CN113089652A

CN113089652A - Occlusive pile construction method and reinforced structure

Info

Publication number: CN113089652A
Application number: CN202110204306.9A
Authority: CN
Inventors: 赵立财
Original assignee: China Railway 19th Bureau Group Co Ltd; Third Engineering Co Ltd of China Railway 19th Bureau Group Co Ltd
Current assignee: China Railway 19th Bureau Group Co Ltd; Third Engineering Co Ltd of China Railway 19th Bureau Group Co Ltd
Priority date: 2021-02-23
Filing date: 2021-02-23
Publication date: 2021-07-09

Abstract

The disclosure relates to the technical field of building construction, in particular to a secant pile construction method and a reinforced structure. The construction method of the occlusive pile provided by the disclosure comprises the following steps: step S1, construction preparation; step S2, constructing a first plain concrete pile to form an A1 pile; step S3, constructing a second plain concrete pile to form an A2 pile; step S4, constructing a first reinforced concrete pile to form a B1 pile, wherein the B1 pile is respectively meshed with the A1 pile and the A2 pile; step S5, repeating step S3 to form A3 peg, and repeating step S4 to form a B2 peg; the B2 stake is in a snap-fit arrangement with the a2 stake and the A3 stake, respectively; and S6, repeating the step S5, wherein the construction sequence of each pile is as follows: A1-A2-B1-A3-B2-A4-B3-A5-B4- … … An-Bn until the construction of the snap pile is finished; and step S7, constructing the guide wall. The occlusive pile construction method is suitable for geology such as moderately weathered siltstone, strongly weathered siltstone, cohesive soil, silt, sandy soil, artificial filling and the like.

Description

Occlusive pile construction method and reinforced structure

Technical Field

The disclosure relates to the technical field of building construction, in particular to a secant pile construction method and a reinforced structure.

Background

With the continuous increase of domestic economy, cities develop to high altitude, city traffic leads to multi-level three-dimensional development, and the subway rail transportation industry ploughs the ground deeply. The supporting structure has higher and higher technical requirements along with the demand of the development of the times, effectively has an oversized deep foundation pit supporting structure, and is particularly important for cities with high buildings, busy traffic and precious soil.

The full-pile-protection long-spiral drilling air pressure reverse circulation pressure-grouting secant pile realizes integration of hole forming, wall protection and pouring, and does not need to be additionally connected with a wall protection pile and a concrete guide pipe, thereby greatly accelerating the pile forming benefit. The process is widely applied due to flexible walking of equipment, high pile forming speed, low construction noise and strong adaptability to stratum, can avoid the construction quality problems of shrinkage, hole collapse, pile breakage and the like of soft soil and sandy soil, solves the problem of slurry pollution, reduces the manufacturing cost, and can be successfully used for pile forming and hole forming below the underground water level; the bearing capacity of the foundation is improved by forming holes under certain soil requirements.

When the geology uses the weathered rock siltstone, the strongly weathered siltstone, the cohesive soil macadam, the cohesive soil and the miscellaneous fill as main soil layers, the conventional construction process does not meet the requirements of construction period, field, geology and the like.

Disclosure of Invention

In order to solve the technical problems described above or at least partially solve the technical problems, the present disclosure provides a method of constructing a bite pile and a reinforcing structure.

The first aspect of the disclosure provides a method for constructing an occlusive pile, which includes the following steps:

step S1, preparing construction around the secant pile to be arranged, removing sundries such as construction waste, tree roots and the like on the ground surface, and carrying out leveling operation on the construction site;

step S2, a first plain concrete pile construction drilling machine is in place and aligned to a first pile position, the drilling machine is provided with double power heads, an inner power head is connected with a drill rod for cutting soil, an outer power head is connected with an outer pile casing, the drill rod moves downwards for a certain distance, the pile casing moves downwards for a certain distance, after the drilling of the drilling machine is completed, the drill rod is taken out, concrete is poured into the drill hole through a pouring guide pipe, and after the concrete is poured and reaches initial setting, the pile casing is taken out to form an A1 pile;

step S3, a second plain concrete pile construction drilling machine is in place and aligned to a second pile position, a third pile position is arranged between the second pile position and the first pile position, the drilling machine is provided with a double-power head, an inner side power head is connected with a drill rod for cutting soil, an outer side power head is connected with an outer side pile casing, the drill rod moves downwards for a certain distance, the pile casing moves downwards for a certain distance, after the drilling of the drilling machine is completed, the drill rod is taken out, concrete is poured into the drill hole through a pouring guide pipe, and after the pouring of the concrete is completed and initial setting is achieved, the pile casing is taken out to form an A2 pile;

