CN115059060B - Construction method for rotary digging grouting retaining wall of complex terrain - Google Patents

Construction method for rotary digging grouting retaining wall of complex terrain Download PDF

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Publication number
CN115059060B
CN115059060B CN202210718281.9A CN202210718281A CN115059060B CN 115059060 B CN115059060 B CN 115059060B CN 202210718281 A CN202210718281 A CN 202210718281A CN 115059060 B CN115059060 B CN 115059060B
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Prior art keywords
drill rod
pile hole
cutter
self
rod
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CN115059060A (en
Inventor
周效昌
周佩玲
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Dongguan Hengchang Construction Engineering Co ltd
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Dongguan Hengchang Construction Engineering Co ltd
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    • 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
    • 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
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B17/00—Drilling rods or pipes; Flexible drill strings; Kellies; Drill collars; Sucker rods; Cables; Casings; Tubings
    • E21B17/02—Couplings; joints
    • E21B17/04—Couplings; joints between rod or the like and bit or between rod and rod or the like
    • E21B17/046—Couplings; joints between rod or the like and bit or between rod and rod or the like with ribs, pins, or jaws, and complementary grooves or the like, e.g. bayonet catches
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B7/00—Special methods or apparatus for drilling
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/23—Dune restoration or creation; Cliff stabilisation

Abstract

The invention discloses a construction method for rotary excavation grouting retaining walls of complex terrains, which comprises the following steps: leveling a site, measuring paying-off and positioning, burying a pile casing, checking a central axis of a pile hole, drilling a pile hole according to the central axis of the pile hole, measuring depth and verticality of the pile hole, hoisting a reinforcement cage, grouting concrete, and curing and molding; the drilling pile hole comprises: step 1, starting a rotary drilling machine, and drilling a first layer depth of the pile hole through a self-contained drill rod; and 2, after the self-carrying drill rod is connected with the standby drill rod, restarting the rotary drilling machine, and drilling the second layer depth of the pile hole. The invention relates to a rotary digging grouting retaining wall construction method which is suitable for complex terrains, reduces construction difficulty, shortens construction time and reduces construction cost.

Description

Construction method for rotary digging grouting retaining wall of complex terrain
Technical Field
The invention relates to the technical field of pile foundation construction, in particular to a rotary digging grouting retaining wall construction method which is suitable for complex terrains, reduces construction difficulty, shortens construction time and reduces construction cost.
Background
With the continuous development of urban construction, various high-rise buildings and important buildings in urban areas are increasingly increased, and deep foundation pits are increasingly excavated.
The rotary drilling pile is generally a pile foundation formed by drilling holes by a rotary drilling machine and pouring concrete, and is called as rotary drilling bored concrete pile in whole, and is called as rotary drilling pile in engineering for short. The mechanical operation is used, so that the construction is safe and convenient, the stratum applicability is wide, the construction efficiency is high, and the mechanization degree is high, so that the construction method is rapidly popularized.
In the existing rotary drilling technology, when the local topography is complex and the depth of the pile hole is deep, the drill rod is easy to deviate from the center in the working process, so that in order to prevent the drill rod from deviating from the center, the qualified pile hole is drilled, a complex and tedious additional process is needed, and the construction difficulty is high, the time is long and the cost is high.
Therefore, a rotary digging grouting wall protection construction method suitable for complex terrains, capable of reducing construction difficulty, shortening construction time and reducing construction cost is needed.
Disclosure of Invention
The invention aims to provide a rotary digging grouting retaining wall construction method which is suitable for complex terrains, reduces construction difficulty, shortens construction time and reduces construction cost.
In order to achieve the above purpose, the technical scheme provided by the invention is as follows: the construction method for the rotary excavation grouting retaining wall of the complex terrain comprises the following steps: leveling a site, measuring paying-off and positioning, burying a pile casing, checking a central axis of a pile hole, drilling a pile hole according to the central axis of the pile hole, measuring depth and verticality of the pile hole, hoisting a reinforcement cage, grouting concrete, and curing and molding;
the drilling pile hole comprises:
step 1, starting a rotary drilling machine, and drilling a first layer depth of the pile hole through a self-contained drill rod;
and 2, after the self-carrying drill rod is connected with the standby drill rod, restarting the rotary drilling machine, and drilling the second layer depth of the pile hole.
