Prestressed pipe pile long spiral guide hole grouting and dead weight type pile planting construction method

Abstract

The present application relates to the technical field of prestressed pipe pile, and discloses a prestressed pipe pile long spiral guide hole grouting and dead weight type pile planting construction method, which comprises the following construction steps: 1) forming a pile hole by forward drilling of a long spiral drill rod in a soil layer, the bottom of the pile hole being a bearing layer; grouting into the pile hole during reverse lifting of the long spiral drill rod from the pile hole until the grout fills to a set height; 2) using a crane to hoist the prestressed pipe pile above the pile hole; 3) sleeving a hoisting structure on the prestressed pipe pile, after the bucket of an excavator is connected with the hoisting structure, the crane is disconnected from the prestressed pipe pile, the bucket is connected with the hoisting structure to make the prestressed pipe pile vertically arranged; the bucket is moved downward, and the prestressed pipe pile is planted into the pile hole by using its own gravity; 4) using a vibrating hammer to vibrate and press the prestressed pipe pile from top to bottom until the lower part of the prestressed pipe pile is embedded into the bearing layer. The construction quality requirement is ensured, and the efficient, reliable and economical effect is achieved.

Description

Technical Field

[0001] This invention patent relates to the technical field of prestressed pipe piles, and more specifically, to a construction method for prestressed pipe piles using long spiral pre-drilling grouting and self-weight pile installation. Background Technology

[0002] Prestressed concrete pipe piles have advantages such as convenient construction, high efficiency in pile formation, and convenient on-site management, and are widely used in foundation engineering.

[0003] The construction techniques for prestressed concrete pipe piles include static pressure method and hammer driving method. In actual construction, to reduce the amount of pipe pile driven, construction is usually carried out within the foundation pit. When the project is located in a densely built-up area, the static pressure method is preferred due to the high noise level of hammer driving. However, when working at the bottom of the foundation pit, the construction of prestressed concrete pipe piles within approximately 4 meters of the pit edge is not possible due to the size limitations of the static pressure pipe pile machine.

[0004] In existing technologies, when constructing edge piles within approximately 4 meters of the foundation pit edge, the static pressure pipe pile machine cannot operate normally due to the close proximity of the edge piles to the support piles. Only edge pile drivers can be used, but their pressure values ​​are too low to meet design requirements and cannot achieve the designed bearing capacity. Alternatively, the edge piles can be replaced with rotary-drilled cast-in-place piles, but considering that designing two pile types for the same foundation cap or foundation is not conducive to foundation stress, and that rotary-drilled cast-in-place piles require the pile tip to be inserted into moderately or slightly weathered rock, this significantly increases drilling costs. Therefore, there is a problem that edge piles within approximately 4 meters of the foundation pit edge are difficult to construct. Summary of the Invention

[0005] The purpose of this invention is to provide a method for prestressed pipe pile long spiral pre-drilling grouting and self-weight pile planting, which aims to solve the problem in the prior art that it is difficult to construct the edge piles within about 4m from the edge of the foundation pit during the construction of prestressed pipe piles.

[0006] This invention is implemented as follows: a prestressed concrete pipe pile long spiral pre-hole grouting and self-weight pile installation construction method, including the following construction steps:

[0007] 1) The long spiral drill rod driven by the power head is used to drill forward in the soil layer to form a pile hole, the bottom of which is the bearing layer; during the reverse lifting process of the long spiral drill rod driven by the power head from the pile hole, grout is injected into the pile hole until the grout fills to the set height.

[0008] 2) Use a crane to lift the prestressed pipe pile to the top of the pile hole, and insert the lower part of the prestressed pipe pile into the pile hole;

[0009] 3) Install a hoisting structure on the prestressed pipe pile. After connecting the excavator bucket to the hoisting structure, the crane is disconnected from the prestressed pipe pile. The prestressed pipe pile is then vertically positioned by connecting the bucket to the hoisting structure.

[0010] The bucket moves downwards, and the prestressed pipe pile is driven into the pile hole by its own weight; after the prestressed pipe pile is driven into the pile hole at the set position, the bucket, along with the hoisting structure, detaches from the prestressed pipe pile.

[0011] 4) Use a vibratory hammer to vibrate and press the prestressed pipe pile from top to bottom until the lower part of the prestressed pipe pile is embedded in the bearing layer.

[0012] Optionally, the long spiral drill rod has a drill bit at its bottom and spiral blades on its outer periphery, the spiral blades being arranged in a spiral arrangement along the axial direction of the long spiral drill rod; the long spiral drill rod has a rod cavity with a top opening, the rod cavity extending along the axial direction of the long spiral drill rod.