step S4, a first reinforced concrete pile construction drilling machine is in place and aligned to a third pile position, the drilling machine is provided with double power heads, an inner power head is connected with a drill rod for cutting a soil body, an outer power head is connected with an outer pile casing, the drill rod moves downwards for a certain distance, the pile casing moves downwards for a certain distance, the drill rod is taken out after drilling of the drilling machine is completed, a reinforcement cage is placed in the pile casing, concrete is poured into the pile casing through a pouring guide pipe, the pile casing is lifted upwards while concrete is poured, the concrete pouring process is continued, finally, the pile casing is completely taken out, and meanwhile concrete pouring is completed to form a B1 pile, wherein the B1 pile is respectively in meshed arrangement with the A1 pile and the A2 pile;

step S5, repeating step S3 to form A3 peg, and repeating step S4 to form a B2 peg; the B2 stake is in a snap-fit arrangement with the a2 stake and the A3 stake, respectively;

and S6, repeating the step S5, wherein the construction sequence of each pile is as follows: A1-A2-B1-A3-B2-A4-B3-A5-B4- … … An-Bn until the construction of the snap pile is finished;

and step S7, excavating guide channels on two sides of the pile position in the guide wall construction by using an excavator, trimming, placing the guide channels into the templates, positioning the templates to form the guide channels between the templates, injecting concrete into the guide channels, and removing the templates after the concrete in the guide channels reaches the designed strength. 2. A method for constructing a bite pile according to claim 1, wherein the drilling machine is provided with two power heads which are used for synchronously drilling, the advance excavation surface of the bottom opening of the pile casing is always kept, the drilling speed of the cohesive soil stratum is controlled to be less than 0.5m/min, and the control of the silt stratum is controlled to be less than 1.5 m/min.

And further, after the first section of casing and the drill rod are drilled into the soil, detecting the verticality, correcting if the verticality is unqualified, and continuously drilling the second section of casing and the drill rod into the soil if the verticality is qualified, and repeating the steps until the designed hole bottom is reached.

Further, in the drilling process, certain air pressure is pumped into the hole from the hollow drill rod to blow floating slag at the bottom of the pile;

and (5) carrying residual soil around the pile position to the edge vacant site by using a small excavator.

Further, the confirmed hole depth was measured with a plumb line.

Furthermore, after the pore-forming detection is qualified, the reinforcement cage is aligned to the hole site, and the pore-forming is ensured to be vertically and centrally placed.

Furthermore, after the concrete is poured, the filling coefficient of the concrete is not less than 1.0.

Further, before concrete is injected into the guide channel, a reinforcing mesh is laid;

positioning the template includes: a supporting rod is arranged between the two opposite templates, and a pull rod is arranged outside the two templates.

Further, in the step S7, concrete is fed into the guide channel by a concrete pump, the tamping bar vibrates, and water is sprayed to maintain the wall thickness not less than 300 mm.

The second aspect of the disclosure provides a secant pile reinforced structure, which comprises guide walls, wherein the two guide walls are arranged oppositely, a plurality of mutually communicated hole sites are formed between the two guide walls, meat piles and vegetable piles are alternately arranged among the hole sites, and the meat piles and the vegetable piles are mutually secant;

the meat-bearing pile comprises a concrete pile body and a reinforcement cage, the reinforcement cage is arranged in the concrete pile body, and the plain pile comprises a concrete pile.

Compared with the prior art, the technical scheme provided by the embodiment of the disclosure has the following advantages:

in the embodiment, plain concrete piles A1 and A2 are constructed at intervals, after the ultra-delayed coagulation concrete of the piles A1 and A2 is initially set, a reinforced concrete pile B between the piles A1 and A2 is constructed, a full-casing drilling machine is adopted to cut the concrete at the intersection part of the adjacent piles A and B to realize occlusion, and finally the occlusion pile wall structure of the ultra-delayed coagulation concrete pile and the reinforced concrete pile is formed.