The method comprises the substeps of the substeps 1 and 2, and further comprises a substep of arranging a drill rod connecting device, wherein the drill rod connecting device is cylindrical, one end of the drill rod connecting device extends into the lower end of the self-contained drill rod, and the other end of the drill rod connecting device extends into the upper end of the standby drill rod.
The method further comprises the substep of placing a drill rod positioning device, wherein the standby drill rod is positioned below the first layer depth of the pile hole through the drill rod positioning device.
Before the substep of placing the drill rod positioning device, the method further comprises the substep of excavating a fixed groove: the self-carrying drill rod is connected with a fixed groove excavating device, and the fixed groove is excavated through the fixed groove excavating device.
The fixed slot excavating device comprises:
the first structure main body is of a tubular structure, two sides of the first structure main body are respectively provided with a cutter groove, and each cutter groove is provided with a cutter;
the cutter is connected to the cutter groove in a telescopic manner, the cutting edge of the cutter is obliquely downwards arranged, a limit boss is arranged on the cutter handle of the cutter, a first spring is connected to the end portion of the cutter handle of the cutter, and in the rotating process of the cutter, the first spring applies an elastic force to the cutter so that the cutting edge of the cutter digs out of the fixing groove outside the pile hole.
The drill rod positioning device comprises:
the second structure main body is of a tubular structure, through grooves are uniformly formed in the second structure main body, and an anchoring rod is arranged on each through groove;
the anchor rod is located one end of the inner side of the second main body structure is connected with an arc-shaped shaft support, a second spring is sleeved between the rear side of the arc-shaped shaft support and the inner side of the second main body structure, the front side of the shaft support is in contact with the outer wall of the standby drill rod, the outer wall of the standby drill rod can push the other end of the anchor rod to move a distance towards the direction of the fixed groove through the shaft support, and the second spring can reset the anchor rod.
The inner wall of the through groove is provided with a first tooth part, and the anchoring rod is provided with a second tooth part matched with the first tooth part.
The drill rod positioning device comprises:
the second structure main body is of a tubular structure, through grooves are uniformly formed in the second structure main body, and an anchoring rod is arranged on each through groove;
the inner ring is of a tubular structure and is sleeved on the inner side of the second structural body, one end of the anchoring rod, which is positioned on the inner side of the second structural body, is in rolling connection with the outer side of the inner ring, a second spring is sleeved between the outer side of the inner ring and the inner side of the second structural body, the inner side of the inner ring is in contact with the outer wall of the standby drill rod, the outer wall of the drill rod can push at least one of the other ends of the anchoring rod to move for a distance along the direction of the fixed groove through the inner ring, and the second spring can reset the anchoring rod.
The other end of the anchoring rod is positioned in the fixing groove, and concrete is poured to fix the anchoring rod.
And after the substep 2, the method further comprises a substep 3, wherein the self-contained drill rod is connected with a standby drill rod and then connected with another standby drill rod, the rotary drilling machine is restarted, and the third layer depth of the pile hole is drilled.
Compared with the prior art, in the construction method for the rotary excavation grouting retaining wall of the complex terrain, the pile hole drilling step comprises the following steps: step 1, starting a rotary drilling machine, and drilling a first layer depth of the pile hole through a self-contained drill rod; and 2, after the self-carrying drill rod is connected with the standby drill rod, restarting the rotary drilling machine, and drilling the second layer depth of the pile hole. Therefore, the verticality of the pile hole can be ensured, the hole wall of the pile hole can be well protected, the defect of the existing rotary drilling machine drill rod is better overcome, the deeper pile hole is drilled, the method is suitable for complex terrains, the construction difficulty can be effectively reduced, the construction time can be shortened, and the construction cost can be reduced.
