CN118029372A - Annular grouting rock-socketed construction method for steel pipe pile - Google Patents

Abstract

The invention provides a construction method for annular grouting rock-socketed steel pipe piles, which comprises the following steps of positioning a pile-socketing suspension platform and enabling a drilling center of an operation platform to coincide with a pile position center; a rotary cutter is utilized to drill a drilling barrel, an annular rock-socketed hole is drilled downwards along a pile position, and water injection and waste residue cleaning are carried out at the same time; a guide frame which is concentric with the annular rock-socketed hole is arranged along the center of the annular rock-socketed hole, and a positioning cavity is formed in the guide frame; and inserting the steel pipe pile communicated with the grouting pipe into the annular rock-socketed hole along the positioning cavity, grouting the space between the annular rock-socketed hole and the steel pipe pile by the grouting material until the set height is reached, and removing the guide frame. The invention has the characteristics of high efficacy and low cost.

Description

Annular grouting rock-socketed construction method for steel pipe pile

Technical Field

The invention relates to the field of rock-socketed construction of water steel pipe piles, in particular to a steel pipe pile annular grouting rock-socketed construction method.

Background

The existing construction method of the cast-in-place pile with the rock is that a steel pipe pile rock-socketed hole is deeply drilled in a rock stratum according to the designed steel pipe pile rock-socketed hole diameter and hole depth, rock-socketed concrete is poured into the steel pipe pile rock-socketed hole to be inserted into the steel pipe pile to realize the steel pipe pile rock-socketed (first rock-socketed), then the cast-in-place pile rock-socketed hole is downwards drilled again according to the designed cast-in-place pile hole diameter and hole depth in the steel pipe pile, reinforcement cages are installed in the steel pipe pile and the cast-in-place pile rock-socketed hole, and concrete is poured to realize the cast-in-place pile rock-socketed (second rock-socketed). When the designed pile foundation diameter is larger and the rock stratum strength of the embedded rock is higher, the drilling engineering amount is larger, so that the drilling efficiency is lower and the drilling difficulty is higher.

Disclosure of Invention

The invention aims to solve the technical problem of providing the annular grouting rock-socketed construction method for the steel pipe pile, which has the characteristics of high efficiency and low cost.

In order to solve the technical problems, the technical scheme provided by the invention is as follows:

The annular grouting rock-socketed construction method of the steel pipe pile comprises the following steps,

Positioning a pile-planting suspension platform, and enabling the drilling center of the operation platform to coincide with the pile position center;

a rotary cutter is utilized to drill a drilling barrel, an annular rock-socketed hole is drilled downwards along a pile position, and water injection and waste residue cleaning are carried out at the same time;

a guide frame which is concentric with the annular rock-socketed hole is arranged along the center of the annular rock-socketed hole, and a positioning cavity is formed in the guide frame;

and inserting the steel pipe pile communicated with the grouting pipe into the annular rock-socketed hole along the positioning cavity, grouting the space between the annular rock-socketed hole and the steel pipe pile by the grouting material until the set height is reached, and removing the guide frame.

As a further improvement of the invention, the pile-planting suspension platform performs eight-point positioning through positioning anchors and loose core anchors, and the loose core anchors are arranged perpendicular to the ship board in a throwing mode.

As a further improvement of the invention, the annular rock-socketed hole is positioned at the slope, is positioned at the high position and the low position of the annular rock-socketed hole along the slope, and is respectively fixed on the slope through an anchor breaking and an anchor rod.

As a further improvement of the invention, the rotary cutter rotary drilling barrel comprises a barrel body and a plurality of rotary cutters arranged at the bottom of the barrel body, wherein the rotary cutters form an annular cutting surface with a guide surface.

As a further development of the invention, the cylinder is provided with downward guide wings in a circumferential spiral manner, which cover the annular cutting surface.

As a further development of the invention, the annular insert bore has a width of 20-30cm.

As a further improvement of the invention, the guide frame comprises a frame body, and the frame body is fixed on the operation platform through a limiting block.

As a further improvement of the invention, the guide frame is provided with a clamping component which is close to or far from the positioning cavity along the circumferential direction of the positioning cavity.

As a further improvement of the invention, the clamping assembly comprises a resin roller and a driving mechanism for driving the resin roller to approach or separate from the positioning cavity.

As a further improvement of the invention, the method further comprises the step of completing the construction of the cast-in-place pile by using a reinforcement cage and pouring after drilling along the steel pipe pile to the rock-embedding depth of the cast-in-place pile.

The beneficial effects of the invention are as follows:

Firstly, the annular hole of the steel pipe pile rock-socketed is drilled by utilizing the rotary drilling drill, after the rock-socketed construction of the steel pipe pile is completed, the drilling is carried out by using the impact drill together with the rock core column which is not drilled in the annular hole and the bored pile rock-socketed hole, so that the engineering quantity of the rotary drilling drill annular Kong Naxin column (which is actually equivalent to the situation that the original rock core column which is drilled by the rotary drilling drill is reserved for the impact drill, namely the rock core column is constructed by changing the rotary drilling with low work efficiency and high cost into the impact drilling with high work efficiency and low cost), thereby greatly improving the work efficiency of the rotary drilling steel pipe pile rock-socketed drilling, saving the construction cost, and designing the larger the diameter of the bored pile and the deeper the rock-socketed depth of the steel pipe pile (namely the larger the engineering quantity of the reserved core column), the work efficiency is obviously improved, and the construction cost is also greatly saved.

And secondly, the rotary drilling hob drill barrel is adopted to drill the steel pipe pile rock-embedded annular hole, the width of the annular hole is controlled to be more than 20cm, so that the steel pipe pile can be smoothly installed in the annular hole, the reserved annular inner rock core column is drilled by subsequent impact drilling, the working efficiency of the rotary drilling rock-embedded drilling of the steel pipe pile is greatly improved by reducing the engineering quantity of the rotary drilling, and the construction cost of the rotary drilling is saved.

And thirdly, the steel pipe pile is installed and positioned by utilizing the steel pipe pile installation positioning guide frame, so that the steel pipe pile can be installed in the annular hole.

Drawings

Fig. 1 is a flow chart of a steel pipe pile annular grouting rock-fill construction method provided by the invention;

FIG. 2 is a schematic structural view of a rotary cutter rotary drilling drum provided by the invention;

FIG. 3 is a top view of the rotary cutter rotary drilling drum provided by the invention;

fig. 4 is a schematic structural view of a guide frame provided by the invention;

Fig. 5 is a flowchart of a steel pipe pile annular grouting rock-fill construction method according to an embodiment of the present invention;

100. A hob rotary digging drilling cylinder; 110. a cylinder; 120. a hob; 130. a guide vane; 140. a filter hole; 200. a guide frame; 210. a frame body; 220. a positioning cavity; 230. a clamping assembly; 231. a resin drum; 232. a driving mechanism.

