CN108018849B - Construction method for reinforcing soil body at shield launching and arrival end - Google Patents
Construction method for reinforcing soil body at shield launching and arrival end Download PDFInfo
- Publication number
- CN108018849B CN108018849B CN201711197726.9A CN201711197726A CN108018849B CN 108018849 B CN108018849 B CN 108018849B CN 201711197726 A CN201711197726 A CN 201711197726A CN 108018849 B CN108018849 B CN 108018849B
- Authority
- CN
- China
- Prior art keywords
- pile
- order
- piles
- soil
- cement
- 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.)
- Active
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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
Abstract
The invention discloses a construction method for reinforcing soil body at the end of shield launching and arrival. The technical scheme is characterized by comprising the following construction steps: measuring the position of a pile body for lofting; a long spiral drilling machine is in place, and holes are drilled in the piles in the first sequence; preparing and mixing cement soil slurry; adopting a long spiral drilling machine to press and fill cement soil slurry into pile holes of the first-order piles; after the strength of cement soil slurry in the first-order pile is increased, drilling construction of the second-order pile is carried out by using a long spiral drilling machine, and the first-order pile is cut simultaneously, so that the second-order pile after construction can be mutually occluded with the first-order pile; secondly, pouring soil slurry under pile pressing; and the three-sequence piles and the four-sequence piles are drilled by a long spiral drilling machine and are filled with cement soil slurry under pressure, and finally all pile bodies are mutually occluded to form a continuous reinforced soil body. The invention can realize the reinforcement of the soil body of the shield starting and arriving end head without depending on the undisturbed soil, and is particularly suitable for the stratum with high organic matter content and the sandy gravel stratum.
Description
Technical Field
The invention relates to a foundation stabilization project, in particular to a construction method for reinforcing soil bodies at shield launching and arrival ends.
Background
At present, with the rapid development of subway construction, the shield technology has the advantages of no influence on ground traffic, less influence on surrounding buildings, high construction speed and the like, and is widely applied to subway engineering. In order to ensure that the shield can smoothly enter the soil body when starting and safely come out of the soil body when arriving, reinforcement treatment needs to be carried out on the soil body in the corresponding areas when the shield starts and arrives. As shown in fig. 8, the shield 91 has been placed in the pit 92 of the origination station, behind the line heading direction opening 93 is a soil reinforcement area 94. The purpose of soil body reinforcement is to strengthen the soil body strength, ensure the stability of the excavation surface when entering and exiting the tunnel and play a role in water stop. Statistics show that more than 70% of shield construction accidents occur at the initial and end parts, the types of the accidents mainly include water burst, sand burst, ground collapse and the like, and one of the main reasons of the accidents is that a reinforcing method is not applicable to stratums.
At present, methods for soil body reinforcement include methods of jet grouting piles, mixing piles, jet mixing piles, cement soil mixing walls, precipitation, grouting, freezing and the like. The principle of the jet grouting pile, the mixing pile and the cement-soil mixing wall is that cement paste is injected into undisturbed soil at high pressure or soil in a drilled hole is mixed with the cement paste, so that the undisturbed soil is changed into a cement-soil pile; the adjacent cement soil piles are overlapped with each other to ensure that the undisturbed soil in the range of the soil body reinforced area 94 is processed into a reinforced soil body which has higher strength and impermeability and is compact without a cavity.
The jet grouting pile (including single pipe, double pipe and triple pipe) is mainly suitable for the foundation pit support, waterproof curtain and foundation treatment in soft soil areas, but is greatly limited when a harder soil layer is constructed, and particularly cannot be implemented when a sand layer or a sand gravel layer is encountered. The stirring pile is also greatly limited when a harder soil layer is constructed under the condition of the existing equipment, and especially the stirring of a sand layer or a sand-gravel layer can not be basically implemented. The churning pile is improved compared with the former two methods, but the effect is greatly reduced when the churning pile meets a sand and gravel layer.
The cement-soil mixing wall construction method is also extremely limited to be applied to hard soil strata, so far, only one case exists for constructing the cement-soil continuous wall by adopting a three-shaft mixer in Beijing area, and the sand-gravel stratum of Beijing is not involved. Moreover, the equipment used by the method needs a larger field, which brings trouble to the construction.
