Full casing and casing tree root pile construction method based on intelligent control

Abstract

The application relates to the technical field of tree root piles and discloses a full-casing follow-up tree root pile construction method based on intelligent control, which comprises the following construction steps: 1) a top drive power head vertically drills a casing into a stratum; 2) first hole cleaning; 3) a grouting pipe is lowered, and a filling space is formed between the grouting pipe and the casing; 4) gravel is filled into the filling space; 5) the top drive power head pulls out the casing from a pile hole; 6) a temporary pile casing is placed to supplement the gravel; 7) a hole sealing device is installed at the upper portion of the lumen of the grouting pipe; 8) second hole cleaning; 9) one-time normal-pressure grouting and second-time high-pressure grouting are sequentially carried out in the grouting pipe through a grouting device until the slurry overflows the top of the pile hole; and 10) the hole sealing device is taken out, the slurry is mixed with the gravel to be coagulated to form a tree root pile. The full-casing follow-up tree root pile construction method based on intelligent control has the technical effects of intelligent construction, high construction efficiency and good pile forming quality.

Description

TECHNICAL FIELD

[0001] The application relates to the technical field of tree root piles, in particular to a full-casing and casing tree root pile construction method based on intelligent control. BACKGROUND

[0002] The tree root pile is widely applied to soft soil foundation reinforcement treatment, and during construction, a pile hole is first drilled to a design hole bottom elevation, the pile hole is cleaned, a grouting pipe is placed in the pile hole, gravel is filled between the inner side wall of the pile hole and the grouting pipe, then normal pressure one-time grouting and two-time high pressure grouting are respectively carried out through the grouting pipe to form a pile, and the effect of stratum reinforcement is achieved.

[0003] During drilling of the pile hole, the drilling machine is used to form the hole, and due to some soft stratum and large water content, phenomena such as hole collapse, necking and deflection are prone to occur during drilling of the pile hole, which leads to difficulty in lowering the grouting pipe, the gravel cannot be filled in the pile hole, the grouting effect is poor, and the on-site construction cannot meet the design requirements. SUMMARY

[0004] The application aims to provide a full-casing and casing tree root pile construction method based on intelligent control, and aims to solve the problem in the prior art that the pile hole of the tree root pile is prone to deflection, hole collapse and necking, thereby affecting the pile forming quality.

[0005] The application is implemented in the following manner: the full-casing and casing tree root pile construction method based on intelligent control comprises the following construction steps:

[0006] 1) A vertical rack is arranged, a top driving power head that moves up and down along the rack is arranged on the rack, the top driving power head is used to vertically drill the casing into the stratum to a set depth from top to bottom, a high-pressure water jet pipe is arranged in the top driving power head, an inclinometer that monitors the inclination of the rack, a clamp that controls the perpendicularity of the casing and a mechanical gripper that grabs the casing are arranged on the rack;

[0007] When the top driving power head drives the casing to drill downward, the high-pressure water jet pipe sprays high-pressure water flow into the soil in the casing, and the cut soil in the casing is extruded from the bottom of the casing to the outer side wall of the casing and the inner side wall of the pile hole, the inclinometer monitors the inclination of the rack, the clamp controls the perpendicularity of the casing, and the mechanical gripper grabs the casing and lowers the casing section by section, when the inclination of the casing exceeds a set value, the clamp clamps the casing, and the casing stops drilling downward;

[0008] 2) The pile hole is cleaned for the first time

[0009] 3), a grouting pipe is lowered into the pile hole, the grouting pipe has a lumen, the lower part of the grouting pipe is provided with a grouting hole communicating with the lumen, the grouting pipe has a grouting interval between the bottom of the grouting pipe and the bottom of the pile hole, and the top of the grouting pipe extends out of the pile hole; the grouting pipe and the casing pipe have a filling space therebetween;

[0010] 4), the filling space is filled with gravel until the gravel fills the top of the casing pipe;

[0011] 5), the top drive force bit, the clamp and the mechanical gripper cooperate to pull out the casing pipe from the pile hole section by section;

[0012] 6), after the casing pipe is pulled out, the gravel in the upper part of the filling space sinks downward, the upper part of the pile hole forms a sinking space around the outer periphery of the grouting pipe, a temporary pile casing is placed in the sinking space, and the sinking space is supplemented with gravel until the gravel fills the top of the pile hole;

[0013] 7), a hole sealer is installed at the upper part of the lumen of the grouting pipe, the hole sealer is inflated to block the lumen by high-pressure water injection, the hole sealer is provided with a communication pipe, and the communication pipe communicates with the lumen;

[0014] 8), the pile hole is cleaned again;

[0015] 9), the communication pipe communicates with a grouting device, the grouting device sequentially performs primary normal-pressure grouting and secondary high-pressure grouting in the grouting pipe to inject a slurry into the grouting pipe, the slurry returns to the filling space from the bottom of the grouting pipe, mixes with the gravel, and finally overflows the top of the pile hole;

[0016] 10), the hole sealer is removed, and the slurry and the gravel are mixed and solidified to form a root pile.

[0017] Further, the lower part of the rack is provided with three clamp jigs, the three clamp jigs are sequentially and spaced apart in the vertical direction, each clamp jig has a vertical cavity arranged in the vertical direction, and the three vertical cavities form a vertical channel in the vertical direction from top to bottom;

[0018] In the construction step 1), the casing pipe passes through the vertical channel, the outer side wall of the casing pipe abuts against the clamp jig, and when the inclination of the casing pipe exceeds a set value during the process of drilling into the soil layer, the three clamp jigs clamp the casing pipe.

