CN115125941A - Rotary digging pile supporting structure and rotary digging pile construction process thereof - Google Patents

Abstract

The application relates to the technical field of building construction, in particular to a rotary digging pile supporting structure and a rotary digging pile construction process thereof, and the technical scheme is as follows: the steel bar framework comprises a steel bar framework arranged in the rotary excavating holes, a supporting assembly is arranged on the steel bar framework and comprises a bottom supporting piece and a side wall supporting piece, the steel bar framework comprises a bottom supporting frame and a side wall protecting frame, telescopic steel rings suitable for the rotary excavating holes with different diameters are arranged on the side wall protecting frame, and the side wall supporting piece comprises a side wall protective net fixedly arranged on the telescopic steel rings; the bottom of the bottom supporting frame is provided with a plurality of reinforcing legs for supporting treatment, the bottom supporting part comprises a plurality of reinforcing rods, the bottom supporting frame is provided with a sliding seat for mounting the reinforcing rods, the sliding seat is provided with sliding holes for the reinforcing rods to pass through, and the bottoms of the reinforcing rods are arranged in a conical shape; the pile digging device has the advantages of improving efficiency of the rotary digging pile and improving technical effects of construction quality of the rotary digging pile.

Description

Rotary digging pile supporting structure and rotary digging pile construction process thereof

Technical Field

The invention relates to the technical field of building construction, in particular to a rotary digging pile supporting structure and a rotary digging pile construction process thereof.

Background

Along with social progress, buildings are more and more, the scale of the buildings is larger and larger, in order to guarantee the stability of the buildings, a foundation pile foundation is a very critical ring, the pile foundation is provided with a plurality of construction methods, the number of required workers is small due to the fact that the rotary drilling cast-in-place pile is operated mechanically, a large amount of labor cost can be saved, and therefore more and more projects adopt the rotary drilling cast-in-place pile to construct the pile foundation.

The existing construction efficiency is low, in the whole construction process, a detailed construction plan needs to be appointed in each time period, specified construction contents are completed in specified stages, the whole construction efficiency can be greatly improved, and the construction quality of a rotary excavating pile can be improved through a strict process flow, so that the rotary excavating pile construction process is provided.

Disclosure of Invention

In order to solve the technical problem, the invention provides a rotary digging pile supporting structure.

The technical scheme adopted by the invention for solving the technical problems is as follows:

the invention discloses a rotary excavation pile supporting structure which comprises a steel bar framework arranged in a rotary excavation hole, wherein a supporting assembly for supporting the inner wall of the rotary excavation hole is arranged on the steel bar framework, the supporting assembly comprises a bottom supporting piece arranged at the bottom of the steel bar framework and a side wall supporting piece arranged on the side wall of the steel bar framework;

the steel bar framework comprises a bottom supporting frame and a side wall protecting frame, telescopic steel rings suitable for rotary excavation holes with different diameters are arranged on the side wall protecting frame, and the side wall supporting piece comprises a side wall protecting net fixedly arranged on the telescopic steel rings;

the bottom of bottom sprag frame is equipped with a plurality of reinforcement landing legs that are used for supporting the processing, bottom brace spare includes a plurality of anchor strut, be equipped with the seat that slides that is used for installing the anchor strut on the bottom sprag frame, be equipped with the hole that slides that supplies the anchor strut to pass on the seat that slides, the bottom of anchor strut sets up to coniform.

Preferably, the side wall of the telescopic steel ring is provided with a telescopic hole, one end of the telescopic steel ring is arranged in the telescopic hole in a penetrating manner, the peripheral side wall of the telescopic steel ring is provided with a notch, and one side of the telescopic steel ring, far away from the notch, is provided with a raised line;

the bottom of the reinforced supporting leg is provided with a plurality of tripods for fixing, and the bottom support piece further comprises a reinforced bottom net arranged on the reinforced supporting leg.