The construction methods have a common defect that the original soil is required to be relied on, and when the soil meets strata with high organic matter content such as peat soil layers or sandy gravel layers, the reinforced soil body is easy to form cavities to cause leakage, so that the reinforcement is failed, and accidents are caused.
Disclosure of Invention
The invention aims to provide a construction method for reinforcing soil bodies at an originating end and an arriving end of a shield, which can realize the reinforcement of the soil bodies at the originating end and the arriving end of the shield without depending on undisturbed soil and is particularly suitable for strata with high organic matter content and sandy gravel strata.
The technical purpose of the invention is realized by the following technical scheme:
the construction process of the construction method for reinforcing the soil body at the end of the shield starting and reaching comprises the following steps: the method comprises the following construction steps: measuring the position of a pile body for lofting; a long spiral drilling machine is in place and drills a pile in sequence; preparing and mixing cement soil slurry; adopting a long spiral drilling machine to press and fill cement soil slurry into pile holes of the first-order piles; after the strength of cement soil slurry in the first-order pile is increased, drilling construction of the second-order pile is carried out by using a long spiral drilling machine, and the first-order pile is cut simultaneously, so that the second-order pile after construction can be mutually occluded with the first-order pile; secondly, pouring soil slurry under pile pressing; and the three-sequence piles and the four-sequence piles are drilled by a long spiral drilling machine and are filled with cement soil slurry under pressure, and finally all pile bodies are mutually occluded to form a continuous reinforced soil body.
By adopting the technical scheme, drilling in a harder soil layer can reach the designed depth and pile diameter particularly when meeting a stratum with high organic content or large cobble stones and blocky stones, and the method can be suitable for the stratum with high organic content and overcomes the defect that the existing method depends on undisturbed soil of the stratum; through better occlusion between the pile bodies, a reliable closed continuous reinforced soil body is formed; meanwhile, the cement soil slurry is more uniform due to the fact that the cement soil slurry is stirred in advance, and the requirements of the reinforced soil body on parameters such as strength, permeability and stability are more easily met, so that the reliability of the reinforced soil body is improved.
Preferably, the soil cement slurry has a per cubic formulation of: 150-450 kg of cement, 800-1200 kg of soil, 400-800 kg of stone chips, 100-300 kg of weighting agent, 50-150 kg of fly ash and 1400-2000 kg/m of cement-soil slurry3The 28-day compressive strength of the test block is more than or equal to 0.8MPa, and the permeability coefficient is less than or equal to 1.0 multiplied by 10-6cm/s。
By adopting the technical scheme, the cement consumption is saved, the pile body with high compactness and good impermeability can be formed, the formed pile body has moderate strength, the safety of shield construction can be ensured, and the cutting of the pre-arranged pile body is facilitated during the drilling of the subsequent pile.
Preferably, the blended soil cement slurry is filtered through a coarse mesh screen.
By adopting the technical scheme, the problem that coarse particles in soil block the hollow drill rod of the long spiral drilling machine during pressure irrigation can be avoided, and the working efficiency is improved.
Preferably, the long spiral drilling machine is adopted to drill the second-order piles, the third-order piles and the fourth-order piles, and the rotary drilling machine is used to drill the second-order piles, the third-order piles and the fourth-order piles instead.
By adopting the technical scheme, the pile holes are ensured to be vertical better, the pile bodies are engaged with each other more effectively, and a continuous reinforced soil body is finally formed.
Preferably, after the second-order pile, the third-order pile and the fourth-order pile are drilled by the rotary drilling rig, the long-auger drilling machine is adopted to pour soil slurry in a pressing mode, and the steps are as follows: and after the second-order piles, the third-order piles and the fourth-order piles are drilled by the rotary drilling rig, hoisting the cast-in-place guide pipe by using a crane to perform pressure casting of the cement-soil slurry.
By adopting the technical scheme, the interference conflict generated by the pressure irrigation operation on the drilling operation of the rotary drilling rig is avoided, and the crane is only needed to adjust the angle of the machine arm when the next cement-soil pile is subjected to pressure irrigation construction, so that the construction efficiency is improved.