[0013] The drill bit is provided with multiple nozzles, which are connected to the rod cavity; the top opening of the long spiral drill rod is connected to the grouting pump through a connecting pipe, the grouting pump is connected to the grout storage tank, and the grout storage tank contains grout.

[0014] In construction step 1), during the process of the power head driving the long spiral drill rod to lift it in the reverse direction from the pile hole, the grouting pump pumps the grout from the storage tank into the rod cavity and injects it into the pile hole through the nozzle.

[0015] Optionally, the connecting pipe is connected to the air compressor. In construction step 1), during the process of the power head driving the long spiral drill rod to drill forward in the soil, the air compressor injects high-pressure gas into the rod cavity through the connecting pipe, and the high-pressure gas is ejected through the nozzle.

[0016] Optionally, the inner end of the connecting pipe is connected to the long spiral drill rod, and the outer end of the connecting pipe is connected to a tee. The tee is connected to an air pipe and a grout pipe respectively. The air pipe is connected to an air compressor, and the grout pipe is connected to a grouting pump. An air pipe valve is provided on the air pipe, and a grout valve is provided on the grout pipe.

[0017] In construction step 1), during the forward drilling process of the long spiral drill rod driven by the power head in the soil layer, the grout valve is closed, the air valve is opened, and the air compressor injects high-pressure gas into the rod cavity; during the reverse lifting process of the long spiral drill rod driven by the power head from the pile hole, the air valve is closed, the grout valve is opened, and the grouting pump injects grout into the rod cavity.

[0018] Optionally, the hoisting structure includes a hoisting sling, one end of which is provided with a fixed end, the fixed end forming a through hole, and the other end of which is provided with a connecting end, the connecting end forming a connecting hole.

[0019] In construction step 3), the hoisting sling is wrapped around the outer circumference of the prestressed pipe pile, and the other end of the hoisting sling passes through the through hole. The hoisting sling is wrapped around the outer circumference of the prestressed pipe pile to form an enclosing ring. The front end of the bucket has shovel teeth, and the rear end of the bucket has a hook.

[0020] The shovel teeth are inserted into the connecting hole and connected to the hoisting belt. When the crane is disengaged from the prestressed pipe pile and the prestressed pipe pile is placed above the pile hole, the enclosing ring is tightened and the hoisting belt is fixed relative to the prestressed pipe pile.

[0021] As the bucket moves downwards and the prestressed pipe pile is inserted into the pile hole and into the grout, the grout provides the prestressed pipe pile with an upward buoyancy. The hoisting belt is movable between the prestressed pipe pile and the prestressed pipe pile. As the prestressed pipe pile is inserted into the pile hole using its own weight, the hoisting belt moves upwards relative to the prestressed pipe pile.

[0022] Optionally, the lifting sling is provided with a connecting strap, and in construction step 3), when the shovel teeth are connected to the connecting hole, the connecting strap is connected to the hook;

[0023] During the process of the prestressed pipe pile being driven into the pile hole by its own weight, the shovel teeth are disengaged from the connecting hole, the enclosing ring is in a relaxed state, and the hook pulls the lifting belt upward through the connecting belt so that the lifting belt moves upward relative to the prestressed pipe pile.

[0024] Optionally, the other end of the lifting sling passes through the through hole and has an extension extending to the outside of the enclosing ring; the connecting sling is movably connected to the lifting sling and is connected to the middle of the enclosing ring;

[0025] In construction step 3), after the hoisting belt is placed on the prestressed pipe pile, the outer extension and the connecting belt are arranged opposite to each other, respectively on both sides of the prestressed pipe pile, and the bucket is placed above the prestressed pipe pile.

[0026] Optionally, in construction step 4), after the prestressed pipe pile is placed in the pile hole, the bottom of the pile driver is brought down against the top of the prestressed pipe pile, the vibratory hammer is brought down against the top of the pile driver, and the pile driver is vibrated down, and the pile driver drives the prestressed pipe pile to move downward until the lower part of the prestressed pipe pile is embedded in the bearing layer.

[0027] Optionally, the prestressed pipe pile has a hollow pipe hole, and the top of the prestressed pipe pile has an upward-facing top annular surface that surrounds the outer periphery of the top opening of the pipe hole; the bottom of the pile driver has a downward-facing, cone-shaped bottom end, and the outer periphery of the bottom end has an outer peripheral wall, and the bottom end is inclined outward along the direction from bottom to top.

[0028] The bottom end has an inner limiting post extending downward from the middle, and the bottom of the pile driver has an outer limiting ring extending downward from the bottom, which surrounds the outer periphery of the bottom end.