The application also discloses a rotary digging pile construction process, which comprises the following steps,

s1, paying off and pile fixing: determining the center of a pile on the site, determining the radius of a pile hole by taking the center of the pile as the center of a circle, and drawing the pile hole;

s2, construction preparation: firstly, pre-installing a pile casing according to the inner diameter of a foundation pile, wherein the center of the foundation pile is required to be superposed with the center line of the pile casing; then, synchronously excavating a mud pit, configuring mud in the mud pit, and finally drilling by using a drilling machine;

s3, hole forming detection and cleaning: after the drilling is finished, comprehensively detecting the drilling; after the drilling detection is finished and the detection result meets the requirement, cleaning the inner wall of the drill hole;

s4, installing a reinforcement cage: hoisting the prefabricated reinforcement cage into a drill hole from the ground;

s5, installing a guide pipe and a funnel: the conduit is installed by adopting a method of connecting section by section and lowering section by section, the height of the lower opening of the conduit from the bottom of the hole is controlled to be 30-50 cm: the distance between the upper opening of the conduit and the orifice is controlled to be 200 +/-15 cm;

s6, pouring concrete: pouring concrete by adopting a conduit method, wherein in the process of pouring the concrete, the height of the concrete gradually rises, the conduit needs to be correspondingly pulled upwards, and the concrete needs to be poured at one time;

and S7, later-stage detection.

Preferably, step S1 further includes step S1.1: before construction, carrying out three-way leveling treatment on a field, and determining a square control network and an elevation base permission point of a pile position axis according to data of a building measurement control network and a foundation plane layout drawing on the basis of meeting the requirements of power-on, water-through, passage and ground leveling; and drawing a circumference by using the radius of the pile body, and taking the lime spreading line as a pile hole excavation size line.

Preferably, step S2 further includes step S2.1: when the pile casing is preassembled, the inner diameter of the pile casing is larger than that of the pile, cohesive soil filled at the bottom and around the pile casing needs to be filled in layers, and the center of the pile coincides with the center line of the pile casing;

step S2 further includes step S2.2: and (4) determining a pit digging range according to the sizes of the pile center and the pile casing, digging drainage ditches at the periphery of the pile casing after the pile casing is buried, preparing a ground drainage system, burying the pile casing by using a pit digging method, and enabling the top of the pile casing to be 30cm higher than the ground.

Preferably, step S3 further includes step S3.1: the drilling detection also needs to comprehensively measure the hole bottom elevation, the pile position central line, the vertical well wall and the thickness of the soil shortage, and record the detection data in detail;

step S3.2: and judging the site geological condition, and cleaning the hole by adopting a slag-removing barrel hole-cleaning method, so that the sediment at the bottom of the hole, the slurry concentration, the slag content in the slurry and the wall scale thickness of the hole can meet the design and standard requirements.

Preferably, step S4 further includes step S4.1: when two sections of reinforcement cages are connected, a double-sided welding mode is adopted, and the number of joints is staggered by 35d according to 50% and is not less than 500mm, so that the position of the reinforcement is ensured to be correct;

step S4.2: the steel reinforcement cage sets up the holding ring or the cushion that length is 40 ~ 50mm when the preparation, improves steel reinforcement cage's thickness to will slowly even when hanging the steel reinforcement cage, avoid steel reinforcement cage slope and swing as far as possible, in order to prevent the hole that collapses.

Preferably, step S5 further includes step S5.1: the guide pipe is made of phi 30cm steel pipes, each section is 3m long, the guide pipe sections are connected by flanges and thick bolts, the guide pipe is installed by adopting a section-by-section connection and section-by-section lowering method, and the distance between a lower opening of the guide pipe and the hole bottom is controlled to be 30-50 cm: the distance between the upper opening of the conduit and the orifice is controlled to be 200 plus or minus 15 cm;

after the guide pipe is installed, the funnel is connected to the upper opening of the guide pipe and integrally hung on the drill frame, and in the hoisting process, muck enters the hole, secondary hole cleaning is carried out, and sediments at the bottom of the hole are removed.