Preferably, before drilling by the rotary drilling rig, the self device is utilized for leveling and adjusting the verticality of the drill rod, so that the verticality deviation is within the range of 0.3%.
By adopting the technical scheme, the perpendicularity of the pile hole can be further improved, and the overall quality of the reinforced soil body is improved.
In conclusion, the invention has the following beneficial effects:
1. the invention can drill in a harder soil layer, can reach the designed depth and pile diameter particularly when encountering large cobble stones and blocky stones, can be suitable for a stratum with high organic matter content, and overcomes the defect that the prior method depends on undisturbed soil of the stratum;
2. the cutting of the pre-arranged piles during the drilling of the subsequent piles ensures that pile bodies are better engaged with each other to form a reliable closed continuous reinforced soil body;
3. because the cement soil slurry is stirred in advance, the requirements of the reinforced soil body on parameters such as strength, permeability, stability and the like are more easily met, and the reliability of the reinforced soil body is improved;
4. because the cement-soil pile constructed firstly has controllable strength, the cutting is easier;
5. as the main materials of the cement-soil pile are soil and stone chips, compared with the method of pouring concrete in a drilled hole by pressure, the cement-soil pile saves a large amount of cement and broken stones, and is more economical and economical;
6. the rotary drilling rig is adopted to construct the second-order pile, the third-order pile and the fourth-order pile, so that the damage to the pre-order pile body in the subsequent pile drilling process can be reduced, and the overall quality of the reinforced soil body is further improved;
7. the crane is adopted to hoist the filling guide pipe to carry out pressure filling of cement-soil slurry on the second-order pile, the third-order pile and the fourth-order pile, interference conflict generated by pressure filling operation on drilling operation of the rotary drilling rig is avoided, and when the next cement-soil pile is subjected to pressure filling construction, the crane is only needed to adjust the angle of the machine arm, so that the construction efficiency is improved.
Drawings
FIG. 1 is a process flow diagram of reinforcement of soil mass at the shield starting and reaching end based on hole formation by a long spiral drilling machine;
FIG. 2 is a soil body reinforcing process flow chart of a rotary drilling rig for excavating second, third and fourth sequence pile holes;
FIG. 3 is a schematic view of pile hole numbering;
FIG. 4 is a schematic illustration of a sequence of pile constructions;
FIG. 5 is a schematic diagram of a second-order pile construction;
FIG. 6 is a schematic diagram of a three-sequence pile construction;
FIG. 7 is a schematic diagram of a four-sequence pile construction;
fig. 8 is a background art schematic.
In the figure, 91, shield; 92. a foundation pit; 93. a hole; 94. and (5) a soil body reinforcing area.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings. In which like parts are designated by like reference numerals. It should be noted that, as used in the following description, the terms "front," "rear," "left," "right," "upper," "lower," "bottom" and "top" refer to directions in the drawings, and the terms "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
The first embodiment is as follows:
a construction method for reinforcing soil body at the end of shield launching and arrival mainly adopts a long spiral drilling machine to drill holes; grouting the prepared and mixed cement soil slurry into a pile hole by using a long spiral drilling machine; and constructing a plurality of pile bodies at intervals according to different sequences, after the strength of cement soil slurry of the preorder pile body is increased, drilling construction of a subsequent pile is carried out by using a long spiral drilling machine, and the preorder pile is cut at the same time, so that the subsequent pile and the preorder pile can be mutually engaged to form a continuous reinforced soil body.
As shown in FIG. 1, the method comprises the following specific construction steps:
step a, measuring the position of a lofting pile body: measuring and paying off on a leveling field, and inserting a wood stick or a steel stick into the paid-out pile position for marking; in addition, guiding piles are arranged beside the pile positions so as to facilitate rechecking at any time when the pile positions have deviation; the guide pile is two marked piles which form a straight line with the center of the pile position, and the common method for guiding the pile is to drill a deep hole on the ground by using a steel chisel or a puncher and pour white lime powder into the deep hole.