[0029] In construction step 3), multiple positioning blocks are fitted around the periphery of the prestressed pipe pile, and the multiple positioning blocks are spaced around the prestressed pipe pile circumferentially; after the prestressed pipe pile is lowered into the pile hole, the multiple positioning blocks abut against the inner wall of the pile hole so that the prestressed pipe pile is aligned with the center of the pile hole.

[0030] In construction step 4), after the bottom of the pile driver abuts against the top of the prestressed pipe pile, the inner limiting column and the lower part of the bottom end are embedded in the pipe hole, the inner side of the top ring abuts against the outer peripheral wall, and the outer limiting ring is sleeved on the outer periphery of the prestressed pipe pile.

[0031] Optionally, in construction step 3), after the hoisting belt is fitted around the periphery of the prestressed pipe pile and forms an enclosing ring around the periphery of the prestressed pipe pile, an elastic belt is connected to the enclosing ring.

[0032] The two ends of the elastic band are respectively fixed to the two sides of the enclosing ring. The enclosing ring has a tension section located between the two ends of the elastic band. The connecting band connects the middle part of the tension section. The connecting band and the elastic band are located on the same side of the prestressed pipe pile.

[0033] When the shovel teeth are connected to the connecting hole, the hook is connected to the connecting band, and the bucket is suspending the prestressed pipe pile, the enclosing ring is in a taut state, and the two sides of the enclosing ring press against the outer periphery of the prestressed pipe pile and are relatively fixed to the prestressed pipe pile; the pulling section is offset outward from the outer periphery of the prestressed pipe pile and has a gap with the prestressed pipe pile; the elastic band is stretched and presses against the outer periphery of the prestressed pipe pile and is relatively fixed to the prestressed pipe pile.

[0034] When the shovel teeth disengage from the connecting hole, the enclosing ring becomes relaxed, and the two sides of the enclosing ring disengage from the outer periphery of the prestressed pipe pile and are movably arranged with the prestressed pipe pile. The elastic band retracts, disengages from the outer periphery of the prestressed pipe pile, and is movably arranged with the prestressed pipe pile.

[0035] Compared with the prior art, the prestressed pipe pile long spiral pre-drilling grouting and self-weight pile planting construction method provided by the present invention forms a pile hole by drilling with a long spiral drill rod, then injects mud into the pile hole, and before the mud solidifies, the prestressed pipe pile is quickly planted by self-weight. Finally, the prestressed pipe pile is vibrated and pressed by a vibratory hammer to embed it into the bearing layer, thus ensuring the quality of the pile body.

[0036] In this way, the grouting process allows the grout to fully penetrate into the hole wall and bottom, forming a cement-soil pile. This pile is then organically combined with the subsequently implanted prestressed pipe pile to form a cement-soil composite prestressed pipe pile with high bearing capacity. This effectively solves the problem of difficult construction of edge piles close to the edge of the foundation pit. Furthermore, the process is continuous, fast, and compact, resulting in high pile planting efficiency, good pile quality, and overall high efficiency, reliability, and economy. Attached Figure Description

[0037] Figure 1 This is a schematic diagram of the process of the prestressed pipe pile long spiral pre-hole grouting and self-weight pile planting construction method provided by the present invention;

[0038] Figure 2 This is a construction diagram illustrating the formation of the pile hole in step 1) of the present invention;

[0039] Figure 3 This is a construction diagram of grouting into the pile hole in step 1) provided by the present invention;

[0040] Figure 4 This is a front view schematic diagram of the prestressed pipe pile after it has been implanted into the pile hole, provided by the present invention.

[0041] Figure 5 This is a construction diagram of step 4) provided by the present invention;

[0042] Figure 6 This is a front view schematic diagram of the prestressed pipe pile after it is embedded in the bearing layer, as provided by the present invention;

[0043] Figure 7 This is a front view schematic diagram of the arrangement structure between the bucket, lifting belt, connecting belt and prestressed pipe pile provided by the present invention;

[0044] Figure 8 This is a three-dimensional schematic diagram of the bucket provided by the present invention;

[0045] Figure 9 This is a three-dimensional schematic diagram of the lifting sling provided by the present invention;

[0046] Figure 10 This is a cross-sectional schematic diagram of the connection between the pile driver and the prestressed pipe pile provided by the present invention;

[0047] Figure 11 This is a top view of the elastic belt, connecting belt, and lifting belt provided by the present invention. Detailed Implementation

[0048] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0049] The implementation of the present invention will be described in detail below with reference to specific embodiments.

[0050] In the accompanying drawings of this embodiment, the same or similar reference numerals correspond to the same or similar components. In the description of this invention, it should be understood that if terms such as "upper," "lower," "left," and "right" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, they are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, the terms used to describe positional relationships in the accompanying drawings are only for illustrative purposes and should not be construed as limiting this patent. For those skilled in the art, the specific meaning of the above terms can be understood according to the specific circumstances.