The occlusive pile construction method provided by the embodiment of the disclosure is suitable for geology such as moderately weathered siltstone, strongly weathered siltstone, cohesive soil, silt, sandy soil, artificial filling and the like. The method is applicable to the pile diameter/pore diameter: phi is 500 to 1200. The applicable depth is within 25m (the construction efficiency and the pile forming effect are highest in the range). The method is suitable for cast-in-situ bored piles, secant piles, steel pipe and concrete composite piles, CFG piles, pressure cast-in-situ piles and the like. Time resources can be saved: the piling speed is improved, and compared with the original plan, the construction period is shortened by 45-50 days. Can save the artificial resources: compared with the common rotary drilling and pipe twisting machine, the number of operators required to be equipped for each pile driver is reduced by 1. Material equipment resources can be saved: the mud preparation and the mud post-treatment are reduced, the cost is calculated by contrast, and the labor, raw materials (bentonite and the like), field cost and the like are reduced.

Drawings

The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the present disclosure and together with the description, serve to explain the principles of the disclosure.

In order to more clearly illustrate the embodiments or technical solutions in the prior art of the present disclosure, the drawings used in the description of the embodiments or prior art will be briefly described below, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without inventive exercise.

Fig. 1 is a first construction flow chart of a method for constructing an occlusive pile according to an embodiment of the present disclosure;

fig. 2 is a construction flow chart of a vegetable pile and a meat pile in the method for constructing an occlusive pile according to the embodiment of the disclosure;

fig. 3 is a schematic plan view of an arrangement of plain piles of the method of constructing a bite pile according to the embodiment of the present disclosure;

FIG. 4 is a schematic cross-sectional view of FIG. 3;

fig. 5 is a schematic plan view of a pile position arrangement of the bite pile construction method according to the embodiment of the present disclosure;

fig. 6 is a schematic cross-sectional structure of fig. 5.

Reference numerals: 11-a guide wall; 12-a template; 13-hole site; 14-plain stakes; 15-meat pilings; 151-reinforcement cage; 16-protecting the cylinder; 17-perfusion catheter.

Detailed Description

In order that the above objects, features and advantages of the present disclosure may be more clearly understood, aspects of the present disclosure will be further described below. It should be noted that the embodiments and features of the embodiments of the present disclosure may be combined with each other without conflict.

In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present disclosure, but the present disclosure may be practiced in other ways than those described herein; it is to be understood that the embodiments disclosed in the specification are only a few embodiments of the present disclosure, and not all embodiments.

With reference to fig. 1, 2, 3, 4, 5 and 6, an embodiment of the present disclosure provides a method for constructing a bite pile, including the following steps: step S1, construction preparation: and (4) clearing sundries such as construction waste, tree roots and the like on the ground surface around the secant pile to be arranged, and carrying out leveling operation on the construction site.

Specifically, step S1 includes: 1. after the construction operation instruction is compiled, related technicians are organized to carefully learn the design of the implementation construction organization, and further become familiar with drawings, specifications, standards and the like to clarify related technical problems. And making safety guarantee measures and field emergency plans. Before the construction enters the field, the construction operators are required to carry out technical interaction, and the safety and technical training education before the post is strictly organized, and the post can be carried out after the examination is qualified.

2. And (4) according to the elevation of the design drawing, removing sundries such as construction waste, tree roots and the like on the ground surface by combining the actual terrain on site, and carrying out leveling operation on the construction site. And (4) excavating and removing obstacles along the axis direction of the arrangement of the secant pile holes, and replacing and filling the obstacles if necessary. And hardening the construction site to ensure the operation safety of the construction machine. And the stock ground, the processing shed, the temporary earth piling ground and the like on the construction site are dynamically arranged according to construction requirements and by combining with the actual conditions on the site.

3. According to the lifting height and the operation radius of the drill bit of the long spiral drilling pile machine, the operation clearance height is required to meet the minimum operation space between the top of the protective cylinder and the drill bit of the long spiral drilling pile machine.

4. The steel, cement and other materials required by construction must be sent to a detection unit with corresponding qualification for inspection, and the materials are allowed to be used after being qualified. According to the construction principle of the full-pile-protection long spiral drilling air pressure reverse circulation pressure-grouting occlusive pile, the mixing proportion of the super-retarding concrete of the plain pile 14 is the key point of the test, an indoor test is carried out according to the mixing proportion provided by design before construction, the construction mixing proportion is determined, and the initial setting time of the super-retarding concrete of the plain pile 14 is ensured to meet the requirements of site construction.