The invention will become more apparent from the following description taken in conjunction with the accompanying drawings which illustrate embodiments of the invention.
Drawings
Fig. 1 is a schematic view of an embodiment of a rotary dredger.
FIG. 2 is a process flow diagram of the construction method of the rotary excavation grouting retaining wall of the complex terrain.
Fig. 3 is a flow chart of the substeps of drilling a pile hole.
Fig. 4 is a schematic illustration of the connection of the self-contained drill pipe to the backup drill pipe.
Fig. 5 is a schematic view of an embodiment of a fixed slot excavation apparatus.
Fig. 6 is a schematic view of a part of the structure of the cutter in the cutter groove.
FIG. 7 is a schematic view of an embodiment of a drill rod positioning apparatus.
Fig. 8 is another angular view of the pipe positioner shown in fig. 7.
Fig. 9 is a schematic view of another embodiment of a drill rod positioning apparatus.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments.
The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by a person skilled in the art without making any inventive effort, are intended to be within the scope of the present invention.
In the following, the terms "comprises", "comprising", "having" and their cognate terms as used in various embodiments of the invention are intended to refer only to a particular feature, number, step, operation, element, component, or combination of the foregoing, and should not be taken to first exclude the presence of or increase the likelihood of one or more other features, numbers, steps, operations, elements, components, or combinations of the foregoing.
Furthermore, the terms "first," "second," "third," and the like, as used herein, are used merely for distinguishing between descriptions and not for indicating or implying a relative importance.
Unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which various embodiments of the invention belong. The terms (such as those defined in commonly used dictionaries) will be interpreted as having a meaning that is the same as the context of the relevant art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein in connection with the various embodiments of the invention.
Referring to fig. 1 and 2, a construction method for rotary excavation grouting retaining wall of complex terrain is provided, which comprises the following steps:
s001, leveling a field;
s002, measuring, paying-off and positioning;
s003, embedding a protective cylinder;
s004, checking the central axis of the pile hole;
s005 drilling machine is positioned and used for drilling pile holes according to the center line of the pile holes;
s006, measuring the depth and verticality of the pile hole;
s007, hanging a reinforcement cage;
s008 concrete grouting;
s009 maintenance and molding;
wherein the drilling of the pile hole comprises:
s0051, starting a rotary drilling machine, and drilling a first layer depth of the pile hole through a self-contained drill rod;
s0052, after the self-carrying drill rod is connected with the standby drill rod, the rotary drilling machine is started again, and the second layer depth of the pile hole is drilled.
Referring to fig. 1, therefore, when the self-contained drill rod 1 prepared by the rotary excavator is insufficient in length, the spare drill rod 2 can be customized, the spare drill rod 2 is connected to the lower end of the self-contained drill rod 1, and the number of the spare drill rods can be more than 1, so that the depth of a pile hole drilled by the rotary excavator is greatly increased, and a deeper pile hole can be drilled. Therefore, the working capacity of the rotary digging machine can be greatly improved on the basis of the original rotary digging machine, and the equipment cost of a constructor is effectively reduced on the premise of not influencing the working effect of the rotary digging machine.
Referring to fig. 1 and 4, between step S0051 and step S0052, a sub-step of setting a drill rod connecting device is further included, the drill rod connecting device 3 is cylindrical, one end of the drill rod connecting device extends into the lower end of the self-carrying drill rod 1, and the other end of the drill rod connecting device extends into the upper end of the spare drill rod 2.
Therefore, by arranging the drill rod connecting device 3, the self-carrying drill rod 1 and the standby drill rod 2 can be well connected, so that the length of the drill rod of the rotary drilling machine can be greatly increased, and deeper pile holes can be drilled. The spare drill rod 2 and the drill rod connecting device 3 may be made of iron sheet with appropriate strength.
In one embodiment, referring to fig. 3, the method further comprises the substep of placing a drill rod positioning device, wherein the spare drill rod is positioned below the first depth of layer of the pile hole by the drill rod positioning device 4.