Preferably, step S6 further includes step S6.1: in the lifting process of the guide pipe, the burial depth of the lower pipe orifice in the concrete is controlled to be 2-6 m; in the underwater concrete pouring process, a specially-assigned person is required to measure the height of the concrete in the hole and adjust the buried depth of the guide pipe in time;

s6.2: in order to prevent the steel bar framework (1) from floating upwards due to the concrete pressure, when the top surface of the concrete is close to the bottom of the steel bar cage, the concrete pouring speed is reduced, and when the steel bar cage is buried more than 4m deep, normal pouring is recovered.

S6.3: due to the continuous lifting of the guide pipe, the redundant guide pipe at the orifice is disassembled in sections, the disassembling time is not more than 15 minutes, and the disassembled guide pipe is cleaned in time; after the concrete in the hole is poured to the elevation of the top of the hole, the pouring can be stopped after the mud on the surface of the concrete is completely discharged;

and (3) after the concrete in the hole reaches a certain strength, treating the pile head to be 0.5-1 m, wherein the residual pile head does not need a loose layer.

Preferably, step S7 further includes step S7.1: the compression bearing capacity of the compression-resistant piles is tested, the vertical pulling bearing capacity of the pulling-resistant piles is tested, and the number of the tested piles is not less than 1% of the total number of piles under the same condition and not less than 3; the pile body quality inspection method adopts a reliable drilling core-pulling or sound wave transmission method for detection;

step S7 further includes step S7.2: selecting representative pile positions for pile testing, wherein the pile testing can be carried out when the pile body reaches 100% strength and the pile body is 28 days old, cleaning the pile top two weeks before the pile testing, chiseling floating slag, leveling by using cement mortar at a ratio of 1:1.5, and checking the levelness.

The invention has the beneficial effects that:

1. the inner wall of the rotary excavation hole is protected through the steel reinforcement framework, the collapse phenomenon of the inner wall of the rotary excavation hole is prevented, meanwhile, the arrangement of the telescopic steel ring is adopted, the telescopic steel ring is used for adapting to the rotary excavation holes with different diameters, the adaptability of the steel reinforcement framework is improved, the steel reinforcement framework is arranged into a side wall protection piece and a bottom support piece, and the protection capability of the steel reinforcement framework on the rotary excavation hole is further improved;

2. through constructing the preparation in digging the stake work progress soon, construction treatment is carried out again on satisfying the level-one basis of tee bend to carry out the construction of digging mud pit and drilling in step, improve holistic construction progress, then carry out pore-forming detection and cleaning to drilling, further promote the quality of drilling, and at the in-process of installation pipe and funnel, adopt the method of connecting, section by section transfer to install, and then reduce and cause the damage to the stake downthehole wall, improve the construction quality in stake hole.

Drawings

FIG. 1 is a schematic overall structure diagram of an embodiment of the present application;

FIG. 2 is a top view of the telescopic steel ring of the embodiment of the present application;

fig. 3 is a cross-sectional view of the telescopic steel ring according to the embodiment of the present application.

Wherein, 1, a steel bar framework; 11. a bottom support frame; 12. a sidewall protection frame; 13. a telescopic steel ring; 14. a sliding seat; 15. a telescopic hole; 16. a notch; 3. a bottom support; 31. a reinforcing rod; 32. reinforcing the bottom net; 33. reinforcing the supporting legs; 4. a sidewall brace; 41. side wall protection net.

Detailed Description

In order to enhance the understanding of the present invention, the present invention will be described in further detail with reference to the following examples, which are provided for the purpose of illustration only and are not intended to limit the scope of the present invention.