[0019] Further, in the construction step 2), during the process of driving the casing pipe upward by the top drive head to a set height and slowly rotating the casing pipe, high-pressure water is injected into the casing pipe to clean the pile hole for the first time;

[0020] In the process of the first hole cleaning, the high-pressure water returns the slurry residue in the pile hole out of the pile hole from between the inner side wall of the pile hole and the outer side wall of the casing until the returned slurry residue is clean.

[0021] Further, the lumen penetrates the bottom of the grouting pipe to form a bottom opening, the bottom of the grouting pipe is provided with a plurality of ribs, and the plurality of ribs are arranged at intervals along the circumference of the grouting pipe; the upper end of the rib is butt-jointed to the bottom of the grouting pipe, the lower end of the plurality of ribs is connected to form a connection site, and the grouting interval is formed between adjacent ribs.

[0022] In the construction step 3), the grouting pipe is placed in the pile hole, the connection site is abutted to the bottom of the pile hole, and the bottom opening of the lumen has a grouting interval between the bottom of the pile hole.

[0023] In the construction step 9), after the slurry is discharged from the bottom opening of the grouting outlet, the slurry is discharged through the grouting interval.

[0024] Further, the outer periphery of the grouting pipe is provided with a plurality of centering ribs, and the plurality of centering ribs are arranged at intervals along the circumference of the grouting pipe; the two ends of the centering rib are respectively fixedly connected to the outer side wall of the grouting pipe, and the middle part of the centering rib protrudes outward to form a protruding site.

[0025] In the construction step 3), when the grouting pipe is placed in the pile hole, the protruding sites of the plurality of centering ribs are respectively abutted to the inner side wall of the casing.

[0026] Further, the hole sealer comprises two end heads arranged on the communication pipe, the two end heads are arranged at intervals along the axial direction of the communication pipe, and an expansion interval is formed between the two end heads; an expansion bag made of rubber is arranged in the expansion interval, and the expansion bag surrounds the outer periphery of the communication pipe.

[0027] The expansion bag has an inner annular wall and a freely arranged outer annular wall, and the inner annular wall and the outer annular wall respectively surround the outer periphery of the communication pipe; the inner annular wall is fixedly connected to the outer side wall of the communication pipe, and the outer periphery of the outer annular wall has an abutting surface which is freely arranged.

[0028] The two ends of the expansion bag are respectively butt-jointed to the two end heads, an injection water cavity is formed between the inner annular wall and the outer annular wall, and the injection water cavity surrounds the outer periphery of the communication pipe; the injection water cavity is communicated with the water pressure pump through an injection pipe, a one-way valve and a drain pipe are arranged on the injection pipe, and a drain valve is arranged on the drain pipe.

[0029] In the construction step 7), after the hole sealer is placed in the upper part of the lumen, the water drain valve is closed and the one-way valve is opened, water is injected into the water injection chamber by the water pressure pump, the abutting surface of the inflatable bag expands outward away from the communication pipe, until the inflatable bag abuts against the inner side wall of the lumen to block the lumen;

[0030] In the construction step 10), the one-way valve is closed and the water drain valve is opened, the water in the water injection chamber is discharged through the water drain pipe, the abutting surface of the inflatable bag restores to deform towards the communication pipe, and the inflatable bag is separated from the abutting surface of the inner side wall of the grouting pipe, and then the hole sealer is taken out of the lumen.

[0031] Further, in the construction step 9), during the process of the grouting device for the first normal pressure grouting of the grouting pipe, the grouting pressure of the slurry is 0.5MPa-0.8MPa, and the grouting flow of the slurry is 32L / min-47L / min.

[0032] During the process of the first normal pressure grouting, the slurry returns from the bottom of the grouting pipe, and the clear water in the pile hole is gradually replaced, until the specific gravity of the slurry returning from the top of the pile hole is the same as that of the slurry, and then the first normal pressure grouting is stopped.

[0033] Further, in the construction step 9), after the first normal pressure grouting is completed, the second high pressure grouting is performed after a certain interval time; during the process of the second high pressure grouting, the grouting pressure is 2MPa-4MPa, and after the grouting pipe is filled with the slurry, the grouting device is kept at 2MPa for a certain interval time, until the thick slurry returns from the top of the pile hole, and then the second high pressure grouting is stopped.

[0034] Further, the end of the inflatable bag extends upward to form a flexible fixing ring, the fixing ring surrounds the outer periphery of the end head and is fixedly connected with the end head; the end of the inflatable bag abuts against the bottom of the end head, is arranged along the circumferential direction of the end head, and is fixedly connected with the end head;

[0035] A plurality of hard strips are arranged in the outer ring wall and extend along the height direction of the outer ring wall, and the plurality of hard strips are arranged along the circumferential direction of the outer ring wall at intervals; the inner end of the hard strip is embedded in the outer ring wall, and the outer end of the hard strip is exposed on the abutting surface;

[0036] The outer ring wall has a deformation section between adjacent hard strips, and a plurality of hollow transverse channels are arranged in the deformation section; the plurality of transverse channels are arranged at intervals along the height direction of the outer ring wall, and the transverse channels extend along the circumferential direction of the outer ring wall; the two ends of the transverse channel are respectively connected to the adjacent hard strips;

[0037] The outer end of the hard strip is provided with a plurality of hollow notches, and the plurality of hollow notches are arranged along the high end direction of the hard strip; the abutting surface penetrates through the plurality of hollow notches and is integrated with the hard strip;

[0038] A plurality of elastic and telescopic synchronous ring groups are arranged in the water injection cavity, and the plurality of synchronous ring groups are arranged along the axial direction of the communication pipe; the synchronous ring group comprises a plurality of elastic rings, and the plurality of elastic rings are arranged along the circumferential direction of the communication pipe; the inner end of the elastic ring is connected to the inner ring wall, and the outer end of the elastic ring is connected to the outer ring wall.