[0051] Reference Figure 1-11 The image shows a preferred embodiment of the present invention.

[0052] The prestressed pipe pile long spiral pre-hole grouting and self-weight pile installation method provided by the present invention includes the following construction steps:

[0053] 1) The power head 110 drives the long spiral drill rod 100 to drill forward in the soil layer to form a pile hole. The bottom of the pile hole is the bearing layer 30. During the process of the power head 110 driving the long spiral drill rod 100 to lift in reverse from the pile hole, grout is injected into the pile hole until the grout 20 is filled to the set height.

[0054] 2) Use a crane to lift the prestressed pipe pile 500 above the pile hole and insert the lower part of the prestressed pipe pile 500 into the pile hole;

[0055] 3) Install a hoisting structure on the prestressed pipe pile 500. After connecting the excavator bucket to the hoisting structure, the crane is disconnected from the prestressed pipe pile 500. The prestressed pipe pile 500 is fixed in a vertical position by connecting the bucket to the hoisting structure.

[0056] The bucket moves downwards, and the prestressed pipe pile 500 is inserted into the pile hole by its own weight; after the prestressed pipe pile 500 is inserted into the pile hole at the set position, the bucket, along with the hoisting structure, detaches from the prestressed pipe pile 500.

[0057] 4) Use a vibratory hammer 600 to vibrate and press the prestressed pipe pile 500 from top to bottom until the lower part of the prestressed pipe pile 500 is embedded in the bearing layer 30.

[0058] The above-mentioned prestressed pipe pile long spiral pre-hole grouting and self-weight pile planting construction method involves drilling a pile hole with a long spiral drill rod 100, injecting mud into the pile hole, and then quickly planting the prestressed pipe pile 500 by self-weight before the mud solidifies. Finally, the prestressed pipe pile 500 is vibrated and pressed by a vibratory hammer 600 to embed it into the bearing layer 30, thus ensuring the quality of the pile body.

[0059] In this way, the grouting process allows the grout 20 to fully penetrate into the hole wall and bottom, forming a cement-soil pile. This pile is organically combined with the prestressed pipe pile 500 to form a cement-soil composite prestressed pipe pile 500 with high bearing capacity. This effectively solves the problem of the difficulty in constructing edge piles that are close to the edge of the foundation pit 10. Furthermore, the process is continuous, fast, and compact, with high pile planting efficiency and good pile quality. Overall, it has the characteristics of high efficiency, reliability, and economy.

[0060] In a preferred embodiment, in step 2), after the lower part of the prestressed pipe pile 500 is inserted into the pile hole using a crane, the length of the prestressed pipe pile 500 exposed above the pile hole is approximately between 1.8m and 2.2m, which facilitates the arrangement of the hoisting structure in the subsequent step 3).

[0061] The bottom of the long spiral drill rod 100 is provided with a drill bit 130, and the outer periphery of the long spiral drill rod 100 is provided with spiral blades 120, which are arranged to spiral along the axial direction of the long spiral drill rod 100; the long spiral drill rod 100 is provided with a rod cavity with a top opening, which extends along the axial direction of the long spiral drill rod 100.

[0062] The drill bit 130 is equipped with multiple nozzles, which are connected to the rod cavity; the top opening of the long spiral drill rod 100 is connected to the grouting pump 410 through the connecting pipe 290, the grouting pump 410 is connected to the grout storage tank 420, and the grout storage tank 420 contains grout 20.

[0063] In construction step 1), as the power head 110 drives the long spiral drill rod 100 to be lifted in reverse from the pile hole, the grouting pump 410 pumps the grout 20 from the grout storage tank 420 into the rod cavity and injects it into the pile hole through the nozzle. Thus, through the above-mentioned arrangement, the grout 20 is continuously injected into the pile hole through the nozzle during the lifting of the long spiral drill rod 100. This ensures a continuous, rapid, and compact process between the rotary drilling and grouting operations, resulting in high pile planting efficiency.

[0064] Connecting pipe 290 connects to air compressor 310. In construction step 1), during the forward drilling process of long spiral drill rod 100 driven by power head 110 in the soil layer, air compressor 310 injects high-pressure gas into the rod cavity through connecting pipe 290, and the high-pressure gas is ejected through nozzle. This serves to remove slag and cool drill bit 130. The high-pressure gas ejected from the nozzle forms a high-speed jet, effectively moving the drill slag at the bottom of the hole upward, improving drilling efficiency, and simultaneously cooling drill bit 130, extending its service life.