The embodiment is as follows:

referring to fig. 1 to 3, for a dig a supporting construction soon that this application discloses, including setting up at the downthehole steel reinforcement skeleton 1 of digging soon, be equipped with on steel reinforcement skeleton 1 and carry out the subassembly of strutting the processing to digging the downthehole wall soon, strut the subassembly including setting up the bottom fender 3 in steel reinforcement skeleton 1 bottom, still including setting up lateral wall fender 4 on steel reinforcement skeleton 1 lateral wall. The steel reinforcement framework 1 comprises a bottom support frame 11 and a side wall protection frame 12, wherein a telescopic steel ring 13 which is used for adapting to different diameters and is drilled in holes is arranged on the side wall protection frame 12, a telescopic hole 15 is formed in the side wall of the telescopic steel ring 13, one end of the telescopic steel ring 13 is arranged in the telescopic hole 15 in a penetrating mode, a notch 16 is formed in the peripheral side wall of the telescopic steel ring 13, and a convex strip is arranged on one side, far away from the notch 16, of the telescopic steel ring 13.

The bottom of bottom sprag frame 11 is equipped with a plurality of reinforcement landing legs 33 that are used for supporting the processing, and bottom brace spare 3 includes a plurality of stiffening rod 31, is equipped with the seat 14 that slides that is used for installing stiffening rod 31 on the bottom sprag frame 11, is equipped with the hole that slides that supplies stiffening rod 31 to pass on the seat 14 that slides, and the bottom of stiffening rod 31 sets up to coniform. The side wall support 4 comprises a side wall protective net 41 fixedly arranged on the telescopic steel ring 13; the bottom of the reinforcing leg 33 is provided with a plurality of tripods for fixing process, and the bottom support 3 further comprises a reinforcing bottom net 32 provided on the reinforcing leg 33.

The application further discloses a rotary digging pile construction process, which comprises the following steps:

step S1, paying off and pile fixing: before construction, the site is subjected to tee joint and level treatment, and pile position axis grid control nets and elevation base permission points are determined according to data of building measurement control nets and foundation plane layout maps on the basis of power-on, water-through, access and ground leveling.

The center of the pile is determined on the site, the center of the pile is used as the center of a circle, the radius of the pile body is used for drawing a circumference, and the lime spreading line is used as a pile hole excavation size line.

Step S2, construction preparation: firstly, a pile casing is preassembled according to the inner diameter of a foundation pile, the inner diameter of the preassembled pile casing is larger than the inner diameter of the pile, cohesive soil filled at the bottom and around the pile casing needs to be filled in a layered mode, and the center of the pile coincides with the center line of the pile casing. When the pile casing is preassembled, the center of the foundation pile is required to be superposed with the center line of the pile casing; and (4) determining a pit digging range according to the sizes of the pile center and the pile casing, digging drainage ditches at the periphery of the built-in pile casing, making a ground drainage system, burying the pile casing by using a pit digging method, and enabling the top of the pile casing to be 30cm higher than the ground.

Before drilling, a mud pit is dug, and the depth of the mud pit is about 2m below the ground generally. Then preparing the slurry, and mixing the water, the clay and the additive which are required by the slurry according to a proper proportion to ensure that the performance index of the slurry meets the requirement of the technical specification in the drilling process.

After the preparation work is sufficiently completed, the drilling machine is installed in place, the slurry pump and the drilling machine are started, and drilling is started. The rotary drilling pore-forming method comprises the steps of firstly, carrying out rotary crushing on rock soil through a barrel type drill bit with a valve at the bottom, directly loading the rock soil into the drill bit, then, lifting the drill bit out of a pore by a drilling machine lifting device and a telescopic drill rod, and unloading soil, wherein the rotary drilling pore-forming method is repeated in a circulating mode, and the soil is continuously taken out and unloaded until a drilling hole is drilled to the designed depth.

Step S3, hole forming detection and cleaning:

detection and borehole detection need to comprehensively measure the inner wall of a borehole, the elevation of the bottom of the borehole, the central line of a pile position, the verticality of the borehole wall and the thickness of the deficient soil, and record detection data in detail;

cleaning and drilling holes, and cleaning the inner walls of the drilled holes after the detection results meet the requirements; and judging the geological condition of the site, and cleaning the hole by adopting a slag removing barrel hole cleaning method, so that the sediment at the bottom of the hole, the slurry concentration, the slag content in the slurry and the wall scale thickness of the hole can meet the design and standard requirements.