[0039] In the construction step 7), after the high-pressure water body is injected into the water injection cavity, the pressure of the water injection cavity increases, the outer ring wall expands outward as a whole, the deformation section is circumferentially stretched and deformed, and the elastic ring is axially stretched and deformed, until the abutting surface abuts against the inner side wall of the pipe cavity to block the pipe cavity.

[0040] In the construction step 10), after the high-pressure water body in the water injection cavity is discharged, the pressure in the water injection cavity decreases, the outer ring wall retracts inward as a whole, the deformation section retracts circumferentially, and the elastic ring retracts axially, until the abutting surface is separated from the inner side wall of the grouting pipe.

[0041] Compared with the prior art ， The full-casing follow-pipe tree-root pile construction method based on intelligent control has the following beneficial effects:

[0042] 1) Intelligent construction: the casing is driven into the stratum by using a top drive power head, an inclinometer is used to monitor the verticality of the casing, and the formation of the pile hole and the lowering of the casing are finely controlled to realize intelligent construction and solve the problems of casing deviation, hole collapse and necking, which affect the pile quality.

[0043] 2) High construction efficiency: the casing is rotary drilled by using the top drive power head, and a high-pressure water jet pipe is provided to jet high-pressure water flow to assist the drilling of the casing, which effectively shortens the time for hole formation; the hole sealer used for grouting is expanded by high-pressure water injection, which is convenient to operate and effectively improves the pile forming efficiency.

[0044] 3) Good pile quality: the use of the hole sealer during grouting avoids the poor grouting effect caused by insufficient grouting pressure and leakage of grouting at the top of the pile hole, and the pile quality is significantly improved. BRIEF DESCRIPTION OF DRAWINGS

[0045] Figure 1 is a three-dimensional schematic view of the full-casing follow-pipe tree-root pile construction method based on intelligent control provided by the present application;

[0046] Figure 2is the front view schematic diagram of the top drive power head driving casing drilling into the stratum provided by the application;

[0047] Figure 3 is the front view schematic diagram of the top drive power head driving casing drilling into the stratum provided by the application;

[0048] Figure 4 is the front view schematic diagram of the grouting pipe placed in the casing provided by the application;

[0049] Figure 5 is the bottom view schematic diagram of the grouting pipe provided by the application;

[0050] Figure 6 is the front view schematic diagram of the hole sealer not expanded provided by the application;

[0051] Figure 7 is the front view schematic diagram of the hole sealer blocking the lumen after expansion provided by the application;

[0052] Figure 8 is the cutaway schematic diagram of the expansion balloon provided by the application. DETAILED DESCRIPTION

[0053] In order to make the objects, technical solutions and advantages of the present application clearer, the present application 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 only used to explain the present application and do not limit the present application.

[0054] The implementation of the present application will be described in detail below with reference to specific embodiments.

[0055] The same or similar reference numerals in the drawings of the embodiments correspond to the same or similar components; in the description of the present application, it should be understood that the orientations or positional relationships indicated by the terms "upper", "lower", "left", "right" and the like are based on the orientations or positional relationships shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, therefore the terms describing the positional relationship in the drawings are only used for exemplary illustration, and cannot be understood as a limitation of the present patent, for those skilled in the art, the specific meanings of the above terms can be understood according to the specific circumstances.

[0056] Referring to Figures 1-8 , the preferred embodiment provided by the present application is shown.

[0057] The full-casing follow-up pile tree root construction method based on intelligent control comprises the following construction steps:

[0058] 1), Arranging vertical rack 400, rack 400 is provided with top drive power head 401 moving up and down along the rack 400, using top drive power head 401 from top to bottom to drill casing 500 into the stratum 103 to the set depth; top drive power head 401 is provided with high pressure water jet pipe; rack 400 is provided with inclinometer for monitoring the inclination of rack 400, clamp 402 for controlling the perpendicularity of casing 500 and mechanical gripper for grabbing casing 500;

[0059] When top drive power head 401 drives casing 500 to drill downward, high pressure water jet pipe sprays high pressure water flow into the soil in casing 500, and the cut soil in casing 500 is extruded from the bottom of casing 500 to the outside wall of casing 500 and the inside wall of pile hole;

[0060] Inclinometer monitors the inclination of rack 400, clamp 402 controls the perpendicularity of casing 500, and mechanical gripper grabs casing 500 to lower casing 500 section by section; when the inclination of casing 500 exceeds the set value, clamp 402 clamps casing 500, and casing 500 stops drilling downward;

[0061] 2), First hole cleaning of pile hole

[0062] 3), Lowering grouting pipe 100 into pile hole, grouting pipe 100 has lumen, lower part of grouting pipe 100 is provided with grouting hole 108 communicating with lumen, grouting pipe 100 has grouting interval between bottom and pile hole, top of grouting pipe 100 extends to outside of pile hole; grouting pipe 100 has filling space 102 with casing 500;