Detailed Description

The present invention will be described in detail below with reference to the embodiments shown in the drawings, but it should be understood that the embodiments are not limited to the present invention, and functional, method, or structural equivalents and alternatives according to the embodiments are within the scope of protection of the present invention by those skilled in the art.

The invention aims to provide a steel pipe pile annular grouting rock-fill construction method which is used for a large-diameter steel pipe pile grouting rock-fill construction method and solves the following technical problems.

Firstly, the rotary drilling hob drill barrel is adopted to conduct stone-embedded annular drilling on the steel pipe pile, the width of the annular hole is controlled to be more than 20cm, so that the steel pipe pile can be smoothly installed in the annular hole, a reserved annular inner rock core column is drilled by subsequent impact drilling, the work efficiency of the rotary drilling rock-embedded drilling of the steel pipe pile is greatly improved by reducing the engineering quantity of the rotary drilling, and the construction cost of the rotary drilling is saved;

Secondly, the steel pipe pile is installed and positioned by utilizing the steel pipe pile installation positioning guide frame so as to ensure that the steel pipe pile can be installed in the annular hole;

Thirdly, because the annular rock-socketed hole space of the steel pipe pile is smaller, underwater concrete cannot be poured, the grouting material is injected between the annular holes through the grouting pipe by the grouting machine after arranging the grouting pipe on the inner wall and the outer wall of the steel pipe pile, and the grouting material is used for replacing the concrete, so that the problem that the annular space is small and the rock-socketed concrete cannot be poured is solved;

Fourthly, in order to prevent the grouting pipes from being blocked by collision with the annular wall in the process of installing the steel pipe pile, two grouting pipes (one for one) are installed on the inner side and the outer side of the steel pipe pile wall, and the two grouting pipes are communicated with the grouting pipe joint;

fifthly, after grouting and rock embedding of the steel pipe pile are completed, rock cores reserved in the steel pipe pile are completed together when the impact drilling is performed to drill the rock embedding pile.

Referring to fig. 1-4, in order to solve the above technical problems, the specific technical scheme adopted by the invention is as follows:

firstly, pile planting is carried out while positioning a suspension platform.

The rotary drilling suspension platform (i.e. the construction ship) is positioned to the pile foundation construction position, the positioning method can adopt a positioning anchor cable and core pulling anchor cable positioning ("eight anchor cable positioning") method, namely, firstly, the ship is initially moved to the construction position by using a GPS, then 4 splayed positioning anchors are thrown to perform coarse positioning, finally, 4 core pulling anchors are thrown, and the core pulling anchor cable must be thrown to be perpendicular to the ship board. After the pile planting floating platform is coarsely positioned, the drilling center of the operation platform is overlapped with the pile position center by adjusting the anchor cables, the plane deviation is controlled within 2cm, and eight anchor cables are kept in a tightening stress state all the time in the construction process.

In the embodiment, in the reverse water flow direction, the splayed groove is firstly thrown to perform the whole positioning, meanwhile, living areas and the like are arranged on a construction ship, a rotary excavator, a crawler crane and the like are arranged on an operation platform, and foundation preparation is made for subsequent further construction. In specific assembly, the pile-planting suspension platform performs eight-point positioning through the positioning anchor and the core-pulling anchor, so that stability at multiple positions is ensured, and stability is improved.

And secondly, constructing an annular rock-socketed hole.

In the embodiment, a floating platform and rotary drilling machine process is adopted, a rotary drilling machine firstly uses a newly invented hob rotary drilling barrel to drill a steel pipe pile annular rock-embedded hole at a pile position, the drilling depth is controlled to be 2-5m, and the annular hole width is 20-30cm.

In this embodiment, the main scene that it is used is on the slope of slope, and annular embedded rock hole is located slope department, along the slope, is located annular embedded rock hole's eminence and low, is fixed in on the slope through anchor and stock respectively. I.e. the entire annular rock-socketed hole is located just in the middle of the slope.

And thirdly, installing a guide frame.

In the embodiment, after the annular rock-socketed hole of the steel pipe pile is completed, a positioning guide frame for installing the steel pipe pile is installed on a suspension platform (a construction ship) operation platform, the installation position is accurately released by a GPS (global positioning system) during the installation of the guide frame, the center of the guide frame is aligned with the center of the annular hole, and the position deviation is not more than 2cm; the steel pipe pile guide frame is fixed on the operation platform in a mode of welding limiting blocks.

In the embodiment, two (one for each) seamless steel pipes with the diameter of 3-5cm are arranged on the inner wall and the outer wall at the same position before the steel pipe pile is arranged as grouting pipes, and are fixed on the pile wall through welding. The top of the grouting vertical pipe is communicated with a grouting main pipe (horizontal pipe), and the distance between the vertical pipe and the bottom of the steel pipe pile is reserved for 10-20cm, so that the steel pipe pile is prevented from being damaged in the installation process or the outlet is prevented from being blocked by hole bottom sediment after being installed. The bottom end of the steel pipe pile is provided with holes (the diameter is more than 10 cm) at the position 5-10cm away from the pile bottom, so that the situation that one of the vertical pipes is blocked and then grouting is carried out to fill the whole annular rock-socketed hole is avoided, and the rock-socketed quality is ensured.

In construction, after positioning and guiding installation is completed, a track crane is used for installing and lifting the steel pipe pile, the steel pipe pile is inserted into the annular rock-embedded hole of the steel pipe pile from the guide frame, and the verticality of the steel pipe pile is adjusted through a jack of the guide frame and controlled within 1%.

In the embodiment, the grouting material is designed and matched according to the strength of the steel pipe pile rock-socketed, and is prepared by adopting cementing materials, sand and water, and an additive (such as an early strength agent) can be added according to the requirement. When grouting construction is performed, the grouting machine is connected with the grouting main pipe, and then the grouting material and water are put into the grouting machine according to comparison and stirred, and then are injected into the annular rock-embedded hole through the grouting pipe. The grouting amount is calculated and determined according to the design requirement of the rock-socketed depth and the cross-section area of the annular hole, and the grouting amount is not less than the design grouting amount during grouting. And measuring grouting elevation by using a measuring rope after grouting is completed, and supplementing grouting in time when the grouting depth meets the design requirement.

In the embodiment, the positioning guide frame for installing the steel pipe pile is removed after grouting is completed, and annular grouting rock-embedding construction of the steel pipe pile is completed.