Step S4, installing a reinforcement cage: hoisting the prefabricated reinforcement cage into a drill hole from the ground;

when two sections of reinforcement cages are connected, a double-sided welding mode is adopted, and the number of joints is staggered by 35d and is not less than 500mm according to 50% so as to ensure that the positions of the reinforcements are correct;

the steel reinforcement cage sets up the holding ring or the cushion that length is 40 ~ 50mm when the preparation, improves steel reinforcement cage's thickness to will slowly even when hanging the steel reinforcement cage, avoid steel reinforcement cage slope and swing as far as possible, in order to prevent the hole that collapses.

Step S5, installing a guide pipe and a funnel: the conduit is installed by adopting a method of connecting section by section and lowering section by section, and the height of the lower opening of the conduit from the hole bottom is controlled to be 30-50 cm: the height of the upper opening of the conduit from the orifice is controlled to be 200 +/-15 cm. The guide pipe is made of phi 30cm steel pipes, each section is 3m long, the guide pipe sections are connected by flanges and thick bolts, the guide pipe is installed by adopting a section-by-section connection and section-by-section lowering method, and the distance between a lower opening of the guide pipe and the hole bottom is controlled to be 30-50 cm: the height of the upper opening of the conduit from the orifice is controlled to be 200 +/-15 cm.

And after the guide pipe is installed, connecting the funnel to the upper opening of the guide pipe, integrally hoisting the funnel to the drill frame, wherein muck enters the hole in the hoisting process, and secondary hole cleaning and sediment removal at the bottom of the hole are carried out.

Step S6, pouring concrete: pouring concrete by adopting a conduit method, wherein in the process of pouring the concrete, the height of the concrete gradually rises, the conduit needs to be correspondingly pulled upwards, and the concrete needs to be poured at one time;

in the lifting process of the guide pipe, the burial depth of the lower pipe orifice in the concrete is controlled to be 2-6 m; in the underwater concrete pouring process, a specially-assigned person is required to measure the height of the concrete in the hole and adjust the buried depth of the guide pipe in time. In order to prevent the reinforcement cage from floating upwards due to the concrete pressure, when the top surface of the concrete is close to the bottom of the reinforcement cage, the concrete pouring speed is reduced, and when the reinforcement cage is buried more than 4m deep, normal pouring is recovered. Due to the continuous lifting of the guide pipe, the redundant guide pipe at the opening is dismantled in sections, the dismantling time is not more than 15 minutes, and the dismantled guide pipe is cleaned in time; after the concrete in the hole is poured to the height of the top of the hole, the pouring can be stopped after the mud on the surface of the concrete is completely discharged. And (3) after the concrete in the hole reaches a certain strength, treating the pile head to be 0.5-1 m, wherein the residual pile head does not need a loose layer.

Step S7, later detection; step S7 further includes step S7.1: the compression bearing capacity of the compression-resistant piles is tested, the vertical pulling bearing capacity of the pulling-resistant piles is tested, and the number of the tested piles is not less than 1% of the total number of piles under the same condition and not less than 3; the pile body quality inspection method adopts a reliable drilling core-pulling method or an acoustic transmission method for detection. Selecting representative pile positions for pile testing, wherein the pile testing can be carried out when the pile body reaches 100% strength and the pile body is 28 days old, cleaning the pile top two weeks before the pile testing, chiseling floating slag, leveling by using cement mortar at a ratio of 1:1.5, and checking the levelness.

The above embodiments should not limit the present invention in any way, and all technical solutions obtained by using equivalent alternatives or equivalent transformations fall within the protection scope of the present invention.