[0063] 4), Filling gravel into filling space 102 until gravel fills to the top of casing 500, then pulling out casing 500 from pile hole;

[0064] 5), Top drive power head 401, clamp 402 and mechanical gripper cooperate to pull out casing 500 from pile hole section by section;

[0065] 6), After pulling out casing 500, gravel in the upper part of filling space 102 sinks downward, the upper part of pile hole forms sinking space around the outer periphery of grouting pipe 100, temporary casing is placed in sinking space, gravel is supplemented in sinking space until it fills to the top of pile hole;

[0066] 7), Installing hole sealer in the upper part of lumen of grouting pipe 100, hole sealer expands to block lumen by high pressure water injection; hole sealer is provided with communication pipe 200 communicating with grouting pipe;

[0067] 8), Second hole cleaning of pile hole;

[0068] 9), the communication pipe 200 is communicated with the grouting equipment, the grouting equipment is sequentially carried out once normal pressure grouting and secondary high pressure grouting in the grouting pipe 100, to inject the slurry into the grouting pipe 100, the slurry returns to the filling space 102 from the bottom of the grouting pipe 100, mixes with the gravel, until the slurry overflows the top of the pile hole;

[0069] 10), the hole sealing device is taken out, the slurry and the gravel are mixed and solidified to form the root pile.

[0070] The full casing and casing root pile construction method based on intelligent control provided in the above has the following beneficial effects:

[0071] 1), intelligent construction: the casing 500 is driven into the stratum 103 by the top drive power head 401, and the verticality of the casing 500 is monitored by the inclinometer, so that the formation of the pile hole and the lowering of the casing 500 are finely controlled, the intelligent control construction is realized, and the problems of deflection, hole collapse and necking of the casing 500 during lowering are solved, thereby affecting the pile quality;

[0072] 2), high construction efficiency: the casing 500 is rotary drilled by the top drive power head 401, and is assisted by the high-pressure water jet of the high-pressure water jet pipe, which effectively shortens the time for hole forming; the hole sealing device used for grouting is expanded by high-pressure water injection, which is convenient to operate and effectively improves the pile forming efficiency;

[0073] 3), good pile quality: during grouting, the hole sealing device is used to avoid the poor grouting effect caused by insufficient grouting pressure and slurry leakage at the top of the pile hole during high-pressure grouting, thereby significantly improving the pile quality.

[0074] The full casing and casing root pile construction method based on intelligent control provided in the embodiment is suitable for root pile casing construction with a diameter of not more than 200 mm and a length of not more than 20 m, and is suitable for treatment of soft soil, cohesive soil and sandy soil stratum 103 with loose and easy collapse and abundant underground water.

[0075] Compared with the general rotary drilling machine drilling technology, the power head of the top drive power head 401 can realize high-frequency reciprocating vibration, and the vibration frequency reaches 47 Hz (i.e. 2800 times per minute), which is directly connected with the casing 500 and drilled in a rotary manner. By configuring the alloy pipe shoe drill bit at the bottom of the casing 500, the casing 500 impacts and rotates and cuts the soil under the action of the top drive, and realizes casing protection, thereby ensuring the stability of the hole wall.

[0076] The high-pressure water flow of 10 MPa is injected into the casing 500 to assist the drilling, the soil cut by the casing 500 is extruded to the outer wall of the casing 500 from the bottom of the casing 500, and the drilling resistance of the casing 500 is reduced.

[0077] During the drilling of the casing 500, the high-pressure water flow of 10 MPa is pumped to assist the drilling, the soil in the casing 500 is impacted by the high-pressure water flow, the drilling resistance of the casing 500 is reduced, and the soil in the casing 500 is extruded out of the bottom of the casing 500 to clean the hole.

[0078] The high-pressure water pump adopts a QX125-100 / 5-9.2 type sewage submersible electric pump, the power of which is 9.2 kW, the lift is 100 m, and the flow is 125 m 3 / h.

[0079] Before the construction step 1), the pile position is measured and laid out, the positioning axis is arranged in the site, so that the part of the pile position mark is disturbed after the construction is checked, the design drawing is laid out according to the requirement, the position of each root pile is arranged, the positioning steel is inserted, the position of each pile hole is numbered, and the pile position is rechecked after the drill bit is in place.

[0080] In the embodiment, the lower part of the rack 400 is provided with three above-mentioned hoop clamps 402, a plurality of hoop clamps 402 are sequentially and spacedly arranged along the vertical direction, each hoop clamp 402 has a hoop cavity arranged vertically, and a plurality of hoop cavities form a vertical channel arranged vertically from top to bottom.

[0081] In the construction step 1), the casing 500 passes through the vertical channel, the outer wall of the casing 500 abuts against the hoop clamp 402, when the inclination of the casing 500 exceeds the set value during the downward drilling of the casing 500 into the soil layer, the plurality of hoop clamps 402 clamp the casing 500.

[0082] In the embodiment, the perpendicularity of the inclinometer rack 400 is monitored in real time, so that the perpendicularity of the upper part of the casing 500 during the drilling of the casing 500 meets the requirement, the plurality of hoop clamps 402 can control the horizontal position deviation of the lower part of the casing 500 to be not more than 6 mm, and the hoop clamp 402 clamps the casing 500 when the limit is exceeded, so as to strictly control the perpendicularity of the casing 500 during the downward drilling to form the pile hole.