Step b, positioning the long spiral drilling machine
An operator strictly controls the movement of the drilling machine according to the determined position to ensure that the axis of the drilled hole is not deviated in position, the self-contained device of the long spiral drilling machine is utilized to level the drilling machine, the verticality of the drilling rod is adjusted, and the verticality deviation of the drilling tool is controlled within the range of 1%.
Step c, drilling the piles in sequence
As shown in fig. 3, the 1 st, 3 rd, 5 th, 21 st, 23 th and 25 th pile holes are a sequence of piles; 2. 4, 6, 22, 24 and 26 pile holes are two-sequence piles; 11. the pile holes 13, 15 and 31, 33 and 35 are three-sequence piles, and the pile holes 12, 14, 16 and 32, 34 and 36 are four-sequence piles.
As shown in fig. 4, the long auger drilling machine performs drilling construction on the piles in sequence.
Step d, preparing and mixing cement soil slurry
Preparing cement soil slurry at a mixing station, and transporting the cement soil slurry to a site by a tank truck; or the cement soil slurry is mixed by a forced mixer on the construction site, and the forced mixer is provided with a meter, so that the weight of various materials can be accurately measured; the slump of the mixed cement soil slurry is 18-22 cm; in order to ensure that the coarse particles in the soil do not block the hollow drill rod of the long spiral drilling machine during pressure irrigation, the mixed cement soil slurry is sieved by a coarse-hole sieve to filter out the coarse particles in the soil. During winter construction, hot water is also needed to be used for mixing cement soil slurry, or an antifreezing agent, an accelerating agent and other additives are added; industrial waste such as fly ash can be added to replace cement for saving and environmental protection;
preferably, every 1m3The formula of the volume cement soil slurry is as follows: 150-450 kg of cement, 800-1200 kg of soil, 400-800 kg of stone chips, 100-300 kg of weighting agent, 50-150 kg of fly ash and 1400-2000 kg/m of cement-soil slurry volume weight3The 28-day compressive strength of the test block is more than or equal to 0.8MPa, and the permeability coefficient is less than or equal to 1.0 multiplied by 10-6cm/s. The formula has the advantages of less cement consumption, economy, capability of forming a pile body with high compactness and good impermeability, moderate strength of the formed pile body, capability of ensuring the safety of shield construction and convenience for cutting the pre-arranged pile body during drilling of a subsequent pile.
Step e, pile pressing and water filling soil slurry
The long spiral drilling machine is in place, the center of a drill bit is aligned to the center of a hole site, one end of a feeding hose on the long spiral drilling machine is connected with a ground pump, and the other end of the feeding hose is connected with a hollow drill rod; closing a valve at the bottom of the hollow drill rod and fixing the valve by using an elastic rope to prevent slurry from entering the drill rod in the process of lowering the drill rod into the hole; putting a hollow drill rod of a drilling machine down to the bottom of a hole with a drill bit; pouring cement soil slurry which is stirred in advance into a ground pump, starting the ground pump, pressing the cement soil slurry to the bottom of a hole through a hollow drill rod by the ground pump, flushing a valve at the bottom of a drill bit by the cement soil slurry, then entering the hole, lifting a drilling tool while performing pressure filling, and always keeping the length of the drilling tool embedded in the cement soil slurry to be not less than 2m until the designed elevation is achieved by the pressure filling; the mud in the hole flows into the mud pool through the drainage groove.
Step f, drilling construction of the second-order pile and pressure grouting of cement soil slurry
As shown in fig. 5, after the strength of the cement slurry in the pile is increased, generally 3-5 days after the pressure irrigation is completed, the long spiral drilling machine is put in place, and the self device is used for leveling and adjusting the verticality of the drill rod, and the verticality deviation of the drilling tool is ensured to be within the range of 1%. And drilling the second-order piles according to pile hole positions which are set out in advance, and cutting the first-order piles simultaneously, so that the second-order piles and the first-order piles can be meshed with each other after construction is finished, and a continuous reinforced soil body is formed. And after the designed depth is reached, drilling is finished.
And e, performing pressure irrigation on the cement soil slurry of the second-order pile according to the method in the step e.
And g, drilling the three-sequence piles and the four-sequence piles and grouting cement soil slurry.
