN112983463A (en) | Construction method for horizontal jet grouting pile advance support to penetrate through surrounding rock tunnel of water-rich sandstone section |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210514 |
|
| RJ01 | Rejection of invention patent application after publication |