In this embodiment, after the strength of the grouting material reaches the design strength, the grouting material can be drilled in the steel pipe pile to the depth of the grouting pile rock-socketed by using an impact machine on a construction ship, a construction platform can be set up on the top of the steel pipe pile, impact drilling is arranged on the construction platform to intensively perform the grouting pile rock-socketed drilling, the impact hammer is selected according to the design of the grouting pile rock-socketed aperture, and at the moment, the core column prefabricated by the steel pipe pile rock-socketed drilling and the grouting material on the inner wall of the steel pipe pile are completed together with the grouting pile rock-socketed Kong Yandan by the impact drill. And after the bored pile is drilled, the construction of the bored pile is completed according to the sequence of firstly installing the reinforcement cage and then pouring the concrete of the bored pile.

The beneficial effects of the invention are as follows:

1. by utilizing the advantage of wide application range of the rotary drilling drill, the diameter drilling of rock embedding holes on slopes, abrupt rocks and reefs is realized (other drilling holes such as impact drilling cannot drill on the slopes, abrupt rocks and reefs).

2. The annular rock-embedded holes are drilled by utilizing the rotary drilling machine hob drill barrel to replace the complete rock-embedded holes, and the drilling engineering quantity of the annular Kong Naxin piles is saved, so that the rock-embedded holes of the steel pipe piles are rapidly completed, and the rock-embedded construction efficiency of the steel pipe piles is greatly improved; and the larger the diameter of the steel pipe pile is, the larger the saved rock-socketed drilling engineering quantity of the steel pipe pile is, and the more obvious the work efficiency is.

Saving the engineering quantityWherein:

the V-steel pipe pile is embedded and drilled, so that the engineering quantity, namely the volume of the annular inner leg and m3 are saved;

Pi-circumference ratio;

d, designing the rock-socketed aperture of the steel pipe pile, wherein the rock-socketed aperture is 300-600 mm larger than the outer diameter of the steel pipe pile in general;

d-the width of the annular hole, in order to ensure that the steel pipe pile can be smoothly inserted into the annular hole, the width is generally more than 250 mm;

And h, designing the rock embedding depth of the steel pipe pile and m.

From the formula, the larger the diameter of the steel pipe pile is, the larger the diameter D of the steel pipe pile for rock embedding is, the larger the depth h of the steel pipe pile for rock embedding is designed, and the larger the drilling engineering quantity V of the steel pipe pile for rock embedding is saved.

In addition, the greater the rock strength, the greater the drilling difficulty of the rotary drilling and the slower the work efficiency; therefore, the larger the rock strength (such as fine sandstone), the more the drilling time (construction cost) can be saved by adopting the steel pipe pile annular rock-socketed construction method, and the more obvious the effect.

3. When the steel pipe pile is installed, the positioning guide frame is used for preparing and controlling the installation position of the steel pipe pile, so that the steel pipe pile can be smoothly inserted into the annular rock-socketed hole; the verticality of the steel pipe pile can be quickly adjusted by utilizing the hydraulic jack on the positioning guide frame.

4. Grouting materials are injected into the annular rock-socketed holes to anchor the steel pipe piles, so that a large amount of concrete can be saved, and the concrete engineering quantity h can be saved; the grouting material can be realized only by adopting a small grouting machine, and the concrete stirring ship is required to be configured by adopting concrete anchoring, so that the construction is simple and convenient, and a large amount of ship machine cost can be saved.

5. If the bored pile construction is required to be carried out in the steel pipe pile, the reserved core column in the steel pipe pile and the bored pile rock-socketed hole can be drilled together by using a percussion drill, and the disadvantages of low rock drilling efficiency and high cost of the rotary drilling drill are replaced by utilizing the advantages of high rock drilling efficiency and low rock drilling efficiency of the percussion drill.

In the invention, referring to the accompanying figures 2-3, a rotary cutter rotary drilling barrel is specifically introduced as follows:

The rotary cutter rotary drilling barrel 100 in the embodiment comprises a barrel 110, and a plurality of rotary cutters 120 arranged at the bottom of the barrel 110, wherein the rotary cutters 120 form an annular cutting surface with a guide surface. Specifically, the cylinder 110 is spirally provided with downward guide wings 130 in the circumferential direction, and the guide wings 130 cover the annular cutting surface. Referring to fig. 2, in the present invention, the length and diameter of the drill barrel (i.e., the barrel 110) are determined according to the size (maximum drilling torque) of the rotary drilling machine, and the larger the drilling machine, the longer the drill barrel can be made (for example, the larger the drill barrel is 460 the drill barrel with the diameter of 1.2m and the length of 2.0 m), and the higher the core drilling efficiency is. The drill cylinder of the drilling machine is made of wear-resistant steel plates with the thickness of 20-30mm, and the bottom opening steel plates are thickened to 30-40mm so as to strengthen the welding connection effect of the drilling teeth.

In this embodiment, the hob group is installed at the bottom of the drill barrel, the hob group is composed of three hob 120, the middle hob 120 is installed vertically (forward direction) to the drill barrel, two hob at two sides are installed obliquely to the inside and outside of the drill barrel by about 30-40 degrees, and the final goal is to achieve that the three hob group can drill a circular gap slightly wider than the drill barrel wall along the drill barrel wall, thereby achieving the purpose of drilling the core column. The bottom of the drilling cylinder is uniformly provided with 9 hob groups according to an angle of 120 degrees, and when the hob groups are welded, the welding angle of each hob group is required to be consistent so as to realize the common uniform stress of the hob groups. In this embodiment, a plurality of hob groups, hob and the like form an annular cutting surface with a vertical direction and a horizontal direction, so that a better cutting effect can be achieved.

In the invention, broken stone guide wings are welded along the outer wall of the drill cylinder next to each hob group, the guide wings 130 are 15cm wide and are made of 20 thick steel plates, and three guide wings spirally rise along the outer wall of the drill cylinder (from top to bottom) anticlockwise until reaching the top of the drill cylinder, wherein the spiral distance can be 30cm. When the drill cylinder drills clockwise in the annular hole (from top to bottom), the guide wings 130 drive water outside the drill cylinder wall to flow from bottom to top, so that the water in the drill cylinder flows from top to bottom; thus, as the drill pipe continues to drill clockwise, a vortex is generated in the annular hole along the wall of the drill pipe, flows into the drill pipe from the top of the drill pipe, flows out from the bottom of the drill pipe, and flows back to the top of the drill pipe along the outer wall of the drill pipe under the action of the guide vane.