As shown in fig. 6 and 7, the construction of the three-sequence piles and the four-sequence piles are sequentially performed according to the above-described method. Finally, all the pile bodies are mutually occluded to form a continuous reinforced soil body.
The construction method can drill in a harder soil layer, can reach the design depth and the pile diameter particularly when meeting a stratum with high organic matter content or large cobble stones and blocky stones, can be suitable for the stratum with high organic matter content, and overcomes the defect that the existing method depends on undisturbed soil of the stratum. Through better occlusion between the pile bodies, a reliable closed continuous reinforced soil body is formed. Meanwhile, the cement soil slurry is more uniform due to the fact that the cement soil slurry is stirred in advance, and the requirements of the reinforced soil body on parameters such as strength, permeability and stability are more easily met, so that the reliability of the reinforced soil body is improved. And the cement-soil pile constructed firstly has controllable strength and is easier to cut. As the main materials of the cement-soil pile are soil and stone chips, compared with the method of pouring concrete in a drilled hole by pressure, the cement-soil pile saves a large amount of cement and broken stones, and is more economic and economical.
Example two:
as shown in fig. 2, the difference from the first embodiment is that: and f, drilling the second-order piles, the third-order piles and the fourth-order piles by using a long spiral drilling machine instead of drilling by using a rotary drilling machine.
The specific operation is as follows: taking the construction of the second-order pile as an example, after the strength of cement soil slurry in the first-order pile is increased, generally 3-5 days after the pressure irrigation is completed, the rotary drilling rig takes place, the self device is utilized to level and adjust the verticality of the drill rod, and the verticality deviation of the drilling tool is ensured to be within the range of 0.3%. And drilling the second-order piles according to pile hole positions which are set out in advance, and cutting the first-order piles simultaneously, so that the second-order piles and the first-order piles can be meshed with each other after construction is finished, and a continuous reinforced soil body is formed. And after the designed depth is reached, drilling is finished, and the drill rod is pulled out.
Because the verticality of the rotary drilling rig can be controlled to be 0.3%, compared with a long spiral drilling rig, the pile hole can be ensured to be vertical better, pile bodies can be meshed with each other more effectively, and finally a continuous reinforced soil body is formed. The problem that accidents are caused due to the fact that the long spiral drilling machine cannot be meshed in the range of the bottom of the pile body to form a cavity and cannot play a water stopping effect due to low vertical precision is avoided.
Because the blades of the long spiral drilling machine for cutting soil bodies are arranged in a whole length direction along the length direction of the drill rod, when a hole is drilled, the blades of the long spiral drilling machine in the drilled hole can generate collision contact on a constructed pile in sequence, and the quality of the pile in sequence is influenced; and the drill rod of the rotary drilling rig is thinner than the drill bit, so the rotary drilling rig can only contact with the constructed first-order pile within the range of the drill bit, and therefore, the rotary drilling rig is adopted to construct the second-order pile, the third-order pile and the fourth-order pile, the damage to the pre-arranged pile body in the drilling process of the subsequent pile can be reduced, and the overall quality of the reinforced soil body is improved.
And e, after the second-order piles, the third-order piles and the fourth-order piles are drilled by the rotary drilling rig, pressing and irrigating soil slurry by using a long-spiral drilling machine, and replacing with: and after the second-order piles, the third-order piles and the fourth-order piles are drilled by the rotary drilling rig, hoisting the cast-in-place guide pipe by using a crane to perform pressure casting of the cement-soil slurry.
The specific operation is as follows: connecting a feed inlet of the perfusion conduit with a ground pump by using a sealing hose; a valve is arranged at the bottom of the filling conduit, and when the filling conduit is lowered into the hole bottom, the valve is closed to prevent slurry in the hole from entering the filling conduit; pouring the cement soil slurry into a ground pump, starting the ground pump, pressing the cement soil slurry to the bottom of the hole through the pouring guide pipe by the ground pump, and flushing the valve at the bottom of the pouring guide pipe by the cement soil slurry to enter the hole; and lifting the filling guide pipe while performing pressure irrigation, and keeping the length of the filling guide pipe embedded in the cement slurry to be not less than 2m all the time until the filling guide pipe is subjected to pressure irrigation to reach the designed elevation.
