Pile foundation construction equipment and method for low-clearance complex geological environment

Abstract

The application discloses a pile foundation construction equipment and method for low-clearance complex geological environment, which comprises a walking mechanism, a pipe joint box, a pile rod transportation mechanism and a static pressure mechanism. The pipe joint box is loaded with multiple steel pipe piles and multiple spiral drill rods. The pile rod transportation mechanism comprises an L-shaped rotating arm, a pile connecting oil cylinder, a terminal connector and a rotary motor. The static pressure mechanism comprises a first lifting oil cylinder, a static pressure arm, a static pressure oil cylinder and a static pressure hammer. The static pressure arm is provided with a positioning hole for vertically aligning the pile connecting oil cylinder on the constructed pile foundation. The application can reduce the soil squeezing effect of the steel pipe pile pressed into the soil layer, reduce the influence on the surrounding existing underground engineering, and can construct the steel pipe pile under the condition of low clearance.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, and in particular to a pile foundation construction equipment and method for complex geological environments with low headroom. Background Technology

[0002] In urban renewal construction, facing the complex geological environment of adjacent subway tunnels, the development of underground building structures and the construction of their internal foundation pits often require the replacement or addition of structural piles and retaining piles. However, unlike traditional pile foundation construction, pile foundation construction needs to be carried out under the condition of limited vertical space. At the same time, when facing adjacent subway tunnels, traditional anchor static pressure piles have a soil squeezing effect, which can easily cause safety risks such as deformation, cracking or even damage to the subway tunnel lining. Summary of the Invention

[0003] The purpose of this invention is to provide a pile foundation construction equipment and method for complex geological environments with low clearance, in order to solve the problems that traditional anchor static pressure piles cannot be used to construct pile foundations in complex underground environments with low clearance, and that the soil squeezing effect can easily disturb surrounding underground projects and affect their safety.

[0004] To address the aforementioned technical problems, this invention provides pile foundation construction equipment for complex geological environments with low headroom, comprising:

[0005] The traveling mechanism is used to control the movement of the pile foundation construction equipment, and is a wheeled or tracked vehicle with a controller;

[0006] The pipe section box contains multiple sections of steel pipe piles and multiple sections of spiral drill rods;

[0007] The pile transport mechanism is used to transport and extend the steel pipe piles and auger rods in the pipe section box and control the drilling of the auger rods. It includes an L-shaped rotating arm mounted on the traveling mechanism, a pile-joining cylinder mounted vertically downward on the L-shaped rotating arm, an end connector mounted at the end of the pile-joining cylinder for connecting the steel pipe pile or the auger rod, and a rotary motor mounted at the upper or lower end of the pile-joining cylinder for extending the steel pipe pile, extending the auger rod and controlling its drilling.

[0008] The static pressure mechanism, located inside the pile transportation mechanism, includes multiple first lifting cylinders vertically mounted on the traveling mechanism, a static pressure arm horizontally mounted on the first lifting cylinders, an alignment hole on the static pressure arm for vertically aligning the pile connecting cylinder with the constructed pile foundation, multiple static pressure cylinders vertically downward mounted on the static pressure arm extending from the traveling mechanism, and a static pressure hammer mounted at the end of each static pressure cylinder.

[0009] Furthermore, the pile foundation construction equipment for complex geological environments with low headroom provided by the present invention also includes:

[0010] The counterforce fixing mechanism comprises an automatic telescopic rod vertically arranged on the walking mechanism, an electromagnet and an automatic lock on the automatic telescopic rod, and a plurality of embedded components embedded in the soil layer of the area where the pile foundation is to be constructed.

[0011] When the walking mechanism moves to the predetermined position, the controller controls the automatic telescopic rod to extend, controls the electromagnet to be powered on to adsorb and lift the embedded component at the corresponding position, and controls the automatic lock to lock the embedded component.

[0012] Before the walking mechanism moves, the controller controls the automatic lock to unlock the embedded component, controls the electromagnet to be powered off to release the embedded component at the corresponding position to fall back, and controls the automatic telescopic rod to retract.

[0013] Further, the pile foundation construction equipment for low-clearance complex geological environment provided by the present application, the embedded component comprises an anchor plate with a through hole, an anchor bar vertically arranged downward on the anchor plate, a pre-embedded box arranged on the anchor plate and covering the through hole, and a counterweight lock hook arranged in the pre-embedded box, the counterweight lock hook comprising a counterweight bolt and a vertical connecting ring hook thereof.

[0014] When the walking mechanism moves to the predetermined position, the controller controls the automatic telescopic rod to extend, controls the electromagnet to be powered on to adsorb and lift the counterweight lock hook of the pre-embedded box to make the ring hook pass through the through hole and expose to the soil layer or the foundation layer, and controls the automatic lock to lock the embedded component to make the automatic lock lock the ring hook.

[0015] Before the walking mechanism moves, the controller controls the automatic lock to unlock the embedded component to make the automatic lock unlock the ring hook, controls the electromagnet to be powered off to make the counterweight lock hook fall back into the pre-embedded box by gravity, and controls the automatic telescopic rod to retract.

[0016] Further, the pile foundation construction equipment for low-clearance complex geological environment provided by the present application, the static pressure mechanism further comprises a circular track vertically arranged on the walking mechanism and passing through the static pressure arm, and a locker locked on the circular track, the locker abutting against the static pressure arm.

[0017] Further, the pile foundation construction equipment for low-clearance complex geological environment provided by the present application, the end connector is an enlarged connector, the enlarged connector comprising an end rod and an inflatable air bag connected thereto; or the enlarged connector comprising an end rod and a pull rod in the end rod, a plurality of connecting rods hinged to the pull rod, and a turnover piece hinged to each connecting rod.