It should be noted that, when the depth of the pile hole drilled by the rotary drilling machine through the self-carrying drill rod 1 is insufficient, the spare drill rod 2 needs to be connected, the depth of the pile hole is further deepened by the cooperative work of the self-carrying drill rod 1 and the spare drill rod 2, at this time, the depth of the pile hole drilled by the self-carrying drill rod 1 is defined as the first layer depth of the pile hole, and the depth of the pile hole drilled by the spare drill rod 2 is increased to be defined as the second layer depth of the pile hole, so that the length of the self-carrying drill rod 1 is known as the first layer depth of the pile hole, and the length of the spare drill rod 2 is known as the second layer depth of the pile hole. And the perpendicularity of the pile hole must meet the standard requirement, if the spare drill rod 2 is directly connected after the self-contained drill rod 1, the length of the whole drill rod is too long, and the perpendicularity of the pile hole is difficult to reach the standard requirement. Thus, the drill rod positioning device 4 needs to be added, and the purpose of the drill rod positioning device 4 is to maintain the perpendicularity of the whole drill rod so as to drill the pile hole to meet the perpendicularity required by the specification.
In one embodiment, referring to fig. 5, before the step of placing the drill rod positioning device, the method further includes a step of excavating a fixed slot: the self-carrying drill rod 1 is connected with a fixed groove excavating device 5, and the fixed groove 6 is excavated through the fixed groove excavating device 5.
Referring to fig. 5 and 6, the fixed slot excavation device 5 includes:
the first structural body 51 is in a tubular structure, two sides of the first structural body 51 are respectively provided with a cutter groove 52, and each cutter groove 52 is provided with a cutter 53;
the cutter 53 is telescopically connected to the cutter slot 52, the cutting edge of the cutter 53 is obliquely arranged downwards, a limit boss 531 is arranged on the cutter handle of the cutter 53, a first spring 54 is connected to the end of the cutter handle of the cutter 53, and the cutter 53 applies an elastic force to the cutter 53 in the rotating process, so that the cutting edge of the cutter 53 digs out the fixing slot 6 outside the pile hole.
It should be noted that, referring to fig. 6, in order to correspond to the handle of the cutter 53, a limiting boss 531 is provided, another positioning boss 511 is provided in the first structural body 51, and the limiting boss 531 is matched with the another limiting boss 511, so as to limit the cutter 53 and prevent the cutter 53 from being excessively stretched.
It should be noted that, when the rotary drilling machine drills the first depth of the pile hole through the drill pipe 1, the fixed slot excavating device 5 is sunk below the first depth of the pile hole along the pile hole, and when the fixed slot excavating device 5 is not in the working state in the pile hole, the cutter 53 is limited by the inner wall of the pile hole and is retracted in the first structural body 51. The fixed slot excavating device 5 is connected to the lower end of the self-carrying drill rod 1, is fed into the pile hole by the self-carrying drill rod 1, and rotates at the first layer depth of the pile hole under the driving of the self-carrying drill rod 1, and the cutter 53 is continuously stretched to excavate the fixed slot 6 due to centrifugal force in the rotating process. After the fixed slot 6 is formed, the self-carrying drill rod 1 drives the fixed slot excavating device 5 to reversely rotate, the cutter 53 is retracted into the first structural main body 51, and meanwhile, the fixed slot excavating device 5 is driven by the self-carrying drill rod 1 to be pulled out of the pile hole.