The crane is adopted to hoist the filling guide pipe to carry out pressure filling of cement-soil slurry on the second-order pile, the third-order pile and the fourth-order pile, interference conflict generated by pressure filling operation on drilling operation of the rotary drilling rig is avoided, and when the next cement-soil pile is subjected to pressure filling construction, the crane is only needed to adjust the angle of the machine arm, so that the construction efficiency is improved.
The present embodiment is only for explaining the present invention, and it is not limited to the present invention, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present invention.
Claims (5)
1. A construction method for reinforcing soil body at shield launching and arrival end is characterized in that: the method comprises the following construction steps:
step a, measuring the position of a pile body after lofting; the first-order piles are arranged in a multi-row multi-column matrix type at intervals, and the second-order piles are arranged between every two adjacent rows of the first-order piles and meshed with the adjacent first-order piles; arranging three-sequence piles between adjacent first-sequence piles in each row, and simultaneously meshing the three-sequence piles with the adjacent or close first-sequence piles and second-sequence piles; the four-sequence piles are arranged in the space in the matrix range without piling and are meshed with the surrounding pile bodies; according to the position of the measurement lofting and the occlusion relation, sequentially drilling a first-order pile, a second-order pile, a third-order pile and a fourth-order pile;
b, positioning a long spiral drilling machine and drilling a pile in sequence;
c, preparing and mixing cement soil slurry; adopting a long spiral drilling machine to press and fill cement soil slurry into pile holes of the first-order piles;
d, after the strength of cement soil slurry in the first-order pile is increased, drilling construction of the second-order pile is carried out by using a long spiral drilling machine, and the first-order pile is cut simultaneously, so that the second-order pile after construction can be mutually occluded with the first-order pile; secondly, pouring soil slurry under pile pressing;
e, drilling construction and pressure filling of cement soil slurry are carried out on the three-sequence piles and the four-sequence piles by adopting a long spiral drilling machine, and finally all pile bodies are mutually occluded to form a continuous reinforced soil body; the formula of each cube of cement soil slurry is as follows: 150-450 kg of cement, 800-1200 kg of soil, 400-800 kg of stone chips, 100-300 kg of weighting agent, 50-150 kg of fly ash and 1400-2000 kg/m of cement-soil slurry3The 28-day compressive strength of the test block is more than or equal to 0.8MPa, and the permeability coefficient is less than or equal to 1.0 multiplied by 10-6cm/s。
2. The construction method for reinforcing soil body at the shield launching and arrival end according to claim 1, characterized in that: and filtering the mixed cement soil slurry by using a coarse mesh screen.
3. The construction method for reinforcing soil body at the shield starting and arrival end according to any one of claims 1 to 2, characterized in that: and drilling the second-order pile, the third-order pile and the fourth-order pile by using a long spiral drilling machine instead of drilling the second-order pile, the third-order pile and the fourth-order pile by using a rotary drilling machine.
4. The construction method for reinforcing soil body at the shield launching and arrival end according to claim 3, characterized in that: after the second-order pile, the third-order pile and the fourth-order pile are formed by the rotary drilling rig, the long-spiral drilling rig is adopted to press and irrigate soil slurry, and replacement is performed by: and after the second-order piles, the third-order piles and the fourth-order piles are drilled by the rotary drilling rig, hoisting the cast-in-place guide pipe by using a crane to perform pressure casting of the cement-soil slurry.