[0083] In addition, the hoop clamp 402 also plays a role in assisting the drilling and dismounting of the casing 500, the three clamps cooperate with each other, the lower hoop clamp 402 can fix the lower part of the casing 500, and the upper hoop clamp 402 can rotate the upper part of the casing 500, so as to tighten or loosen the threads between the casings 500, and complete the mounting and dismounting of the casing 500.

[0084] In the embodiment, in the step 2) of construction, the top drive head 401 drives the casing 500 to move upwards to a set height, and then drives the casing 500 to rotate slowly, and high-pressure water is injected into the casing 500 to clean the pile hole for the first time;

[0085] In the process of cleaning the pile hole for the first time, the high-pressure water returns the slurry from the inner wall of the pile hole to the outside of the casing 500, until the returned slurry is clean.

[0086] In the process of slowly rotating, the casing 500 can increase the gap between the outer wall of the casing 500 and the inner wall of the pile hole, so that the slurry returns and overflows from the pile hole.

[0087] In the embodiment, the lumen penetrates the bottom of the grouting pipe 100 to form a bottom opening, the bottom of the grouting pipe 100 is provided with a plurality of ribs 106, and the plurality of ribs 106 are arranged along the circumference of the grouting pipe 100; the upper end of the rib 106 is butt jointed at the bottom of the grouting pipe 100, the lower end of the plurality of ribs 106 is connected to form a connection position 107, and the slurry outlet interval is formed between the adjacent ribs 106; as a preferred embodiment, the longitudinal height of the slurry outlet interval is 100mm.

[0088] In the step 3) of construction, the grouting pipe 100 is placed in the pile hole, the connection position 107 abuts against the bottom of the pile hole, and the grouting interval is formed between the bottom opening of the lumen and the bottom of the pile hole.

[0089] In the step 9) of construction, the slurry is discharged from the bottom opening of the slurry outlet and then passes through the slurry outlet interval.

[0090] In the embodiment, the outer periphery of the grouting pipe 100 is provided with a plurality of centering ribs 109, and the plurality of centering ribs 109 are arranged along the circumference of the grouting pipe 100; the two ends of the centering rib 109 are respectively fixedly connected to the outer wall of the grouting pipe 100, and the middle part of the centering rib 109 protrudes outward to form a protruding position;

[0091] In the step 3) of construction, when the grouting pipe 100 is placed in the pile hole, the protruding positions of the plurality of centering ribs 109 abut against the inner wall of the casing 500, respectively.

[0092] In the process of lowering the grouting pipe 100, the centering of the plurality of centering ribs 109 and the casing 500 can ensure the verticality of the lowering of the grouting pipe 100, and ensure that the grouting pipe 100 is located at the center of the pile hole.

[0093] In the step 4 of construction, the triangular positioning frame is placed on the top of the sleeve 500, the grouting pipe 100 is located in the center of the pile hole, and the gravel is filled into the filling space 102 until the top of the sleeve 500. The gravel is washed guami stone with a particle size of 5mm-10mm, which is first measured and poured into the filling hopper, and then falls into the filling space 102 from the filling hopper.

[0094] In the embodiment, the hole sealer includes two end heads 204 arranged on the communication pipe 200, the two end heads 204 are arranged in an up-down interval along the axial direction of the communication pipe 200, and an expansion interval is formed between the two end heads 204; the expansion interval is provided with an expansion bag 203 made of rubber, and the expansion bag 203 is arranged around the outer periphery of the communication pipe 200.

[0095] The expansion bag 203 has an inner annular wall 605 and a freely arranged outer annular wall 601, and the inner annular wall 605 and the outer annular wall 601 are arranged around the outer periphery of the communication pipe 200 respectively; the inner annular wall 605 is fixed on the outer side wall of the communication pipe 200, and the outer periphery of the outer annular wall 601 has an abutting surface 606 which is freely arranged.

[0096] The two ends of the expansion bag 203 are respectively connected to the two end heads 204 in a corresponding manner, and the inner annular wall 605 and the outer annular wall 601 form a water injection cavity 201 therebetween, and the water injection cavity 201 is arranged around the outer periphery of the communication pipe 200; the water injection cavity 201 is arranged around the outer periphery of the communication pipe 200; the water injection cavity 201 is communicated with the water pressure pump through a water injection pipe 300, and the water injection pipe 300 is provided with a one-way valve 301 and a water discharge pipe 302, and the water discharge pipe 302 is provided with a water discharge valve 303.

[0097] In the step 7 of construction, after the hole sealer is placed in the upper part of the lumen, the one-way valve 301 is opened and the water discharge valve 303 is closed, the water body is injected into the water injection cavity 201 by the water pressure pump, the abutting surface 606 of the expansion bag 203 expands outward away from the communication pipe 200, until the expansion bag 203 abuts against the inner side wall of the lumen to seal the lumen.

[0098] In the step 10 of construction, the water discharge valve 303 is opened, the water body in the water injection cavity 201 is discharged through the water discharge pipe 302, the abutting surface 606 of the expansion bag 203 restores to deform towards the communication pipe 200, and the abutting surface 606 is separated from the inner side wall of the grouting pipe 100, and then the hole sealer is taken out of the lumen.