Referring to fig. 7 and 8, the pipe positioner 4 includes:
the second structure main body 41 is in a tubular structure, through grooves are uniformly formed in the second structure main body 41, and an anchoring rod 42 is arranged on each through groove;
the anchoring rod 42 is located at one end of the inner side of the second main body structure 41 and is connected with an arc-shaped shaft support 43, a second spring 44 is further sleeved between the rear side of the arc-shaped shaft support 43 and the inner side of the second main body structure 41, the front side of the shaft support 43 is in contact with the outer wall of the standby drill rod 2, the outer wall of the standby drill rod 2 can push the other end of the anchoring rod 42 to move for a distance towards the direction of the fixed groove 6 through the shaft support 43, and the second spring 44 can reset the anchoring rod 42. It should be noted that, in a natural state, one end of the anchoring rod 42 is located inside the second body structure 41, and the other end is located in the fixing groove 6. The outer wall of the spare drill rod 2 is adjusted in position through the shaft support 43 in the rotating process, and the friction force between the outer wall of the spare drill rod 2 and the front side (arc surface) of the shaft support 43 is small. When the perpendicularity of the self-carrying drill rod 1 and the standby drill rod 2 meets the construction specification requirement, cement slurry is poured into the fixing groove 6, and the anchoring rod 42 is fixed by concrete and is shaped by curing. Therefore, the drill rod positioning device 4 is fixed by concrete, and in the rotating process of the standby drill rod 2, the drill rod positioning device 4 is positioned, so that the center of the pile hole cannot be deviated, and the pile hole meeting the standard requirement on verticality can be drilled.
In one embodiment, the inner wall of the through slot is provided with a first tooth (not shown) and the anchor rod 42 is provided with a mating second tooth 420 relative to the first tooth. It should be noted that, the first tooth portion is provided with the second tooth portion 420 that is matched with so arranged to increase friction force, so that the drill rod positioning device 4 is not fixed by concrete, and when the self-carrying drill rod 1 and the standby drill rod 2 are rotationally debugged in verticality, temporary positioning can be performed, so that debugging becomes simpler and more convenient.
Referring to fig. 9, in one embodiment, the drill rod positioning device 4 includes:
the second structure main body 41 is in a tubular structure, through grooves are uniformly formed in the second structure main body 41, and an anchoring rod 42 is arranged on each through groove;
the inner ring 45 is in a tubular structure and is sleeved on the inner side of the second structural body 41, one end of the anchoring rod 42, which is positioned on the inner side of the second structural body 41, is in rolling connection with the outer side of the inner ring 45, a second spring 44 is sleeved between the outer side of the inner ring 45 and the inner side of the second structural body 41, the inner side of the inner ring 45 is in contact with the outer wall of the standby drill rod 2, the outer wall of the standby drill rod 2 can push at least one of the other ends of the anchoring rod 42 to move for a distance towards the direction of the fixed groove 6 through the inner ring 45, and the second spring 44 can reset the anchoring rod 42. The outer wall of the spare drill rod 2 is adjusted in position by the inner ring 45 in the rotating process, and the friction force between the outer wall of the spare drill rod 2 and the front side (arc surface) of the inner ring 45 is small. When the perpendicularity of the self-carrying drill rod 1 and the standby drill rod 2 meets the construction specification requirement, cement slurry is poured into the fixing groove 6, and the anchoring rod 42 is fixed by concrete and is shaped by curing. Therefore, the drill rod positioning device 4 is fixed by concrete, and in the rotating process of the standby drill rod 2, the drill rod positioning device 4 is positioned, so that the center of the pile hole cannot be deviated, and the pile hole meeting the standard requirement on verticality can be drilled.
The embodiment shown in fig. 9 differs from the embodiments shown in fig. 7 and 8 in that the end of the anchoring rod 42 near the outside of the inner ring 45 forms a rolling connection with the outside of the inner ring 45, so that: when the outer wall of the spare drill rod 2 is sleeved in the inner ring 45, the spare drill rod 2 rotates together with the inner ring 45 to form rolling connection with the anchoring rod 42. Thus, the friction against the outer wall of the spare drill rod 2 is smaller than in the previous embodiment (the embodiment shown in fig. 7 and 8).
The other end of the anchoring rod 42 is positioned in the fixing groove 6, and concrete is poured to fix the anchoring rod.