In order to realize that a small-diameter (20 mm) filtering hole 140 is formed in the top of the drilling cylinder in a quincuncial shape, a detachable slag collecting sleeve is arranged on the top of the drilling cylinder during drilling, the slag collecting sleeve is made of a 20mm steel plate, the outer diameter of the slag collecting sleeve is consistent with the diameter of the drilling cylinder, the height of the slag collecting sleeve can be 0.5-0.7m, the outer wall of the slag collecting sleeve is welded with guide wings like the wall of the drilling cylinder, and the guide wings of the slag collecting sleeve need to be ensured to be connected with the guide wings of the drilling cylinder in a butt joint manner during welding. When the slag collecting sleeve is installed, the stiffening plate at the top of the drill cylinder is used for clamping so as to fix the slag collecting sleeve. The vortex flows with the hob to drill the broken stone along the diversion wing to the top of the drill cylinder, and the broken stone is filtered by the filtering holes and remains in the slag collecting sleeve when flowing through the top of the drill cylinder. When the broken stone in the slag collecting sleeve with a certain depth is drilled and is filled up, the slag collecting sleeve is detached from the hole of the drilling cylinder to remove the broken stone, and then the slag collecting sleeve is installed to recover the core column drilling.

According to the invention, the drill rod connecting sleeve is of square design, can be matched with rotary drilling rigs of various types, and is matched with the holes of the drill rods of the rotary drilling rig through the drill rod fixing holes before use, so that the rotary drilling rods and the drilling cylinders are fixed.

The drilling of the high-strength rock rotary drilling drum mainly reduces repeated grinding in the rock grinding process, and crushed stones ground for the first time are directly stored in the movable slag collecting ring through the crushed stone guide wings by design, so that the drilling efficiency of the high-strength rock is improved, and the application range of the rotary drilling rig is widened.

The advantages of the drill tube are suitable for drilling high-strength rock strata (such as granite and fine sandstone), the hob drill teeth can drill under pressure, and the drilling work efficiency is high. In addition, the vortex can be generated in the annular hole in the drilling process, broken stone drilled by the hob is guided to the slag collecting sleeve on the top of the drill barrel by utilizing the vortex and the guide wings to be collected, so that the phenomenon that drill slag is deposited in the annular hole to obstruct the drilling of the drill barrel and influence the drilling effect of the hob can be avoided, and the drilling efficiency can be greatly improved.

Referring to fig. 4, the guide frame 200 in this embodiment is specifically as follows:

In this embodiment, mainly provide a steel-pipe pile installation with location leading truck, solved the problem that exists among the prior art:

1. The positioning guide frame is used as a limit of the installation horizontal position of the steel pipe pile, the positioning guide frame is installed and fixed on the operation platform according to the design position of the steel pipe pile, and then the steel pipe pile is inserted into the pile planting hole from the guide frame, so that the installation position of the steel pipe pile can be ensured to be accurate;

2. the guide frame is provided with 4 telescopic resin rollers, friction can be reduced by utilizing the contact of the rollers and the steel pipe pile, and corrosion resistance of the steel pipe pile is prevented from being damaged;

3. after the steel pipe pile is inserted into the hole bottom, the guide frame can fix the pile body to prevent the steel pipe pile from toppling over so as to measure the verticality of the installed steel pipe pile;

4. when the verticality of the installed steel pipe pile does not meet the requirement, the verticality of the steel pipe pile can be efficiently and accurately adjusted by utilizing the telescopic idler wheels of the guide frame;

5. The frame adopts the activity export to the frame, and after the steel-pipe pile installation is fixed, can demolish one of them roof beam and form the leading truck and demolish the export, and the leading truck can be demolishd horizontally, need not demolish perpendicularly, therefore can avoid demolishing the in-process to the quality after the steel-pipe pile collision influences the steel-pipe pile installation.

In this embodiment, the guide frame 200 includes a frame body 210, and the frame body 210 is fixed on the working platform through a limiting block during assembly. A positioning cavity 220 is then formed in the middle of the guide frame 200, and the guide frame is provided with a clamping assembly 230 near or far from the positioning cavity along the circumferential direction of the positioning cavity 220.

Specifically, the clamping assembly 230 includes a resin cylinder 231 and a drive mechanism 232 that drives the resin cylinder 231 toward or away from the positioning chamber 210.

Specifically, the guide frame in this embodiment is described as follows:

1. According to the size (diameter) of the steel pipe pile to be installed, a guide frame is designed, and the net distance in the guide frame is more than 10cm greater than the outer diameter of the steel pipe pile, so that the installation position of the steel pipe pile can be conveniently finely adjusted;

2. According to the weight of the steel pipe pile, the guide frame is made of 4H 400 section steels, and the section steels can bear impact load in the installation process of the steel pipe pile;

3. 4 impact-resistant resin rollers 231 are arranged at the contact positions of the guide frame and the steel pipe pile, the diameters of the rollers are more than 200mm, and the guide frame is used for protecting the corrosion-resistant layer of the steel pipe pile from damage in the installation process of the steel pipe pile;

4. The resin roller 231 is fixed on a steel shaft (roller) above phi 35, the steel shaft is embedded in a chute on the roller protection barrel, the length of the chute is not less than 5cm, the roller protection barrel is made of steel plates, and the inner diameter of the roller protection barrel is more than 5mm larger than the outer diameter of the roller;

5. The cylinder protection barrel is embedded in the jack box, the inner diameter of the jack box is 5mm larger than the outer diameter of the cylinder, and a jack (i.e. a driving mechanism 232) is arranged between the cylinder protection barrel base and the jack box base and used for adjusting the extending position of the cylinder; a jack pad is arranged in the jack box, and a semicircular groove is formed in the mounting position of the pad jack according to the size of the jack body and used for fixing the mounting position of the jack;

6. The jack box is fixed among 4H 400 beams by electric welding, wherein 2 beams are taken as main beams, and the length is determined according to the gap between pile planting operation platforms (5 m is taken in the scheme) and are used for being placed on the platforms; the 2 main beams are welded and connected by 1 secondary beam, the length and the installation position of the secondary beam are based on the fact that the net distance between the rollers after the jacks eject the rollers is the outer diameter (2.3 m in the case) of the steel pipe pile, the main beams are welded and connected with the secondary beam, and 4 stiffening plates are respectively arranged at the connection positions; and the mounting position of the other 1 secondary beam on the main beam is welded with a clamping groove for mounting the secondary beam, namely, the 1 secondary beam can be dismounted, so that the whole positioning limiting frame can be conveniently dismounted after the dismountable secondary beam is dismounted after the steel pipe pile is mounted.