[0099] In the embodiment, when grouting, the hole sealer is used to seal the upper part of the grouting pipe 100, and the hole of the upper part of the grouting pipe 100 is conveniently and effectively sealed. The expansion bag 203 is made of rubber, which utilizes the material characteristics of large rubber friction coefficient, good resilience and strong compression resistance, and the characteristics of the rough inner side wall of the grouting pipe 100, and controls the expansion and contraction of the expansion bag 203 by injecting or discharging high-pressure water body.

[0100] A stable frictional resistance is generated between the expansion bladder 203 and the inner wall of the grouting pipe 100, which fixes the sealing device inside the grouting pipe 100 against the high-pressure reaction force of the grout, thereby achieving the sealing effect. The grouting backlash force that the sealing device can withstand is related to the expansion diameter of the expansion bladder 203, the coefficient of friction between the expansion bladder 203 and the grouting pipe 100, and the water injection pressure. When the water injection pressure is 4MPa to 6MPa, the sealing device with an outer diameter of 68mm and a length of 660mm can generate at least about 280kN of frictional resistance on the inner wall of the grouting pipe 100 and can withstand at least about 50MPa of grouting backlash force.

[0101] In this embodiment, during construction step 9), when the grouting equipment performs one atmospheric pressure grouting into the grouting pipe 100, the grouting pressure range is between 0.5MPa and 0.8MPa, and the grouting flow rate is between 32L / min and 47L / min.

[0102] During a single atmospheric pressure grouting process, the grout returns from the bottom of the grouting pipe 100, gradually replacing the clean water in the pile hole until the specific gravity of the grout returning from the top of the pile hole is the same as that of the grout body, at which point the single atmospheric pressure grouting process is stopped.

[0103] In this embodiment, in construction step 9), after the first normal pressure grouting is completed, a second high pressure grouting is performed after an intermittent set time. During the second high pressure grouting, the grouting pressure range is between 2MPa and 4MPa. After the grouting pipe 100 is filled with grout, the grouting equipment is stabilized at 2MPa pressure for a set time until thick grout returns to the top of the pile hole, and then the second high pressure grouting is stopped.

[0104] In this embodiment, 42.5R early-strength ordinary Portland cement is used as the slurry. The cement is poured into a mixing tank, water is added evenly, and the slurry is prepared according to a water-cement ratio of 0.6. The specific gravity of the slurry is then checked to ensure that it meets the requirements. The evenly mixed slurry is then poured into a mud tank for secondary mixing to ensure that the slurry supply is sufficient and the mud is uniform.

[0105] In construction step 8), after the sealing device is installed, a BW150 high-pressure grouting pump is used. The maximum flow rate of the grouting pump is 150L / min and the maximum pump pressure is 7Mpa. Clean water is injected into the grouting pipe 100 through the connecting pipe 200. After the casing 500 is pulled out, the mud in the pile hole is carried out until clean water returns from the top of the pile hole, completing the secondary cleaning of the hole.

[0106] In this embodiment, the end of the expansion bladder 203 extends upward to form an elastic fixing ring 205, which surrounds the outer periphery of the end 204 and is fixedly connected to the end 204; the end of the expansion bladder 203 abuts against the bottom of the end 204, is arranged around the circumference of the end 204, and is fixedly connected to the end 204.

[0107] The outer ring wall 601 is provided with a plurality of hard strips 602, which are arranged along the height direction of the outer ring wall 601, and are arranged around the outer ring wall 601 in a spaced manner along the circumference direction; the inner end of the hard strip 602 is embedded in the outer ring wall 601, and the outer end of the hard strip 602 is exposed on the abutment surface 606;

[0108] The outer ring wall 601 has a deformation section 607 between adjacent hard strips 602, and a plurality of hollow transverse channels 603 are arranged in the deformation section 607; the plurality of transverse channels 603 are arranged in a spaced manner along the height direction of the outer ring wall 601, and are arranged along the circumference direction of the outer ring wall 601, and the two ends of the transverse channel 603 are respectively abutted on the adjacent hard strips 602;

[0109] By arranging the hard strip 602, the overall lateral expansion or contraction of the entire outer ring wall 601 can be ensured, and the phenomenon of local deformation can be avoided. During the expansion or contraction process, the deformation section 607 is elastically deformed, and under the limitation of the hard strip 602, the plurality of deformation sections 607 are deformed synchronously, so as to ensure the overall lateral deformation of the entire outer ring wall 601.

[0110] The outer end of the hard strip 602 is provided with a plurality of hollow notches, and the plurality of hollow notches are arranged in a spaced manner along the high end direction of the hard strip 602; the abutment surface 606 penetrates through the plurality of hollow notches and is integrated with the hard strip 602;

[0111] A plurality of elastic and telescopic synchronous ring groups are arranged in the water injection cavity 201, and the plurality of synchronous ring groups are arranged in a spaced manner along the axial direction of the communication pipe 200; the synchronous ring group comprises a plurality of elastic ribs 604, and the plurality of elastic ribs 604 are arranged in a spaced manner along the circumference direction of the communication pipe 200; the inner end of the elastic rib 604 is abutted on the inner ring wall 605, and the outer end of the elastic rib 604 is abutted on the outer ring wall 601;

[0112] The abutment surface 606 and the hard strip 602 form an integrated structure, which can improve the limitation of the hard strip 602 on the overall lateral deformation of the plurality of deformation sections 607, and by arranging a plurality of synchronous ring groups, the plurality of elastic ribs 604 are telescoped synchronously, so as to ensure the overall lateral deformation of the outer ring wall 601.