[0065] The inner end of the connecting pipe 290 is connected to the long spiral drill rod 100, and the outer end of the connecting pipe 290 is connected to a three-way connector 210. The three-way connector 210 is connected to an air pipe 300 and a grout pipe 400. The air pipe 300 is connected to an air compressor 310, and the grout pipe 400 is connected to a grouting pump 410. An air pipe valve 301 is provided on the air pipe 300, and a grout valve 401 is provided on the grout pipe 400.

[0066] In construction step 1), during the forward drilling of the long spiral drill rod 100 by the power head 110 in the soil layer, the grout valve 401 is closed, the air valve 301 is opened, and the air compressor 310 injects high-pressure gas into the rod cavity. During the reverse lifting of the long spiral drill rod 100 from the pile hole by the power head 110, the air valve 301 is closed, the grout valve 401 is opened, and the grouting pump 410 injects grout 20 into the rod cavity. In this way, the grout 20 or gas can be selectively ejected from the nozzle through the three-way connector 210, the air valve 301, and the grout valve 401, without the need to re-lay pipelines, making the various processes continuous and compact, and improving construction efficiency.

[0067] The hoisting structure includes a hoisting sling 800, one end of which is provided with a fixed end, forming a through hole 801, and the other end of which is provided with a connecting end, forming a connecting hole 802.

[0068] In construction step 3), the hoisting sling 800 is wrapped around the outer periphery of the prestressed pipe pile 500, and the other end of the hoisting sling 800 passes through the through hole 801. The hoisting sling 800 is wrapped around the outer periphery of the prestressed pipe pile 500 to form an enclosing ring; the front end of the bucket has shovel teeth 910 and the rear end of the bucket has hooks 920.

[0069] Insert the shovel teeth 910 into the connecting hole 802. The shovel teeth 910 are connected to the hoisting belt 800. When the crane is disengaged from the prestressed pipe pile 500 and the prestressed pipe pile 500 is placed above the pile hole, the enclosing ring is tightened and the hoisting belt 800 is fixed relative to the prestressed pipe pile 500.

[0070] As the bucket moves downwards, and the prestressed pipe pile 500 is inserted into the pile hole and into the grout 20, the grout 20 gives the prestressed pipe pile 500 an upward buoyancy. The hoisting belt 800 and the prestressed pipe pile 500 are in a movable state. As the prestressed pipe pile 500 is inserted into the pile hole by its own weight, the hoisting belt 800 moves upwards relative to the prestressed pipe pile 500.

[0071] By wrapping the lifting sling 800 around the prestressed pipe pile 500 and securing it by passing one end through the through hole 801, the shovel teeth 910 are then inserted into the connecting hole 802 to connect the shovel teeth 910 to the prestressed pipe. The bottom of the prestressed pipe is then inserted into the grout 20 by moving the bucket. This process requires adjusting the verticality of the prestressed pipe and ensuring that it is located in the center of the pile hole.

[0072] The hoisting sling 800 is equipped with a connecting sling 810. In construction step 3), when the shovel teeth 910 are connected to the connecting hole 802, the connecting sling 810 is connected to the hook 920.

[0073] During the process of the prestressed concrete pipe pile 500 being driven into the pile hole under its own weight, the shovel teeth 910 are disengaged from the connecting hole 802, and the enclosing ring is relaxed. The hook 920 pulls the lifting sling 800 upward through the connecting belt 810, so that the lifting sling 800 moves upward relative to the prestressed concrete pipe pile 500. In this way, by simply swinging the bucket away from the connecting hole 802, the shovel teeth 910 are disengaged from the connecting hole 802, and the prestressed concrete pipe pile 500 is driven into the pile hole under the action of gravity. Through the design of the connecting belt 810, the lifting sling 800 is always connected to the bucket, ensuring that it does not fall into the pile hole along with the prestressed concrete pipe pile 500, thus avoiding the difficulty of retrieving it. The connecting belt 810 can be a steel wire rope, with one end of the steel wire rope tied to the lifting sling 800 and the other end tied to the hook 920.

[0074] The other end of the lifting sling 800 passes through the through hole 801 and has an extension 820 extending to the outside of the enclosing ring; the connecting sling 810 is movably connected to the lifting sling 800 and is connected to the middle of the enclosing ring.

[0075] In construction step 3), after the hoisting sling 800 is fitted onto the prestressed concrete pipe pile 500, the outer extension 820 and the connecting sling 810 are arranged opposite each other, corresponding to both sides of the prestressed concrete pipe pile 500, with the bucket positioned above the prestressed concrete pipe pile 500. This forms a stable structure, with the connecting sling 810 pulling on one side of the hoisting sling 800 and the outer extension 820 pulling on the other side, preventing displacement.