The guide frame in the embodiment enables the center of the guide frame to be consistent with the center of the designed steel pipe pile through measurement lofting during installation when the guide frame is fixed (temporarily welded and fixed) on the operation platform on the basis of positioning of a construction ship, so that the accurate positioning of the installation position of the installed steel pipe pile can be further carried out on the basis of coarse positioning of the construction ship, and the requirement of the accurate positioning of the steel pipe pile during the water installation of the steel pipe pile is solved;

in the embodiment, the telescopic resin roller is arranged in a guiding way, so that the guiding function in the steel pipe pile lowering process is realized, and the steel pipe pile anticorrosive layer can be protected from being scratched and damaged;

in the embodiment, the roller is adjusted to stretch through the jack, so that the verticality of the steel pipe pile after being installed can be accurately adjusted, and the installation work efficiency and the installation quality can be improved;

in the embodiment, the guide frame adopts the detachable connecting beam, and can be directly and horizontally detached, so that the secondary influence on the installation quality of the steel pipe pile in the detaching process can be avoided;

the guide frame in the embodiment can be repeatedly used in a turnover way.

During the use, construction ship (floating platform) is after the drilling of design steel-pipe pile position is accomplished, and it is fixed on the operation platform to use the crane to hoist the leading truck installation, discharges leading truck mounted position through measuring steel-pipe pile mounted position during the installation, ensures leading truck center and design steel-pipe pile center coincidence, and the leading truck can adopt temporary welding or bolted connection to fix on the operation platform.

Measuring and checking the installation verticality of the steel pipe pile, adjusting the extension amount of the roller through the jack after the verticality is not in accordance with the requirement, installing a wedge-shaped limiter in an annular gap between the steel pipe pile and a pile planting hole to fix the steel pipe pile after the verticality of the steel pipe pile is in accordance with the requirement, then retracting the roller into the jack box to completely separate the roller from the steel pipe pile so as to facilitate the guide frame to detach or pour the rock-socketed concrete (the collision of construction ship shaking to the steel pipe pile during the concrete pouring construction can be avoided or reduced after the guide frame is separated from the steel pipe pile),

When the guide frame is dismounted, the guide frame detachable beam is dismounted firstly, the guide frame is lifted by a crane after the fixing measure of the guide frame on the operation platform is canceled, and the guide frame is lifted out horizontally by utilizing the notch of the guide frame.

When the designed pile foundation diameter is larger and the rock stratum strength of the embedded rock is higher, the drilling engineering quantity is larger, so that the drilling work efficiency is lower and the drilling difficulty is higher; if the scheme in this embodiment is that the annular hole of the steel pipe pile is only drilled by using the rotary drilling drill, after the steel pipe pile rock-drilling construction is completed, the rock core column not drilled in the annular hole and the cast-in-place pile rock-drilling hole are drilled together by using the impact drill, so that the engineering quantity of the rotary drilling annular Kong Naxin column (which is actually equivalent to the situation that the original rock core column drilled by the rotary drilling is left for the impact drill, i.e. the rock core column is constructed by the impact drill with low work efficiency and high cost by the rotary drilling improvement), thereby greatly improving the work efficiency of the rotary drilling steel pipe pile rock-drilling, saving the construction cost, and designing that the larger the diameter of the cast-in-place pile is, the deeper the steel pipe pile rock-drilling depth (i.e. the larger the engineering quantity of the reserved core column is), the work efficiency is obviously improved, and the construction cost is also greatly saved.

Referring to fig. 5, the construction method of the invention is applied to a local secret-related project, and the construction of annular grouting rock-socketed by the large-diameter steel pipe pile is shown, specifically, the key in the process is to design an annular drilling drill cylinder and drill an annular rock-socketed hole, and then grouting construction quality meets the design rock-socketed requirement.

In this embodiment, considering the disadvantages of large difficulty in rock-socketed construction of a large-diameter steel pipe pile, low work efficiency, etc., the annular grouting rock-socketed steel pipe pile is designed according to the "design specification of pile foundation for water transport engineering", and specific design requirements are as follows:

(1) The anchoring length of the steel pipe pile takes the following three required maximum values.

① Not less than 1.0 times of pile diameter;

② The anchoring length meeting the requirement of the stability of the steel pipe pile in the transverse direction (wind, water flow and ship collision);

③ The minimum length L required by the axial stress of the designed pile foundation is calculated and determined according to the following formula:

Wherein:

the minimum length required by the L-steel pipe pile to transmit axial force is m;

taking 1.2 as an alpha-coefficient;

the design value of the axial force of the N-pile at the rock surface and kN;

The design value of the shear strength of the inner and outer wall joint surfaces of the tau-steel pipe pile is kN/m ²;

d-outer diameter of steel pipe pile, m.

(2) The width of the annular rock-socketed hole is 0.25-0.35 m according to the diameter of the steel pipe pile, so that the steel pipe pile can be smoothly inserted into the annular hole during installation.

(3) The grouting material is selected from cement-based grouting material, which is prepared by mixing cement, mineral admixture, aggregate, high-efficiency water reducer, expanding agent, defoamer, coagulant, fiber material, nano functional material, underwater anti-dispersant, mixing water and the like, and is determined according to the strength of the rock-socketed stratum and the requirement of the designed rock-socketed strength, the principle is not less than C30, and the construction performance requirements of controllable micro expansion, underwater construction anti-dispersion and good fluidity are met.

In this project, specific construction steps are as follows:

Step one, positioning a floating platform

When the water depth of the construction water area is shallow (not more than 15 m), the bank slope is slow (within 30 degrees) or a thicker (more than 2 m) covering layer is arranged, four anchors and positioning piles can be adopted for positioning the floating platform, namely four anchor cables are arranged at four corners of the floating platform to serve as positioning anchor cables of the floating platform, and 4 steel pipe piles are arranged at four corners of the floating platform to serve as positioning piles for resisting rotary drilling torque.

The positioning method comprises the following steps:

(1) In the process of moving the ship to a construction position, the plane position of the floating platform is measured by a GPS (global positioning system) to perform coarse positioning, 4 splayed positioning anchors are thrown and arranged, 4 positioning anchor cables are adjusted to perform fine positioning, and the deviation of the plane position is controlled within 2 cm;

(2) And 4 positioning piles are inserted into the river bed by using the crawler crane after the anchor cable is positioned.