[0113] In the construction step 7), after the high-pressure water body is injected into the water injection cavity 201, the pressure of the water injection cavity 201 increases, the outer ring wall 601 expands outward as a whole, the deformation section 607 is circumferentially stretched and deformed, and the elastic rib 604 is axially stretched and deformed, until the abutment surface 606 abuts on the inner side wall of the pipe cavity to block the pipe cavity;

[0114] In the construction step 10), after the high-pressure water in the water injection cavity 201 is discharged, the pressure in the water injection cavity 201 is reduced, the outer ring wall 601 is retracted inward as a whole, the deformed section 607 is retracted in the circumferential direction, the elastic rib 604 is retracted in the axial direction, and the abutting surface 606 is separated from the inner side wall of the grouting pipe 100.

[0115] The above only describes the preferred embodiments of the present application and is not used to limit the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A method for construction of a full casing and follow casing tree root pile based on intelligent control, characterized in that, The construction steps include: 1) arranging a vertical rack, the rack being provided with a top driving force head moving up and down along the rack, the casing pipe being drilled vertically into the stratum to a set depth from top to bottom by using the top driving force head, the top driving force head being provided with a high-pressure water jet pipe, the rack being provided with an inclinometer for monitoring the inclination of the rack, a clamp for controlling the verticality of the casing pipe, and a mechanical gripper for grabbing the casing pipe; when the casing pipe is driven to drill downward by the top driving force head, the high-pressure water jet pipe sprays high-pressure water flow into the soil in the casing pipe, and the cut soil in the casing pipe is extruded from the bottom of the casing pipe to the space between the outer sidewall of the casing pipe and the inner sidewall of the pile hole; the inclinometer monitors the inclination of the rack, the clamp controls the verticality of the casing pipe, and the mechanical gripper grabs the casing pipe and lowers the casing pipe section by section; when the inclination of the casing pipe exceeds a set value, the clamp clamps the casing pipe, and the casing pipe stops drilling downward; 2) performing first hole cleaning on the pile hole; 3) lowering a grouting pipe into the pile hole, the grouting pipe having a lumen, the lower part of the grouting pipe being provided with a grouting hole communicating with the lumen, the grouting pipe having a grouting interval between the bottom of the grouting pipe and the bottom of the pile hole, the top of the grouting pipe extending to the outside of the pile hole; the grouting pipe and the casing pipe have a filling space therebetween; 4) filling gravel into the filling space until the gravel fills to the top of the casing pipe; 5) the top driving force head, the clamp, and the mechanical gripper cooperate to pull out the casing pipe section by section from the pile hole; 6) after the casing pipe is pulled out, the gravel in the upper part of the filling space sinks downward, the upper part of the pile hole forms a sinking space surrounding the outer periphery of the grouting pipe, a temporary casing is placed in the sinking space, and gravel is supplemented in the sinking space until the gravel fills to the top of the pile hole; 7) installing a hole sealer on the upper part of the lumen of the grouting pipe, the hole sealer being inflated to seal the lumen by high-pressure water injection; the hole sealer is provided with a communication pipe communicating with the lumen; 8) performing second hole cleaning on the pile hole; 9) connecting the communication pipe with a grouting device, sequentially performing primary normal pressure grouting and secondary high-pressure grouting in the grouting pipe by the grouting device to inject a slurry into the grouting pipe, the slurry returning from the bottom of the grouting pipe to the filling space and mixing with the gravel until the slurry overflows from the top of the pile hole; 10) removing the hole sealer, and the slurry and the gravel mixed and solidified to form a root pile; the hole sealer includes two end heads arranged on the communication pipe, the two end heads being arranged in an up-down interval along the axial direction of the communication pipe, and an inflation interval being formed between the two end heads; the inflation interval is provided with an inflation bag made of rubber, the inflation bag being arranged around the outer periphery of the communication pipe; the inflation bag has an inner annular wall and a freely arranged outer annular wall, the inner annular wall and the outer annular wall being arranged around the outer periphery of the communication pipe, respectively; the inner annular wall is fixed on the outer sidewall of the communication pipe, and the outer periphery of the outer annular wall has an abutting surface, the abutting surface being freely arranged. Two ends of the inflatable bag are respectively correspondingly connected to the two end heads, the inner ring wall and the outer ring wall form a water injection cavity, and the water injection cavity is arranged around the outer periphery of the communication pipe; the water injection cavity is communicated with the water pressure pump through a water injection pipe, the water injection pipe is provided with a one-way valve and a drain pipe, and the drain pipe is provided with a drain valve; In the construction step 7), after the hole sealer is placed in the upper part of the lumen, the drain valve is closed and the one-way valve is opened, high-pressure water is injected into the water injection cavity through the water pressure pump, the abutting surface of the inflatable bag expands outward away from the communication pipe, and the inflatable bag abuts against the inner side wall of the lumen until the lumen is sealed. In the construction step 10), the one-way valve is closed and the drain valve is opened, the water in the water injection cavity is discharged through the drain pipe, the abutting surface of the inflatable bag restores to deform towards the communication pipe, and the hole sealer is taken out of the lumen after the abutting surface is separated from the inner side wall of the grouting pipe. The end of the inflatable bag extends upward to form a flexible fixing ring, the fixing ring surrounds the outer periphery of the end head and is fixedly connected with the end head, the end of the inflatable bag abuts against the bottom of the end head, is arranged around the end head in the circumferential direction, and is fixedly connected with the end head. A plurality of hard strips are arranged in the outer ring wall and extend along the height direction of the outer ring wall, and the plurality of hard strips are arranged around the outer ring wall in the circumferential direction at intervals; the inner end of the hard strip is embedded in the outer ring wall, and the outer end of the hard strip is exposed on the abutting surface. The outer ring wall has a deformation section between adjacent hard strips, a plurality of hollow transverse channels are arranged in the deformation section, the plurality of transverse channels are arranged at intervals along the height direction of the outer ring wall, the transverse channels extend along the circumferential direction of the outer ring wall, and the two ends of the transverse channels are respectively connected to the adjacent hard strips. The outer end of the hard strip is provided with a plurality of hollow notches, and the plurality of hollow notches are arranged at intervals along the height direction of the hard strip; the abutting surface penetrates through the plurality of hollow notches and is integrated with the hard strip. A plurality of groups of elastic and flexible synchronous muscle rings are arranged in the water injection cavity, and the plurality of synchronous muscle rings are arranged at intervals along the axial direction of the communication pipe; the synchronous muscle ring comprises a plurality of elastic muscles, the plurality of elastic muscles are arranged at intervals along the circumferential direction of the communication pipe, the inner end of the elastic muscle is connected to the inner ring wall, and the outer end of the elastic muscle is connected to the outer ring wall. In the construction step 7), after the high-pressure water is injected into the water injection cavity, the pressure of the water injection cavity increases, the outer ring wall expands outward as a whole, the deformation section is circumferentially stretched and deformed, and the elastic muscle is axially stretched and deformed until the abutting surface abuts against the inner side wall of the lumen to seal the lumen. In the construction step 10), after the high-pressure water in the water injection cavity is discharged, the pressure in the water injection cavity decreases, the outer ring wall retracts inward as a whole, the deformation section retracts in the circumferential direction, and the elastic muscle retracts in the axial direction until the abutting surface is separated from the inner side wall of the grouting pipe.