Step S2, first plain concrete pile construction (plain pile 14): the drilling machine is in place and aligned to a first pile position, the drilling machine is provided with a double-power head, an inner power head is connected with a drill rod for cutting soil, an outer power head is connected with an outer pile casing, the drill rod moves downwards for a certain distance, the pile casing moves downwards for a certain distance, after the drilling of the drilling machine is completed, the drill rod is taken out, concrete is poured into the drill hole through a pouring guide pipe, and after the concrete pouring is completed and initial setting is achieved, the pile casing is taken out, so that an A1 pile is formed.

It should be noted that, the drill rod moves downward for a certain distance, and the casing moves downward for a certain distance, where the certain distance may be … … meters, two meters or three meters, and when the certain distance indicates one meter, the casing moves downward for one meter when the drill rod moves downward for one meter.

Specifically, after the wall 11 concrete to be guided has sufficient strength, the drilling machine is in place, the drilling machine is kept stable, the drilling tower is adjusted to be vertical, and the connection of the drill rod is firm. And moving the full-casing long spiral drilling machine to enable the center of the pipe holding device to correspond to the center of the hole site 13 of the guide wall 11, and cleaning a drill rod, soil blocks in a drill point, residual concrete and the like before starting the drilling machine. The drilling machine adopts hydraulic walking and crawler-type walking. The drilling tool adopts a long spiral drilling tool, the central tube of the drilling tool is a hollow tube, the top of the central tube is provided with an external connector air valve, the diameter of the long spiral central tube is larger than 125mm, so that when concrete is pressed, a medium conveyed by the concrete conveyor and conveyed by the concrete can break open a bottom valve and discharge redundant air in the hole from the top of the tube, and the diameter of the central tube needs to be larger than 125 mm. The bottom of the central tube (300 mm above the drill) is provided with a concrete outlet, and the outlet is provided with a rotatable valve. Before the drilling tool begins to cut soil, the valve is set to be in a semi-closed state (in order to prevent soil and stones from entering the central pipe, an outlet is formed when air is pumped, and the valve can be opened when concrete is pumped). The drilling machine is provided with a double-power head, the power head at the inner side is connected with a drill rod (the length of the drill rod can be adjusted according to requirements), and the soil body of the main pipe is cut; the outside unit head is connected with the outside pile casing (the length can be adjusted according to the requirement).

Drilling and soil taking

The double-power head of the full-casing long spiral drilling machine is used for synchronously drilling in a rotating mode, and the advanced excavation surface of the bottom opening of the casing is always kept. The drilling speed is slow when drilling, the drilling speed is controlled to be less than 0.5m/min in the cohesive soil stratum according to the test pile condition, and the control of the silt stratum is less than 1.5 m/min. After the first section of casing and the drill rod are drilled into the soil (1.2-1.5 m is reserved on the ground so as to be convenient for taking over), detecting the verticality, correcting if the verticality is unqualified, connecting the second section of casing and the spiral drill rod to continue to rotate if the verticality is qualified, and repeating the steps until the designed hole bottom is reached.

In the pore-forming process, the screw rod is removed and soil is returned, and a certain air pressure is pumped into the pores from the hollow drill rod by using an air pressure reverse circulation system to blow floating slag at the bottom of the pile. And digging residual soil around the pile hole opening by using a small digging machine to convey the residual soil to the position of the margin so as to prevent the soil from falling into the concrete of the pile hole.

Confirming the depth of the hole

And fixing a plumb bob at the top of the drill rod, wherein the length of the plumb bob is equal to that of the drill rod, and when the drill rod is drilled into the soil, determining the hole depth by measuring the length of the plumb bob, wherein the hole depth is equal to the original length of the plumb bob and the length of the vertical part of the plumb bob. In the drilling process, the numerical control display instrument and the mechanical driving synchronous display hole depth of the long spiral pile machine are displayed. After scum is removed, the hole depth is determined by measuring with a plumb measuring rope, and the measuring rope is ensured to be calibrated correctly and the middle part is not knotted.

Step-by-step pressure-grouting concrete

And after the air pressure reverse circulation system cleans the soil deficiency at the bottom of the pile and confirms the hole depth, externally connecting a concrete ground pump, gradually pouring concrete under pressure, and synchronously extracting the drill rod and the pile casing until the concrete is poured to the designed elevation. The filling coefficient of concrete pouring is not less than 1.0.