In this embodiment, when the water depth of the construction water area is deeper (more than 20 m), the bank slope is steeper (more than 45 degrees) or no cover layer is provided, positioning anchor cables and core pulling anchor cables ("eight anchor cable positioning") can be adopted for positioning, that is, on the basis of positioning four positioning anchor cables, 4 core pulling cables resisting torque are added. The positioning method comprises the following steps:

(1) The ship is initially moved to a construction position by using a GPS, 4 splayed positioning anchors are thrown (the shore side is connected with an anchor rod) to perform coarse positioning, and finally 4 loose core anchors are thrown, wherein a loose core anchor cable is thrown to be perpendicular to a ship board;

(2) The shore side cable of the pile-planting floating platform is fixedly connected with the anchor rod, the river side cable is anchored and fixed, if the water depth of the river side is deep (such as more than 150 m), the river side anchoring needs to be beyond 200m (the total throwing cable needs to be above 350 m), and the included angle between the anchor cable and the horizontal plane is controlled to be within 45 degrees;

(3) After the pile-planting floating platform is coarsely positioned, the drilling center of the operation platform is overlapped with the pile position center by adjusting the anchor cables, the plane deviation is controlled within 2cm, and then eight anchor cables are tightened;

(4) If the water level change is large, the ship position (drilling center of the working platform) is retested by using the GPS before each shift in the drilling process, the stress condition of the anchor cable is checked, and when the ship position is found to move or the anchor cable is too loose/too tight, the anchor cable is timely adjusted to ensure accurate positioning and safety of the anchor machine.

Step two, rotary drilling

When the drilling is performed by rotary drilling, the designed pile position center is released from the operation platform stay wire, then the rotary drilling machine stops at the drilling position, the center of the drilling cylinder is adjusted to be aligned with the designed pile position center, the position deviation is not more than 2cm, and meanwhile the drill rod is adjusted to keep vertical.

The drill cylinder adopts a hob drill cylinder, and hob groups arranged at the bottom of the drill cylinder are uniformly distributed at 120 degrees. The hob group is composed of three hob, wherein the middle hob of the three hob is installed vertically (positively) to the drill barrel, and the two hob at two sides are installed obliquely to the inside and outside of the drill barrel by about 30-40 degrees respectively, so that the three hob group can drill a circular gap slightly wider than the drill barrel wall along the drill barrel wall, and the purpose of drilling the core column is achieved. The effective drilling width of each group of hob is set to be 0.25-0.35m according to the diameter of the steel pipe pile.

The broken stone guide wings are welded along the outer wall of the drill cylinder and are 15cm wide and made of 20 thick steel plates, and the three guide wings spirally ascend along the outer wall of the drill cylinder (from top to bottom) anticlockwise until reaching the top of the drill cylinder, wherein the spiral distance is 30cm. When the drill cylinder drills clockwise in the annular hole (from top to bottom), the guide wings drive water outside the drill cylinder wall to flow from bottom to top, and water in the drill cylinder flows from top to bottom, so that vortex flow is generated in the annular hole along the drill cylinder wall, flows into the drill cylinder from the top of the drill cylinder, flows out from the bottom of the drill cylinder, flows back to the top of the drill cylinder along the outer wall of the drill cylinder under the action of the guide wings.

A small-diameter (10 mm) filtering hole is formed in the top of the drilling cylinder in a quincuncial shape, and a detachable slag collecting sleeve is arranged on the top of the drilling cylinder during drilling. The slag collecting sleeve is made of a steel plate with the diameter of 20mm, the outer diameter is consistent with the diameter of the drill cylinder, the height can be 0.5-0.7m, the outer wall of the slag collecting sleeve is welded with the guide wing of the drill cylinder as well, and the guide wing of the slag collecting sleeve needs to be ensured to be connected with the guide wing of the drill cylinder in a butt joint manner when being welded. When the slag collecting sleeve is installed, the stiffening plate at the top of the drill cylinder is used for clamping so as to fix the slag collecting sleeve. The vortex flows with the hob to drill the broken stone along the diversion wing to the top of the drill cylinder, and the broken stone is filtered by the filtering holes and remains in the slag collecting sleeve when flowing through the top of the drill cylinder. When the broken stone in the slag collecting sleeve with a certain depth is drilled and is filled up, the drilling cylinder is lifted out of the water surface, the slag collecting sleeve is detached to remove the broken stone, and then the slag collecting sleeve is installed to restore the drilling of the annular hole.

The operation key points of the annular hole drilling are as follows:

(1) After the positioning of the drilling machine is accurate, the drilling machine scans holes at the designed pile position, namely loose and strong weathered rock or broken (falling) rock of the rock surface is thrown out of the annular drilling position by using a drilling cylinder, and when the drilling is performed on a slope, loose broken stone above the drilling position is firstly scanned in order to prevent broken stone from falling into the annular rock embedding holes before the steel pipe pile is installed;

(2) When drilling, the principle of light weight, heavy weight, slow weight and fast speed is followed, so that the drill rod is controlled to be lowered and the rotation speed (< 10 rpm) of the drill rod is controlled during drilling, the phenomenon that the drill rod and the weight of a drill cylinder are all pressed on a drill bit to cause sliding drilling is avoided, the quality of the drilling hole is influenced, and when the drilling hole is completed (the head of the drill cylinder is fully in rock), the drill rod can be loosened and drilling is carried out according to the normal drilling speed (> 20 rpm);

(3) In order to improve the drilling efficiency, the drilling speed of the drill rod is improved (more than 25 rpm) every 10-15 minutes, and broken stones which are sunk at the bottom of the annular hole are brought into a slag collecting sleeve by utilizing high vortex flow rate generated by the high drilling speed of the drill cylinder so as to reduce sediment and drilling resistance and increase the contact surface of the drill bit and rock;

(4) According to the containing amount of the slag collecting box and the cross section of the annular hole, a drilling cylinder is proposed to remove sediment in the slag collecting sleeve every 1.0-1.5 m;

(5) The drilling depth and the verticality are controlled by a display screen of the drilling machine, the drilling quality is determined according to the design rock-socketed requirement (the maximum height of a drilling barrel is less than or equal to 4.5 m), the elevation of the bottom of the drilling hole is controlled to be +/-5 cm, and the verticality is within 0.5%;

(6) And (3) rapidly drilling the drilling barrel for more than 1min (more than 25 rpm) during final hole so as to clean the drilling slag in the annular hole.

Step three, installing a guide frame

After the annular rock-socketed hole is drilled, the drilling machine withdraws from the pile position, and then the positioning guide frame for installing the steel pipe pile is installed on the operation platform. When the pile is installed, the center of the guide frame is aligned with the center of the designed pile position, and the plane position deviation is controlled to be 2cm; after the plane position is adjusted in place, the guide frame is fixed on the operation platform in a mode of welding a limiting block.