[0076] In construction step 4), after the prestressed concrete pipe pile 500 is placed in the pile hole, the bottom of the pile driver 700 is brought down against the top of the prestressed concrete pipe pile 500, and the vibratory hammer 600 is brought down against the top of the pile driver 700, vibrating and pressing the pile driver 700 from top to bottom. The pile driver 700 drives the prestressed concrete pipe pile 500 downward until the lower part of the prestressed concrete pipe pile 500 is embedded in the bearing layer 30. In this way, the pile driver 700 protects the embedding direction of the prestressed concrete pipe pile 500, prevents its horizontal position from moving, and extends and pushes it in when the length of the prestressed concrete pipe pile 500 is less than the set depth of the pile hole, ensuring that it is embedded to the set depth.

[0077] In this embodiment, the prestressed pipe pile 500 has a hollow pipe hole 501, and the top of the prestressed pipe pile 500 has an upward-facing top annular surface 502, which surrounds the outer periphery of the top opening of the pipe hole 501; the bottom of the pile driver 700 has a downward-facing, inverted cone-shaped bottom end 710, and the outer periphery of the bottom end 710 has an outer peripheral wall 711. Along the bottom end 710 from bottom to top, the bottom end 710 is inclined outward.

[0078] An inner limiting post 720 extends downward from the middle of the bottom end 710, and an outer limiting ring 730 extends downward from the bottom of the pile driver 700, with the outer limiting ring 730 surrounding the outer periphery of the bottom end 710.

[0079] In construction step 3), multiple positioning blocks 510 are fitted around the periphery of the prestressed pipe pile 500, and the multiple positioning blocks 510 are spaced around the periphery of the prestressed pipe pile 500 at intervals; after the prestressed pipe pile 500 is lowered into the pile hole, the multiple positioning blocks 510 abut against the inner wall of the pile hole so that the prestressed pipe pile 500 is aligned with the center of the pile hole.

[0080] In construction step 4), after the bottom of the pile driver 700 abuts against the top of the prestressed pipe pile 500, the inner limiting column 720 and the lower part of the bottom end 710 are embedded in the pipe hole 501, the inner side of the top ring surface 502 abuts against the outer peripheral wall 711, and the outer limiting ring 730 is sleeved on the outer periphery of the prestressed pipe pile 500.

[0081] In this way, the design of the positioning block 510 ensures that the prestressed pipe pile 500 is aligned with the center of the pile hole, guaranteeing the quality of the pile body. At the same time, the top ring surface 502 abuts against the outer peripheral wall 711, achieving the effect of positioning and installation. Furthermore, the inner limiting column 720 and the lower part of the bottom end 710 are embedded in the pipe hole 501, and the outer limiting ring 730 is fitted around the outer periphery of the prestressed pipe pile 500, effectively preventing significant displacement between the prestressed pipe pile 500 and the pile driver 700, and playing a limiting role for the prestressed pipe pile 500.

[0082] In this embodiment, in construction step 3), after the hoisting belt 800 is fitted around the periphery of the prestressed pipe pile 500 and forms an enclosing ring around the periphery of the prestressed pipe pile 500, an elastic belt 830 is connected to the enclosing ring.

[0083] The two ends of the elastic band 830 are fixed to the two sides of the enclosing ring respectively. The enclosing ring has a tension section located between the two ends of the elastic band 830. The connecting band 810 connects the middle of the tension section. The connecting band 810 and the elastic band 830 are located on the same side of the prestressed pipe pile 500.

[0084] When the shovel teeth 910 are connected to the connecting hole 802, the hook 920 is connected to the connecting band 810, and the bucket is suspending the prestressed pipe pile 500, the enclosing ring is in a taut state, and the two sides of the enclosing ring press against the outer periphery of the prestressed pipe pile 500 and are relatively fixed to the prestressed pipe pile 500; the tensioning section deviates outward from the outer periphery of the prestressed pipe pile 500 and has a gap with the prestressed pipe pile 500; the elastic band 830 is stretched and presses against the outer periphery of the prestressed pipe pile 500 and is relatively fixed to the prestressed pipe pile 500.

[0085] When the shovel tooth 910 disengages from the connecting hole 802, the enclosing ring becomes relaxed. The two sides of the enclosing ring disengage from the outer periphery of the prestressed pipe pile 500 and are movably arranged with the prestressed pipe pile 500. The elastic band 830 retracts, disengages from the outer periphery of the prestressed pipe pile 500, and is movably arranged with the prestressed pipe pile 500. In this way, the elastic band 830 has good toughness and elasticity. When the extension section 820 is connected to the connecting hole 802 by stretching, multiple elastic bands 830 deform under force. The elastic band 830 is larger than half a circle but smaller than a full circle. The deformation of the elastic band 830 generates a reaction force. The elastic band 830 presses against the prestressed pipe pile 500 and generates a force, which increases the clamping force of the hoisting belt 800. At the same time, when the connecting hole 802 is disengaged from the shovel tooth 910, under the action of the restoring elastic force of the elastic band 830, the enclosing ring is driven to open outward and loosen, preventing the prestressed pipe pile 500 from falling with the hoisting belt 800.