In one embodiment, referring to FIG. 3, after step S0052, further comprising: and the self-carrying drill rod is connected with the standby drill rod and then connected with another standby drill rod, the rotary drilling machine is started again, and the third layer depth of the pile hole is drilled. In this embodiment, the number of spare drill rods may thus be more than one, i.e. another spare drill rod may be further connected to drill a deeper pile hole, with reference to the lower part of the spare drill rod 2 shown in fig. 1. It will be appreciated that each of the spare drill rods is required to be provided with a drill rod positioning means 4 as shown in fig. 8 or 9 to prevent the spare drill rod from being displaced from the centre of the pile hole during rotation.
The foregoing description of the preferred embodiments of the present invention is not intended to limit the scope of the claims, which follow, as defined in the claims.

Claims (4)

1. A construction method for rotary excavation grouting retaining wall of complex terrain comprises the following steps: leveling a field, measuring paying-off and positioning, burying a pile casing, checking a central axis of a pile, drilling a pile hole according to the central axis of the pile hole, measuring depth and verticality of the pile hole, hoisting a reinforcement cage, grouting concrete, and curing and molding;
the method is characterized in that the pile hole drilling comprises the following steps:
step 1, starting a rotary drilling machine, and drilling a first layer depth of the pile hole through a self-contained drill rod;
step 2, after the self-carrying drill rod is connected with a standby drill rod, the rotary drilling machine is started again, and a second layer depth of the pile hole is drilled;
the method comprises the substeps of the substeps 1 and 2, and further comprises a substep of arranging a drill rod connecting device, wherein the drill rod connecting device is cylindrical, one end of the drill rod connecting device extends into the lower end of the self-contained drill rod, and the other end of the drill rod connecting device extends into the upper end of the standby drill rod;
the method further comprises the substep of placing a drill rod positioning device, wherein the standby drill rod is positioned below the first layer depth of the pile hole through the drill rod positioning device;
before the substep of placing the drill rod positioning device, the method further comprises the substep of excavating a fixed groove: the self-contained drill rod is connected with a fixed groove excavating device, and the fixed groove is excavated through the fixed groove excavating device;
the fixed slot excavating device comprises:
the first structure main body is of a tubular structure, two sides of the first structure main body are respectively provided with a cutter groove, and each cutter groove is provided with a cutter;
the cutter is connected to the cutter groove in a telescopic way, the cutting edge of the cutter is obliquely downwards arranged, a limit boss is arranged on the cutter handle of the cutter, a first spring is connected to the end part of the cutter handle of the cutter, and in the rotating process of the cutter, the first spring applies an elastic force to the cutter so that the cutting edge of the cutter digs out of the fixing groove outside the pile hole;
the drill rod positioning device comprises:
the second structure main body is of a tubular structure, through grooves are uniformly formed in the second structure main body, and an anchoring rod is arranged on each through groove;
the anchor rod is located one end of the inner side of the second structural body is connected with an arc-shaped shaft support, a second spring is sleeved between the rear side of the arc-shaped shaft support and the inner side of the second structural body, the front side of the arc-shaped shaft support is in contact with the outer wall of the standby drill rod, the outer wall of the standby drill rod can push the other end of the anchor rod to move a distance in the direction of the fixed groove through the arc-shaped shaft support, and the second spring can reset the anchor rod.
2. The construction method of the complex terrain rotary excavation grouting retaining wall according to claim 1, wherein the inner wall of the through groove is provided with a first tooth part, and the anchoring rod is provided with a second tooth part matched with the first tooth part.
3. The construction method of the complex terrain rotary excavation grouting retaining wall according to claim 1, wherein the other end of the anchoring rod is positioned in the fixing groove, and concrete is poured for fixing.
4. The construction method of the rotary excavation grouting retaining wall of the complex terrain according to claim 1, further comprising a substep 3, wherein the self-contained drill rod is connected with a standby drill rod and then connected with another standby drill rod, the rotary excavator is restarted, and the third layer depth of the pile hole is drilled.
CN202210718281.9A 2022-06-23 2022-06-23 Construction method for rotary digging grouting retaining wall of complex terrain Active CN115059060B (en)

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