Hoisting reinforcement cage 151 and auxiliary sinking (B pile)

After the pore-forming detection is qualified, a steel pipe for vibration penetrates into the manufactured reinforcement cage 151 on the ground level and is reliably connected with a vibration device, and the top of the reinforcement cage 151 is connected with the vibration device. The reinforcement cage 151 is aligned with the hole site 13 when being hoisted and placed, and is ensured to be vertical and centered. The steel reinforcement cage 151 and the guide pipe are slowly inserted by virtue of dead weight, when the steel reinforcement cage cannot be continuously inserted by virtue of dead weight, a special vibrating device is started, the steel reinforcement cage 151 is made to sink to the designed depth, the connection between the vibrator and the steel reinforcement cage 151 is disconnected, and the steel pipe is pulled out by virtue of slow continuous vibration. The reinforcement cage 151 should be continuously lowered without stopping, and a direct unhooking method is forbidden during the lowering.

Plain pile 14: after the step-by-step pressure filling is completed, the pile driver is shifted to the next hole position 13, and the process is the same as the above.

Meat pilings 15: after the step-by-step pressure pouring is completed, the pile driver is shifted to the next hole site 13, and the drilling and the hoisting of the reinforcement cage 151 can be synchronously performed under the condition of site permission, and the process is the same as above.

Step S3, second plain concrete pile construction (plain pile 14): the drilling machine is in place and aligned to a second pile position, a third pile position is arranged between the second pile position and the first pile position, the drilling machine is provided with double power heads, an inner power head is connected with a drill rod for cutting soil, an outer power head is connected with an outer pile casing, the drill rod moves downwards for a certain distance, the pile casing moves downwards for a certain distance, after the drilling of the drilling machine is completed, the drill rod is taken out, concrete is poured into the drill hole through a pouring guide pipe, and after the concrete pouring is completed and initial setting is achieved, the pile casing is taken out, so that the A2 pile is formed.

Step S4, the first reinforced concrete pile construction (meat pile 15):

and the drilling machine is in place and aims at the third pile position, the drilling machine is provided with a double-power head, the inner power head is connected with a drill rod for cutting soil, the outer power head is connected with the outer pile casing, the drill rod moves downwards for a certain distance, the pile casing moves downwards for a certain distance, the drill rod is taken out after drilling of the drilling machine is completed, a steel reinforcement cage is placed in the pile casing, concrete is poured into the pile casing through a pouring guide pipe, the pile casing is lifted upwards while concrete is poured, the concrete pouring process is continued, finally, the pile casing is completely taken out, meanwhile, concrete pouring is completed, a B1 pile is formed, and the B1 pile is respectively meshed with the A1 pile and the A2 pile.

Step S5, repeating step S3 to form A3 peg, and repeating step S4 to form a B2 peg; the B2 pegs are in a snap-fit arrangement with the a2 pegs and A3 pegs, respectively.

Step S6: the construction sequence of each pile is as follows: A1-A2-B1-A3-B2-A4-B3-A5-B4- … … An-Bn until the construction of the snap pile is finished.

It should be noted that when An is a9, Bn is B8, when An is a10, Bn is B9, and so on, that is, n in An is greater than n in Bn by 1.

In this embodiment, plain concrete a1 and a2 piles are constructed at intervals, after the initial setting of the ultra-retarded concrete of the a1 and a2 piles (the initial setting time can be 1-2 hours), a reinforced concrete B pile between the a1 and the a2 piles is constructed, a full-casing drilling machine is used for cutting the concrete at the intersection part of the adjacent a pile and the B pile to realize occlusion, and finally, an occlusion pile wall structure of the ultra-retarded concrete pile and the reinforced concrete pile is formed.

And (3) forming holes by using a double-power-head long spiral drilling machine, and cutting the soil body by using the protective cylinder and the long spiral drill rod together. Pumping a certain air pressure into the hole from the hollow drill rod in the hole forming process, blowing up scum at the bottom of the pile, connecting a concrete ground pump outside the final hole, pouring concrete by utilizing the hollow drill rod step by step again, and inserting the reinforcement cage 151 into the concrete pile body to the designed elevation by means of the self weight of the reinforcement cage 151 or a special vibration device to form the reinforced concrete pouring pile after the concrete is poured to the designed elevation.

Step S7, constructing guide wall 11: excavating guide channels on two sides of a pile position by using an excavator, trimming, placing the templates 12, positioning the templates 12, forming the guide channels between the templates 12, injecting concrete into the guide channels, removing the templates 12 after the concrete in the guide channels reaches the designed strength, connecting all meat piles and all vegetable piles together to form a whole, and improving the stability.