2. The smart control based full socket and socket tree root pile construction method according to claim 1, wherein, The lower part of the rack is provided with three hoop clamps, which are sequentially and vertically spaced apart, each of the hoop clamps has a vertically arranged hoop cavity, and the three hoop cavities form a vertical channel vertically arranged from top to bottom. In the construction step 1), the casing pipe passes through the vertical channel, and the outer wall of the casing pipe abuts against the hoop clamp. When the inclination of the casing pipe exceeds a set value during the process of drilling into the soil layer, the three hoop clamps clamp the casing pipe.

3. The smart control based full socket and socket tree root pile construction method according to claim 1, wherein, In the construction step 2), after the top drive power head drives the casing pipe to move upward by a set height and drives the casing pipe to rotate slowly, high-pressure water is injected into the casing pipe to perform the first hole cleaning of the pile hole. During the first hole cleaning, the high-pressure water returns the slurry from the inner wall of the pile hole to the outside of the pile hole between the outer wall of the casing pipe, until the returned slurry is clear.

4. The smart control based full socket and jacked pile construction method according to any one of claims 1 to 3, wherein, The lumen penetrates the bottom of the grouting pipe to form a bottom opening, the bottom of the grouting pipe is provided with a plurality of ribs, and the plurality of ribs are arranged along the circumferential direction of the grouting pipe; the upper end of the rib is connected to the bottom of the grouting pipe, the lower end of the plurality of ribs is connected to form a connection position, and the adjacent ribs form a slurry discharge interval. In the construction step 3), the grouting pipe is placed in the pile hole, the connection position abuts against the bottom of the pile hole, and the bottom opening of the lumen has a grouting interval between the bottom of the pile hole. In the construction step 9), after the slurry is discharged from the bottom opening of the slurry outlet, it is discharged through the slurry discharge interval.

5. The smart control based full socket and jacked pile construction method according to any one of claims 1 to 3, wherein, The outer periphery of the grouting pipe is provided with a plurality of centering ribs, and the plurality of centering ribs are arranged along the circumferential direction of the grouting pipe; the two ends of the centering rib are fixedly connected to the outer wall of the grouting pipe, and the middle part of the centering rib protrudes outward to form a protruding position. In the construction step 3), after the grouting pipe is placed in the pile hole, the protruding positions of the plurality of centering ribs abut against the inner wall of the casing pipe.

6. The smart control based full socket and jacked pile construction method according to any one of claims 1 to 3, wherein, In the construction step 9), during the process of the grouting equipment performing the first normal pressure grouting on the grouting pipe, the grouting pressure of the slurry is between 0.5MPa and 0.8MPa, and the grouting flow of the slurry is between 32 L / min and 47 L / min. During the first normal pressure grouting, the slurry returns from the bottom of the grouting pipe, gradually replacing the clean water in the pile hole, until the specific gravity of the slurry returned from the top of the pile hole is the same as that of the slurry, and the first normal pressure grouting is stopped.

7. The smart control based full socket and socket tree root pile construction method according to claim 6, wherein, In the construction step 9), after the first normal pressure grouting is completed, the secondary high-pressure grouting is performed after a set interval; during the secondary high-pressure grouting, the grouting pressure is between 2MPa and 4MPa, and after the grouting pipe is filled with the slurry, the grouting equipment is stabilized at 2MPa for a set time, until the dense slurry returns from the top of the pile hole, and the secondary high-pressure grouting is stopped.

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