(1) The guide frame is designed according to the size (diameter) of the steel pipe pile to be installed, and the inner clear distance of the guide frame is more than 10cm greater than the outer diameter of the steel pipe pile, so that the installation position and the perpendicularity of the steel pipe pile can be conveniently fine-adjusted;

(2) 4 impact-resistant resin rollers are arranged at the contact positions of the guide frame and the steel pipe pile, the diameters of the rollers are more than 300mm, and the guide frame is used for guiding and protecting the corrosion-resistant layer of the steel pipe pile from being damaged in the installation process of the steel pipe pile;

(3) The resin roller is fixed on a steel shaft (roller) above phi 35, the steel shaft is embedded in a chute on the roller protection barrel, the length of the chute is not less than 5cm, the roller protection barrel is made of steel plates, and the inner diameter of the roller protection barrel is more than 5mm larger than the outer diameter of the roller;

(4) The cylinder protection barrel is embedded in the jack box, the inner diameter of the jack box is 5mm larger than the outer diameter of the cylinder, and a jack is arranged between the cylinder protection barrel base and the jack box base and used for adjusting the extending position of the cylinder; a jack pad is arranged in the jack box, and a semicircular groove is formed in the mounting position of the pad jack according to the size of the jack body and used for fixing the mounting position of the jack;

(5) The jack box is fixed among 4H 400 beams by electric welding, wherein 2 beams are taken as main beams, and the length is determined according to the gap between pile planting operation platforms (5 m is taken in the scheme) and used for being placed on the operation platforms; the 2 main beams are welded and connected by 1 secondary beam, the length and the installation position of the secondary beam are based on the outer diameter (2.3 m in the present case) of the steel pipe pile when one jack ejects out the idler wheel, and 4 stiffening plates are respectively arranged at the connection positions; and the mounting position of the other 1 secondary beam on the main beam is welded with a clamping groove for mounting the detachable secondary beam so as to hoist the whole positioning guide frame out by detaching the detachable secondary beam after the steel pipe pile is mounted.

Step four, mounting the steel pipe pile

Before the steel pipe pile is manufactured and leaves the factory, two seamless steel pipes with the diameter of 32-42 mm are welded at the same position on the inner wall and the outer wall of the steel pipe pile to serve as grouting vertical pipes, and the grouting vertical pipes are welded and fixed on the pile wall along the through length of the steel pipe pile at intervals. The top of the grouting vertical pipe is respectively provided with 1 ball valve, and then is connected with a grouting main pipe (horizontal pipe) by a tee joint or an angle joint; the vertical pipe is reserved for 10-20 cm away from the bottom of the steel pipe pile so as to prevent the steel pipe pile from being damaged in the installation process or from being blocked by hole bottom sediment after being installed. Meanwhile, holes (with the diameter of more than 10 cm) are formed at the position, which is 5-10 cm away from the pile bottom, of the bottom end of the steel pipe pile, so that grouting can be still performed after one of the vertical pipes is blocked, the whole annular rock-socketed hole is filled, and the rock-socketed quality is ensured.

(1) After the positioning and guiding installation is completed, the track crane is used for lifting the steel pipe pile to be inserted into the annular rock-socketed hole from the guide frame, and in order to ensure that the steel pipe pile can be smoothly inserted into the annular rock-socketed hole, the steel pipe pile is required to be kept to be vertically lowered in the process of lowering the steel pipe pile, and the verticality is measured by using plumb lines in the east-west direction and the south-north direction of the steel pipe pile before lowering.

(2) After the steel pipe pile is inserted into the annular hole, measuring the perpendicularity of the steel pipe pile again; when the design requirement is not met (less than or equal to 1%), the verticality of the steel pipe pile can be adjusted through a hydraulic jack behind a pulley in the guide frame until the steel pipe pile meets the design requirement; when the steel pipe pile cannot be adjusted through the hydraulic jack, the steel pipe pile can be lifted to adjust the position, and then the steel pipe pile is lowered again to adjust the hydraulic jack.

(3) After the steel pipe pile is installed in place, 3-4 wedge-shaped limiting blocks are uniformly installed along the outer side of the steel pipe pile, and the steel pipe pile is further fixed to prevent movement or inclination; the wedge-shaped limiting block is designed according to the width of the annular hole, so that the wedge-shaped limiting block cannot fall into the annular hole after being installed, and an effective limiting effect is achieved.

Step five, grouting construction

The grouting adopts an intelligent integrated grouting machine, and the equipment consists of 2 mixers (one for one) and 2 grouting pumps (one for one) and a digital control system. The grouting material adopts ton bag packing and transportation, and when grouting construction, the ton bag is lifted and put down and automatically breaks bags through the bag breaking cone at the top of the stirrer, and then the grouting material falls into the stirrer to be stirred, and meanwhile, mixing water is injected, and links such as water consumption, stirring time and the like are controlled by the digital control system, so that the stirring effect is ensured, and meanwhile, the construction efficiency is improved.

The grouting construction flow comprises grouting pipe connection, pipe wetting slurry preparation, pipe wetting, grouting slurry preparation, grouting depth measurement and grouting machine cleaning.

(1) After the steel pipe pile is installed and fixed, connecting a grouting pipe of a grouting machine with a grouting main pipe of the steel pipe pile;

(2) Preparing a pipe wetting slurry, performing pipe wetting, then jacking the stirred grouting slurry from bottom to top through a grouting pipeline in a pumping mode, and replacing water in an annular space for grouting;

(3) The grouting heights of annular holes in the inner wall and the outer wall of the steel pipe pile are tracked and measured in the grouting process, when the grouting height of one annular hole reaches the design requirement, the ball valve of the vertical pipe is closed, and at the moment, only the other vertical pipe is subjected to grouting until the grouting height of the other annular hole reaches the design height;

(4) The grouting construction adopts double control of grouting quantity and grouting height, namely, the grouting quantity is calculated and determined according to the design requirement rock-socketed height and the section of the annular hole, and the grouting quantity is controlled according to 1.1 times of the calculated quantity when the actual grouting material is stirred; meanwhile, in the grouting process, a measuring rope is adopted to track and measure the grouting height, the grouting is determined to be completed only after two control indexes meet the requirements, otherwise, the grouting is supplemented or a design adjustment rock embedding scheme is reported after the reasons are analyzed and found out;

(5) If one of the vertical grouting pipes is found to be blocked (the height difference of the grouting surfaces of the inner annular hole and the outer annular hole of the steel pipe pile is obviously larger) during grouting, the grouting material is continuously supplemented at the moment, and the grouting height of the lowest grouting surface reaches the design requirement is determined;

(6) And after grouting, timely removing the grouting pipeline, cleaning the grouting machine and the grouting pipeline, and finally removing the positioning guide frame for steel pipe pile installation to complete the annular grouting rock-embedding construction of the steel pipe pile.