Optionally, after the field is leveled, measuring and paying off are carried out, and the single side of the guide wall 11 is placed by 50 mm; under the condition that no obstacle is confirmed, probing excavation and obstacle removal are carried out along the axis direction of the arrangement of the secant pile holes, a guide ditch is excavated by an excavator, the guide ditch is trimmed and is placed into the templates 12, the templates 12 are positioned, a plurality of pile positions which are sequentially arranged are formed between the two opposite templates 12, concrete is injected into the guide ditch, and the templates 12 are removed after the concrete in the guide ditch reaches the designed strength.

Specifically, after the field is leveled, measurement paying-off is carried out, and the single side of the guide wall 11 is placed by 50 mm; excavating a guide channel by using an excavator under the condition that no obstacles such as underground pipelines and the like exist, and manually finishing; longitudinally binding a layer of steel bar net sheets with the diameter of phi 8@ 200; a combined steel template 12 is adopted to erect the mold, a phi 50 steel pipe is used as a transverse and vertical brace, a wood support is used as a butt support, and the butt support is tightly supported to prevent the mold from moving; c20 commercial concrete is pumped into a mould, a tamping bar is used for vibrating, water is sprayed for curing, the thickness of the guide wall 11 plate is required to be not less than 300mm, the width of the guide wall 11 plate is required to ensure the integral stability of the guide wall 11, and the construction precision requirement of the secant pile is met; after the concrete of the guide wall 11 reaches the design strength, the butt support and the template 12 are removed. In order to prevent the guide wall 11 from displacement, an upper support and a lower support are arranged at intervals of 2m on the inner side of the guide wall 11.

The occlusive pile construction method provided by the embodiment of the disclosure is suitable for geology such as moderately weathered siltstone, strongly weathered siltstone, cohesive soil, silt, sandy soil, artificial filling and the like. The method is applicable to the pile diameter/pore diameter: phi is 500 to 1200. The applicable depth is within 25m (the construction efficiency and the pile forming effect are highest in the range). The method is suitable for cast-in-situ bored piles, secant piles, steel pipe and concrete composite piles, CFG piles, pressure cast-in-situ piles and the like.

In some specific embodiments, the drilling machine is provided with two double power heads which synchronously rotate and drill, the bottom opening of the casing is always kept ahead of the excavation surface, the drilling speed of the viscous soil stratum is controlled to be less than 0.5m/min, and the control of the silt stratum is controlled to be less than 1.5 m/min.

In some specific embodiments, after the first section of casing and the drill rod are drilled into the soil, the verticality is detected, if the verticality is not detected, the deviation is corrected, if the verticality is not detected, the second section of casing and the drill rod are drilled into the soil continuously, and the steps are repeated until the designed hole bottom is reached.

In some specific embodiments, during drilling, a certain air pressure is pumped into the hole from the hollow drill rod to blow up scum at the bottom of the pile; and (5) carrying residual soil around the pile position to the edge vacant site by using a small excavator.

In some embodiments, the confirmed hole depth is measured with a plumb line.

In some embodiments, after the hole formation is detected to be qualified, the reinforcement cage 151 is aligned with the hole site 13 and placed in the hole to be formed vertically and centrally.

In some embodiments, the concrete filling factor is not less than 1.0 after the concrete is poured.

In some specific embodiments, before the concrete is injected into the guide channel, a reinforcing mesh is laid; positioning template 12 includes: a support rod is arranged between the two opposite templates 12, and a pull rod is arranged outside the two templates 12.

In some specific embodiments, in step S2, concrete is fed into the guide channel by a concrete pump, the tamping bar is vibrated, and the water is sprayed for curing, so that the thickness of the guide wall 11 is not less than 300 mm.

The occlusive pile construction method provided by the embodiment of the disclosure has the following advantages: time resources can be saved: the piling speed is improved, and compared with the original plan, the construction period is shortened by 45-50 days. Can save the artificial resources: compared with the common rotary drilling and pipe twisting machine, the number of operators required to be equipped for each pile driver is reduced by 1. Material equipment resources can be saved: the mud preparation and the mud post-treatment are reduced, the cost is calculated by contrast, and the labor, raw materials (bentonite and the like), field cost and the like are reduced.