Claims (10)

1. The utility model provides a dig a supporting construction soon which characterized in that: comprises a steel bar framework (1) arranged in a rotary excavating hole, wherein the steel bar framework (1) is provided with a supporting component for supporting and treating the inner wall of the rotary excavating hole, the supporting component comprises a bottom supporting part (3) arranged at the bottom of the steel bar framework (1) and a side wall supporting part (4) arranged on the side wall of the steel bar framework (1),

the steel bar framework (1) comprises a bottom support frame (11) and a side wall protection frame (12), telescopic steel rings (13) suitable for rotary excavation holes with different diameters are arranged on the side wall protection frame (12), and the side wall support piece (4) comprises a side wall protective net (41) fixedly arranged on the telescopic steel rings (13);

the bottom of bottom sprag frame (11) is equipped with a plurality of reinforcement landing legs (33) that are used for supporting the processing, bottom bracing piece (3) include a plurality of stiffening rod (31), be equipped with the seat (14) that slides that are used for installing stiffening rod (31) on bottom sprag frame (11), be equipped with the hole that slides that supplies stiffening rod (31) to pass on the seat (14) that slides, the bottom of stiffening rod (31) sets up to coniform.

2. The rotary excavation pile supporting structure according to claim 1, characterized in that: a telescopic hole (15) is formed in the side wall of the telescopic steel ring (13), one end of the telescopic steel ring (13) penetrates through the telescopic hole (15), a notch (16) is formed in the peripheral side wall of the telescopic steel ring (13), and a raised line is arranged on one side, far away from the notch, of the telescopic steel ring (13);

the bottom of the reinforcing supporting leg (33) is provided with a plurality of tripods for fixing treatment, and the bottom support piece (3) further comprises a reinforcing bottom net (32) arranged on the reinforcing supporting leg (33).

3. A rotary digging pile construction process is characterized in that: comprises the following steps of (a) carrying out,

s1, paying off and pile fixing: determining the center of the pile on the site, determining the radius of the pile hole by taking the center of the pile as the center of a circle, and drawing the pile hole;

s2, construction preparation: firstly, pre-installing a pile casing according to the inner diameter of a foundation pile, wherein the center of the foundation pile is required to be superposed with the center line of the pile casing; then, synchronously excavating a mud pit, configuring mud in the mud pit, and finally drilling by using a drilling machine;

s3, hole forming detection and cleaning: after the drilling is finished, comprehensively detecting the drilling; after the drilling detection is finished and the detection result meets the requirement, cleaning the inner wall of the drill hole;

s4, installing a reinforcement cage: hoisting the prefabricated reinforcement cage into a drill hole from the ground;

s5, installing a guide pipe and a funnel: the conduit is installed by adopting a method of connecting section by section and lowering section by section, the height of the lower opening of the conduit from the bottom of the hole is controlled to be 30-50 cm: the distance between the upper opening of the conduit and the orifice is controlled to be 200 +/-15 cm;

s6, pouring concrete: pouring concrete by adopting a conduit method, wherein in the process of pouring the concrete, the height of the concrete gradually rises, the conduit needs to be correspondingly pulled upwards, and the concrete needs to be poured at one time;

and S7, later-stage detection.

4. The rotary excavating pile construction process according to claim 3, characterized in that:

step S1 further includes step S1.1: before construction, carrying out three-way leveling treatment on a field, and determining a square control network and an elevation base permission point of a pile position axis according to data of a building measurement control network and a foundation plane layout drawing on the basis of meeting the requirements of power-on, water-through, passage and ground leveling; and drawing a circumference by using the radius of the pile body, and taking the lime spreading line as a pile hole excavation size line.

5. The rotary excavation pile construction process according to claim 3, characterized in that:

step S2 further includes step S2.1: when the pile casing is preassembled, the inner diameter of the pile casing is larger than that of the pile, the clay soil filled at the bottom and around the pile casing needs to be filled in layers, and the center of the pile coincides with the center line of the pile casing;

step S2 further includes step S2.2: and (4) determining a pit digging range according to the sizes of the pile center and the pile casing, digging drainage ditches at the periphery of the built-in pile casing, making a ground drainage system, burying the pile casing by using a pit digging method, and enabling the top of the pile casing to be 30cm higher than the ground.