Step six, construction of cast-in-situ pile with embedded rock in steel pipe pile

If the designed pile foundation is a composite pile foundation of the rock-socketed steel pipe pile and the cast-in-place pile, the construction of the cast-in-place pile in the steel pipe pile is started after the grouting material strength reaches the designed strength after grouting. At the moment, the reserved core column in the steel pipe pile can be drilled in the steel pipe pile to the rock embedding depth of the filling pile by using an impact machine on a construction ship; and a construction platform can be erected on the top of the steel pipe pile, then impact drills are arranged on the construction platform to intensively drill the rock-socketed holes of the bored pile, and the impact hammer is selected according to the designed rock-socketed hole diameter of the bored pile. No matter which mode is adopted for impact drilling construction, the reserved core column of the steel pipe pile rock-socketed annular drilling and grouting material on the inner wall of the steel pipe pile and the bored pile rock-socketed Kong Yandan are completed by the impact drill. And after the bored pile is drilled, the construction of the bored pile in the steel pipe pile is completed according to the sequence of firstly installing the reinforcement cage and then pouring the concrete of the bored pile.

In the embodiment, the method is applied to high-strength bare rock and large-diameter steel pipe piles on steep slopes, and adopts an annular grouting rock-socketed construction process, and has the following technical and economic advantages:

(1) By utilizing the advantage of wide application range of the rotary drilling drill, the diameter drilling of rock embedding holes on slopes, abrupt rocks and reefs is realized (other drilling holes such as impact drilling cannot drill on the slopes, abrupt rocks and reefs).

(2) The annular rock-embedded holes are drilled by utilizing the rotary drilling machine hob drill barrel to replace the complete rock-embedded holes, and the drilling engineering quantity of the annular Kong Naxin piles is saved, so that the rock-embedded holes of the steel pipe piles are rapidly completed, and the rock-embedded construction efficiency of the steel pipe piles is greatly improved; and the larger the diameter of the steel pipe pile is, the larger the saved rock-socketed drilling engineering quantity of the steel pipe pile is, and the more obvious the work efficiency is.

In this example, the engineering quantity analysis of the specifically embedded rock holes is shown in table 1.

TABLE 1 analysis of engineering quantity savings for drilling annular rock-fill holes

(3) When the steel pipe pile is installed, the positioning guide frame is utilized to accurately control the installation position of the steel pipe pile, so that the steel pipe pile can be smoothly inserted into the annular rock-socketed hole; the verticality adjustment of the steel pipe pile can be rapidly realized by utilizing the hydraulic jack on the positioning guide frame.

Grouting materials are injected into the annular rock-socketed holes to anchor the steel pipe piles, so that a large amount of concrete can be saved, and the concrete engineering amount can be savedIn addition, grouting construction can be realized only by adopting a small-sized grouting machine, and a concrete stirring ship or a transport ship is required to be configured by adopting concrete anchoring, so that the construction is simple and convenient, and a large amount of ship machine cost can be saved.

(4) If the construction of the rock-socketed bored concrete pile is required to be carried out in the steel pipe pile, the core column reserved in the steel pipe pile and the rock-socketed hole of the bored concrete pile can be drilled together by using a percussion drill, and the disadvantages of high rock-socketed efficiency and low rock-socketed efficiency of the rotary drilling drill are replaced by the advantages of high rock-socketed efficiency and low cost of the percussion drill.

In summary, the invention aims at the problems of large-diameter steel pipe pile rock-socketed construction difficulty, low work efficiency, high cost and the like under unfavorable geological conditions such as high strength, bare rock, abrupt slope and the like, adopts the innovation of construction technology, adopts the positioning guide frame to accurately position the steel pipe pile to be installed in the annular rock-socketed hole after the annular rock-socketed hole is drilled, and then utilizes the grouting technology to fill grouting materials in a narrow annular space to realize steel pipe pile anchoring (rock-socketed), thereby having good technical and economic benefits.

The above list of detailed descriptions is only specific to practical embodiments of the present invention, and they are not intended to limit the scope of the present invention, and all equivalent embodiments or modifications that do not depart from the spirit of the present invention should be included in the scope of the present invention.

It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.

Furthermore, it should be understood that although the present disclosure describes embodiments, not every embodiment is provided with a separate embodiment, and that this description is provided for clarity only, and that the disclosure is not limited to the embodiments described in detail below, and that the embodiments described in the examples may be combined as appropriate to form other embodiments that will be apparent to those skilled in the art.

Claims (10)

1. The construction method for annular grouting rock-socketed steel pipe pile is characterized by comprising the following steps of,

Positioning a pile-planting suspension platform, and enabling the drilling center of the operation platform to coincide with the pile position center;

a rotary cutter is utilized to drill a drilling barrel, an annular rock-socketed hole is drilled downwards along a pile position, and water injection and waste residue cleaning are carried out at the same time;

a guide frame which is concentric with the annular rock-socketed hole is arranged along the center of the annular rock-socketed hole, and a positioning cavity is formed in the guide frame;

and inserting the steel pipe pile communicated with the grouting pipe into the annular rock-socketed hole along the positioning cavity, grouting the space between the annular rock-socketed hole and the steel pipe pile by the grouting material until the set height is reached, and removing the guide frame.

2. The steel pipe pile annular grouting rock-socketed construction method according to claim 1, wherein the pile-socketed suspension platform performs eight-point location through a locating anchor and a loose core anchor, and the loose core anchor is thrown perpendicular to a shipboard.

3. The method for annular grouting rock-socketed construction of steel pipe piles according to claim 2, wherein the annular rock-socketed holes are positioned at the slope, along the slope and positioned at the high and low positions of the annular rock-socketed holes, and are fixed on the slope through anchoring and anchor rods respectively.

4. The construction method for annular grouting rock-socketed steel pipe pile according to claim 1, wherein the rotary-digging drilling drum comprises a drum body and a plurality of rotary cutters arranged at the bottom of the drum body, and the rotary cutters form an annular cutting surface with a guiding surface.

5. The method for constructing a steel pipe pile by annular grouting rock-fill according to claim 4, wherein the cylinder is circumferentially and spirally provided with downward diversion wings, and the diversion wings cover the annular cutting surface.

6. The steel pipe pile annular grouting rock-fill construction method according to claim 1, wherein the width of the annular rock-fill hole is 20-30cm.

7. The steel pipe pile annular grouting rock-fill construction method according to claim 1, wherein the guide frame comprises a frame body, and the frame body is fixed on an operation platform through a limiting block.

8. The steel pipe pile annular grouting rock-socketed construction method according to claim 7, wherein the guide frame is provided with a clamping assembly which is close to or far from the positioning cavity along the circumferential direction of the positioning cavity.

9. The method of claim 7, wherein the clamping assembly comprises a resin roller and a driving mechanism for driving the resin roller to approach or separate from the positioning cavity.

10. The method for annular grouting rock-fill construction of a steel pipe pile according to claim 1, further comprising drilling holes along the steel pipe pile to a rock-fill depth of the cast-in-place pile, and completing construction of the cast-in-place pile by using a reinforcement cage and pouring.