5. The construction method for reinforcing soil body at the shield launching and arrival end according to claim 3, characterized in that: before drilling, the rotary drilling rig levels and adjusts the verticality of the drill rod by using a self device, so that the verticality deviation is within the range of 0.3%.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711197726.9A CN108018849B (en) | 2017-11-25 | 2017-11-25 | Construction method for reinforcing soil body at shield launching and arrival end |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711197726.9A CN108018849B (en) | 2017-11-25 | 2017-11-25 | Construction method for reinforcing soil body at shield launching and arrival end |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108018849A CN108018849A (en) | 2018-05-11 |
| CN108018849B true CN108018849B (en) | 2020-05-19 |
Family
ID=62077245
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711197726.9A Active CN108018849B (en) | 2017-11-25 | 2017-11-25 | Construction method for reinforcing soil body at shield launching and arrival end |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108018849B (en) |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000080646A (en) * | 1998-09-03 | 2000-03-21 | Kajima Corp | Interlocking cast-in-place pile |
| CN101591914B (en) * | 2009-06-25 | 2010-12-29 | 江苏华东建设基础工程有限公司 | Construction method for foundation pit supporting structure occluded by filling piles and stirring piles |
| CN106400782B (en) * | 2016-06-28 | 2019-01-04 | 中铁隧道集团二处有限公司 | A kind of construction method for going along with sb. to guard him hole-drilling interlocking pile using rotary drilling rig construction foundation pit |
-
2017
- 2017-11-25 CN CN201711197726.9A patent/CN108018849B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN108018849A (en) | 2018-05-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2020103672A4 (en) | Construction method of rotary drilling hole-forming and jet mixing cement-soil occlusion curtain piles | |
| CN110230309B (en) | Karst area bridge karst cave pile foundation construction method | |
| CN202337976U (en) | In-hole impact high-pressure jet grouting equipment | |
| CN101962949B (en) | Long spiral double-pipe high-pressure stir-jet grouting pile construction method and device | |
| CN104929114A (en) | High pressure jet grouting pile waterproof curtain construction device and method | |
| CN106545005A (en) | A kind of reinforcing body and reinforcement means of subway tunnel shield termination | |
| CN101525881B (en) | Structure of karst strata pile holes protecting wall and method for constructing pile holes | |
| CN204753574U (en) | High pressure jet grouting pile stagnant water curtain construction equipment | |
| CN107587502B (en) | Construction method for rotary drilling hole-forming pressure-grouting cement soil occlusion curtain pile | |
| CN105525619B (en) | A kind of water rich strata bored tunnel occlusion pipe curtain | |
| CN105442532A (en) | Construction method for pile-head-expanded bored pile | |
| CN114808990A (en) | High-pressure pre-filling karst cave pile foundation construction method | |
| CN102337732A (en) | Seawall construction method with top pipes penetrating through block stone | |
| CN107740434A (en) | It is a kind of to be used for sandy gravel, the construction method of dolomite crushed zone dam foundation ditch water protecting curtain | |
| CN111455988A (en) | Construction method of high-pressure jet grouting pile | |
| CN111119128A (en) | Danger-removing, reinforcing and seepage-proofing method for natural rock-fill dam of barrier lake | |
| CN107975027B (en) | Construction method for reinforcing soil body at shield launching and arrival end | |
| CN107653889B (en) | Construction method of section steel pressure-grouting cement soil curtain support pile | |
| CN108755671B (en) | Construction method of triaxial mixing pile of water-rich gravel layer | |
| CN114059527A (en) | Large-diameter mixing pile construction method suitable for high-groundwater-level hard soil layer | |
| CN201649093U (en) | Long spiral dual-pipe high-pressure stirring-spraying pile construction device | |
| CN103046568A (en) | Long spiral down-the-hole hammer vibrating jet grouting cement soil curtain pile construction process | |
| CN103850261A (en) | In-rock deep foundation pit rock-socketed water-stop curtain construction method | |
| CN107100137A (en) | The integrated antiseepage processing method of hamburger type dyke | |
| CN108018849B (en) | Construction method for reinforcing soil body at shield launching and arrival end |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Application publication date: 20180511 Assignee: Beijing Geotechnical Engineering Association Assignor: BEIJING BUILDING MATERIAL GEOTECHNICAL ENGINEERING Corp.|ZHONGCAI GEOLOGICAL ENGINEERING EXPLORATION ACADEMY Co.,Ltd.|BEIJING URBAN CONSTRUCTION SCIENCE TECHNOLOGY PROMOTING ASSOCIATION Contract record no.: X2021990000085 Denomination of invention: A construction method of soil reinforcement at shield launching and arriving ends Granted publication date: 20200519 License type: Exclusive License Record date: 20210205 |