The occlusive pile construction method provided by the embodiment of the disclosure has the following economic benefits:

1. economic benefits are as follows: the construction speed is high, and the pile forming speed is improved by 1.2-1.8 times compared with the pile forming speed of a common rotary drilling and pipe twisting machine; the cost is reduced by 12 to 14 percent.

2. Social benefits are as follows: the drilling machine is provided with double power, the drilling of the drill rod and the embedding of the casing can be operated simultaneously, the investment of mechanical equipment is saved, the embedding and extracting time of the steel casing 16 is saved, the project cost is saved, and the working efficiency is improved.

3. Benefit protection: the mud making and the mud post-treatment are reduced, the resources are saved in the early stage, and the pollution to the environment caused by the mud treatment is reduced in the later stage; is a novel green and environment-friendly process.

The secant pile reinforcing structure provided by the embodiment of the disclosure comprises guide walls 11, wherein the two guide walls 11 are arranged oppositely, a plurality of mutually communicated hole sites 13 are formed between the two guide walls 11, meat-containing piles 15 and vegetable piles 14 are alternately arranged among the hole sites 13, and the meat-containing piles 15 are mutually meshed with the vegetable piles 14; the meat-bearing pile 15 comprises a concrete pile body and a reinforcement cage 151, the reinforcement cage 151 is arranged in the concrete pile body, and the vegetable-bearing pile 14 comprises a concrete pile. The secant pile reinforcing structure provided by the embodiment of the disclosure is constructed by adopting the secant pile construction method provided by the embodiment, so that the time and resources can be saved: the piling speed is improved, and compared with the original plan, the construction period is shortened by 45-50 days. Can save the artificial resources: compared with the common rotary drilling and pipe twisting machine, the number of operators required to be equipped for each pile driver is reduced by 1. Material equipment resources can be saved: the mud preparation and the mud post-treatment are reduced, the cost is calculated by contrast, and the labor, raw materials (bentonite and the like), field cost and the like are reduced. The secant pile reinforcing structure has the same advantages as the secant pile construction method, and the detailed description is omitted.

It is noted that, in this document, relational terms such as "first" and "second," and the like, may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.

The foregoing are merely exemplary embodiments of the present disclosure, which enable those skilled in the art to understand or practice the present disclosure. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the disclosure. Thus, the present disclosure is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method for constructing an occlusive pile is characterized by comprising the following steps:

and step S7, excavating guide channels on two sides of the pile position in the guide wall construction by using an excavator, trimming, placing the guide channels into the templates, positioning the templates to form the guide channels between the templates, injecting concrete into the guide channels, and removing the templates after the concrete in the guide channels reaches the designed strength.

2. A method for constructing a bite pile according to claim 1, wherein the drilling machine is provided with two power heads which are used for synchronously drilling, the advance excavation surface of the bottom opening of the pile casing is always kept, the drilling speed of the cohesive soil stratum is controlled to be less than 0.5m/min, and the control of the silt stratum is controlled to be less than 1.5 m/min.

3. A method of constructing a secant pile according to claim 1 wherein after the first casing and drill rod are driven into the ground, the perpendicularity is detected, if not, the deviation is corrected, if not, the second casing and drill rod are driven into the ground again, and the process is repeated until the designed hole bottom is reached.

4. A method of constructing a bite pile according to claim 1, wherein during drilling, a predetermined air pressure is pumped from the hollow drill rod into the hole to blow up scum at the bottom of the pile;

5. A method of constructing a bite pile according to claim 1 wherein the confirmed hole depth is measured with a plumb line.

6. The method of constructing a spud according to claim 1, wherein the reinforcement cage is aligned with the hole site after the hole formation test is passed, and the hole is placed vertically and centrally.

7. A method of constructing a bite pile according to claim 1, wherein a filling coefficient of concrete after concrete pouring is not less than 1.0.

8. A method of constructing a bite pile according to claim 1, wherein a reinforcing mesh is laid before the concrete is poured into the guide channel;

9. The method for constructing a spud according to claim 1, wherein in step S7, concrete is fed into the guide channel by a concrete pump, the tamping bar is vibrated, and water is sprinkled for curing, and the thickness of the guide wall is not less than 300 mm.

10. A secant pile reinforced structure is characterized by comprising two guide walls, wherein the two guide walls are arranged oppositely, a plurality of mutually communicated hole sites are formed between the two guide walls, meat-type piles and vegetable piles are alternately arranged among the hole sites, and the meat-type piles and the vegetable piles are mutually secant;