[0086] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A construction method for prestressed pipe piles using long spiral pre-drilling grouting and self-weight pile installation, characterized in that... The construction steps include the following: 1) The long spiral drill rod driven by the power head is used to drill forward in the soil layer to form a pile hole, the bottom of which is the bearing layer; during the reverse lifting process of the long spiral drill rod driven by the power head from the pile hole, grout is injected into the pile hole until the grout fills to the set height. 2) Use a crane to lift the prestressed pipe pile to the top of the pile hole, and insert the lower part of the prestressed pipe pile into the pile hole; 3) Install a hoisting structure on the prestressed pipe pile. After connecting the excavator bucket to the hoisting structure, the crane is disconnected from the prestressed pipe pile. The prestressed pipe pile is fixed vertically by connecting the bucket to the hoisting structure. The bucket moves downwards, and the prestressed pipe pile is driven into the pile hole by its own weight; after the prestressed pipe pile is driven into the pile hole at the set position, the bucket, along with the hoisting structure, detaches from the prestressed pipe pile. 4) Use a vibratory hammer to vibrate and press the prestressed pipe pile from top to bottom until the lower part of the prestressed pipe pile is embedded in the bearing layer; The hoisting structure includes a hoisting belt, one end of which is provided with a fixed end, the fixed end forming a through hole, and the other end of which is provided with a connecting end, the connecting end forming a connecting hole. In construction step 3), the hoisting sling is wrapped around the outer circumference of the prestressed pipe pile, and the other end of the hoisting sling passes through the through hole. The hoisting sling is wrapped around the outer circumference of the prestressed pipe pile to form an enclosing ring. The front end of the bucket has shovel teeth, and the rear end of the bucket has a hook. The shovel teeth are inserted into the connecting hole and connected to the hoisting belt. When the crane is disengaged from the prestressed pipe pile and the prestressed pipe pile is placed above the pile hole, the enclosing ring is tightened and the hoisting belt is fixed relative to the prestressed pipe pile. As the bucket moves downwards and the prestressed pipe pile is inserted into the pile hole and into the grout, the grout provides the prestressed pipe pile with an upward buoyancy. The hoisting belt is movable between the prestressed pipe pile and the prestressed pipe pile. As the prestressed pipe pile is inserted into the pile hole using its own weight, the hoisting belt moves upwards relative to the prestressed pipe pile.

2. The prestressed pipe pile long spiral pre-drilling grouting and self-weight pile planting construction method as described in claim 1, characterized in that, The long spiral drill rod has a drill bit at its bottom and spiral blades on its outer periphery, which are arranged to spiral along the axial direction of the long spiral drill rod. The long spiral drill rod has a rod cavity with a top opening, which extends along the axial direction of the long spiral drill rod. The drill bit is provided with multiple nozzles, which are connected to the rod cavity; the top opening of the long spiral drill rod is connected to the grouting pump through a connecting pipe, the grouting pump is connected to the grout storage tank, and the grout storage tank contains grout. In construction step 1), during the process of the power head driving the long spiral drill rod to lift it in the reverse direction from the pile hole, the grouting pump pumps the grout from the storage tank into the rod cavity and injects it into the pile hole through the nozzle.

3. The prestressed pipe pile long spiral pre-drilling grouting and self-weight pile planting construction method as described in claim 2, characterized in that, The connecting pipe is connected to the air compressor. In the construction step 1), during the process of the power head driving the long spiral drill rod to drill forward in the soil, the air compressor injects high-pressure gas into the rod cavity through the connecting pipe, and the high-pressure gas is ejected out through the nozzle.

4. The prestressed pipe pile long spiral pre-hole grouting and self-weight pile planting construction method as described in claim 3, characterized in that, The inner end of the connecting pipe is connected to the long spiral drill rod, and the outer end of the connecting pipe is connected to a three-way connector. The three-way connector is connected to an air pipe and a grout pipe respectively. The air pipe is connected to an air compressor, and the grout pipe is connected to a grouting pump. An air pipe valve is provided on the air pipe, and a grout valve is provided on the grout pipe. In construction step 1), during the forward drilling process of the long spiral drill rod driven by the power head in the soil layer, the grout valve is closed, the air valve is opened, and the air compressor injects high-pressure gas into the rod cavity; during the reverse lifting process of the long spiral drill rod driven by the power head from the pile hole, the air valve is closed, the grout valve is opened, and the grouting pump injects grout into the rod cavity.