6. The rotary excavating pile construction process according to claim 3, characterized in that:

step S3 further includes step S3.1: the drilling detection also needs to comprehensively measure the hole bottom elevation, the pile position central line, the vertical well wall and the thickness of the soil shortage, and record the detection data in detail;

step S3.2: and judging the geological condition of the site, and cleaning the hole by adopting a slag removing barrel hole cleaning method, so that the sediment at the bottom of the hole, the slurry concentration, the slag content in the slurry and the wall scale thickness of the hole can meet the design and standard requirements.

7. The rotary excavating pile construction process according to claim 3, characterized in that:

step S4 further includes step S4.1: when two sections of reinforcement cages are connected, a double-sided welding mode is adopted, the number of joints is staggered by 35d and is not less than 500mm according to 50%, and therefore the correct position of the reinforcement is ensured;

step S4.2: the steel reinforcement cage sets up the holding ring or the cushion that length is 40 ~ 50mm when the preparation, improves steel reinforcement cage's thickness to will slowly even when hanging the steel reinforcement cage, avoid steel reinforcement cage slope and swing as far as possible, in order to prevent the hole that collapses.

8. The rotary excavating pile construction process according to claim 3, characterized in that:

step S5 further includes step S5.1: the pipe adopts a phi 30cm steel pipe, each section is 3m long, the pipe sections are connected by flanges and thick bolts, the pipe is installed by adopting a method of section-by-section connection and section-by-section lowering, and the distance between a lower opening of the pipe and the bottom of the hole is controlled to be 30-50 cm: the distance between the upper opening of the conduit and the orifice is controlled to be 200 +/-15 cm;

and after the guide pipe is installed, connecting the funnel to the upper opening of the guide pipe, integrally hoisting the funnel to the drill frame, wherein muck enters the hole in the hoisting process, and secondary hole cleaning and sediment removal at the bottom of the hole are carried out.

9. The rotary excavating pile construction process according to claim 3, characterized in that:

step S6 further includes step S6.1: in the lifting process of the guide pipe, the burial depth of the lower pipe orifice in the concrete is controlled to be 2-6 m; in the underwater concrete pouring process, a specially-assigned person is required to measure the height of the concrete in the hole and adjust the buried depth of the guide pipe in time;

s6.2: in order to prevent the steel bar framework (1) from floating upwards due to the concrete pressure, when the top surface of the concrete is close to the bottom of the steel bar cage, the concrete pouring speed is reduced, and when the steel bar cage is buried more than 4m deep, normal pouring is recovered.

S6.3: due to the continuous lifting of the guide pipe, the redundant guide pipe at the orifice is disassembled in sections, the disassembling time is not more than 15 minutes, and the disassembled guide pipe is cleaned in time; after the concrete in the hole is poured to the elevation of the top of the hole, the pouring can be stopped after the mud on the surface of the concrete is completely discharged;

and (3) after the concrete in the hole reaches a certain strength, treating the pile head to be 0.5-1 m, wherein the residual pile head does not need a loose layer.

10. The rotary excavating pile construction process according to claim 3, characterized in that:

step S7 further includes step S7.1: the compression bearing capacity of the compression resistant piles is tested, the vertical pulling bearing capacity of the pulling resistant piles is tested, and the number of the tested piles is not less than 1 percent of the total number of the piles under the same condition and not less than 3; the pile body quality inspection method adopts a reliable drilling core-pulling or sound wave transmission method for detection;

step S7 further includes step S7.2: selecting representative pile positions for pile testing, wherein the pile testing can be carried out when the pile body reaches 100% strength and the pile body is 28 days old, cleaning the pile top two weeks before the pile testing, chiseling floating slag, leveling by using cement mortar at a ratio of 1:1.5, and checking the levelness.

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