5. The prestressed pipe pile long spiral pre-drilling grouting and self-weight pile planting construction method as described in any one of claims 1 to 4, characterized in that, The hoisting sling is equipped with a connecting strap. In construction step 3), when the shovel teeth are connected to the connecting hole, the connecting strap is connected to the hook. During the process of the prestressed pipe pile being driven into the pile hole by its own weight, the shovel teeth are disengaged from the connecting hole, the enclosing ring is in a relaxed state, and the hook pulls the lifting belt upward through the connecting belt so that the lifting belt moves upward relative to the prestressed pipe pile.

6. The prestressed pipe pile long spiral pre-hole grouting and self-weight pile planting construction method as described in claim 5, characterized in that, The other end of the lifting sling passes through the through hole and has an extension extending to the outside of the enclosing ring; the connecting sling is movably connected to the lifting sling and is connected to the middle of the enclosing ring; In construction step 3), after the hoisting belt is placed on the prestressed pipe pile, the outer extension and the connecting belt are arranged opposite to each other, respectively on both sides of the prestressed pipe pile, and the bucket is placed above the prestressed pipe pile.

7. The prestressed pipe pile long spiral pre-drilling grouting and self-weight pile planting construction method as described in any one of claims 1 to 4, characterized in that, In construction step 4), after the prestressed pipe pile is placed in the pile hole, the bottom of the pile driver is brought down to the top of the prestressed pipe pile, the vibratory hammer is brought down to the top of the pile driver, and the pile driver is vibrated down. The pile driver drives the prestressed pipe pile to move downward until the lower part of the prestressed pipe pile is embedded in the bearing layer.

8. The prestressed pipe pile long spiral pre-hole grouting and self-weight pile planting construction method as described in claim 7, characterized in that, The prestressed pipe pile has a hollow pipe hole, and the top of the prestressed pipe pile has an upward-facing top annular surface that surrounds the outer periphery of the top opening of the pipe hole; the bottom of the pile driver has a downward-facing, cone-shaped bottom end, and the outer periphery of the bottom end has an outer peripheral wall. Along the bottom end from bottom to top, the bottom end is inclined outward. The bottom end has an inner limiting post extending downward from the middle, and the bottom of the pile driver has an outer limiting ring extending downward from the bottom, which surrounds the outer periphery of the bottom end. In construction step 3), multiple positioning blocks are fitted around the periphery of the prestressed pipe pile, and the multiple positioning blocks are spaced around the circumference of the prestressed pipe pile at intervals; after the prestressed pipe pile is lowered into the pile hole, the multiple positioning blocks abut against the inner sidewall of the pile hole so that the prestressed pipe pile is aligned with the center of the pile hole. In construction step 4), after the bottom of the pile driver abuts against the top of the prestressed pipe pile, the inner limiting column and the lower part of the bottom end are embedded in the pipe hole, the inner side of the top ring abuts against the outer peripheral wall, and the outer limiting ring is sleeved on the outer periphery of the prestressed pipe pile.

9. The prestressed pipe pile long spiral pre-hole grouting and self-weight pile planting construction method as described in claim 6, characterized in that, In construction step 3), after the hoisting belt is fitted around the periphery of the prestressed pipe pile and forms an enclosing ring around the periphery of the prestressed pipe pile, an elastic belt is connected to the enclosing ring. The two ends of the elastic band are respectively fixed to the two sides of the enclosing ring. The enclosing ring has a tension section located between the two ends of the elastic band. The connecting band connects the middle part of the tension section. The connecting band and the elastic band are located on the same side of the prestressed pipe pile. When the shovel teeth are connected to the connecting hole, the hook is connected to the connecting band, and the bucket is suspending the prestressed pipe pile, the enclosing ring is in a taut state, and the two sides of the enclosing ring press against the outer periphery of the prestressed pipe pile and are relatively fixed to the prestressed pipe pile; the pulling section is offset outward from the outer periphery of the prestressed pipe pile and has a gap with the prestressed pipe pile; the elastic band is stretched and presses against the outer periphery of the prestressed pipe pile and is relatively fixed to the prestressed pipe pile. When the shovel teeth disengage from the connecting hole, the enclosing ring becomes relaxed, and the two sides of the enclosing ring disengage from the outer periphery of the prestressed pipe pile and are movably arranged with the prestressed pipe pile. The elastic band retracts, disengages from the outer periphery of the prestressed pipe pile, and is movably arranged with the prestressed pipe pile.

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