[0018] Further, the pile foundation construction equipment for low-clearance complex geological environment provided by the present application, in the pile rod transportation mechanism, a grouting pipe is arranged on the auger rod for grouting and reinforcing the soil layer at the lower end of the pile foundation.

[0019] Further, the pile foundation construction equipment for low-clearance complex geological environment provided by the present application is provided with a pipe section box arranged on a walking mechanism or connected to the walking mechanism through a flat trolley.

[0020] To solve the above technical problems, the present application provides a pile foundation construction method for low-clearance complex geological environment, which adopts the pile foundation construction equipment for low-clearance complex geological environment described above, and comprises the following steps:

[0021] Step S1, equipment in place: the pile foundation construction equipment is moved to a pile foundation area to be constructed through a walking mechanism;

[0022] Step S2, equipment fixing: a controller controls a counterforce fixing mechanism to be fixed on a pre-buried component at a corresponding position in the soil layer of the pile foundation area to be constructed, so as to fix the pile foundation construction equipment in the soil layer of the pile foundation area to be constructed;

[0023] Step S3, pile taking: the controller controls a pile rod transportation mechanism to rotate relative to the walking mechanism to the pipe section box area, controls a pile connecting oil cylinder to slide along an L-shaped rotating arm to a horizontal position of a certain steel pipe pile, controls the pile connecting oil cylinder to extend so that a terminal connector is connected to the steel pipe pile, and controls the pile connecting oil cylinder to retract, and then controls the pile rod transportation mechanism to rotate relative to the walking mechanism so that the pile connecting oil cylinder is located in a positioning hole of a static pressure arm;

[0024] Step S4, pile pressing: the steel pipe pile transported by the pile rod transportation mechanism is pressed into the soil layer through a first lifting oil cylinder, a static pressure arm and a static pressure oil cylinder of the static pressure mechanism;

[0025] Step S5, drill rod taking: the controller controls the pile rod transportation mechanism to rotate relative to the walking mechanism to the pipe section box area, controls the pile connecting oil cylinder to slide along the L-shaped rotating arm to a horizontal position of a certain spiral drill rod, controls the pile connecting oil cylinder to extend so that the terminal connector is connected to the spiral drill rod, and controls the pile connecting oil cylinder to retract, and then controls the pile rod transportation mechanism to rotate relative to the walking mechanism so that the pile connecting oil cylinder is located in the positioning hole of the static pressure arm;

[0026] Step S6, pile pressing and hole drilling: while the steel pipe pile connected in step S4 is pressed into the soil layer for construction, the controller controls a rotary motor to rotate so that the spiral drill rod transported by the pile rod transportation mechanism drills soil along the steel pipe pile, and the drilling depth is greater than the depth of the last steel pipe pile;

[0027] Step S7, pile connecting: according to the method of step S3, another steel pipe pile is taken, and the controller controls the rotary motor to connect the steel pipe pile transported by the pile rod transportation mechanism to the steel pipe pile pressed into the soil layer;

[0028] Step S8, drill rod connecting: according to the method of step S6, the next spiral drill rod is taken, and the controller controls the rotary motor to connect the spiral drill rod transported by the pile rod transportation mechanism to the last spiral drill rod;

[0029] Step S9, continue to drill while pressing the pile: according to the method of step S7, control the spiral drill rod to drill and take out soil while pressing the steel pipe pile;

[0030] Step S10, press the steel pipe pile to the target depth: repeat steps S5 to S9 until the last section of the steel pipe pile is deep into the target depth, forming a pile foundation.

[0031] Further, the pile foundation construction method for low-clearance complex geological environment provided by the present application, when the existing underground engineering is a subway tunnel, further includes:

[0032] The hollow drill rod is drilled horizontally through the lining of the subway tunnel and into the soil, so that the hollow drill rod is close to the pile foundation under construction, a buried wire pipe is arranged on the hollow drill rod, a plurality of pressure sensors are arranged on the buried wire pipe, and the pressure sensors are connected to the acquisition instrument through wires; the deformation data of the soil around the subway tunnel is monitored by the plurality of pressure sensors and transmitted to the acquisition instrument, and the acquisition instrument judges the influence of the pile foundation under construction on the deformation of the subway tunnel according to the monitored deformation data.

[0033] Further, the pile foundation construction method for low-clearance complex geological environment provided by the present application, when the existing underground engineering is a subway tunnel, further includes:

[0034] The inclinometer device is buried in the soil between the pile foundation under construction and the subway tunnel in the vertical direction, so that the depth of the inclinometer device covers the elevation of the subway tunnel;

[0035] When the inclinometer device is close to the subway tunnel, the horizontal displacement data of the soil around the subway tunnel monitored by the inclinometer device is used as the deformation monitoring value at the subway tunnel, and the influence of the pile foundation under construction on the deformation of the subway tunnel is judged by comparing the deformation monitoring value with the deformation standard value;

[0036] When the inclinometer device is close to the pile foundation, the horizontal displacement data of the soil around the subway tunnel monitored by the inclinometer device is substituted into formula (1) to obtain the fitting deformation monitoring value at the subway tunnel, and the influence of the pile foundation under construction on the deformation of the subway tunnel is judged by comparing the fitting deformation monitoring value with the deformation standard value;

[0037] (1);

[0038] In formula (1), U is the fitting deformation monitoring value, is the horizontal displacement data monitored by the inclinometer device, x is the horizontal distance between the monitoring point of the inclinometer device and the subway tunnel, and i is the correction coefficient;

[0039] Wherein, the deformation standard value is calculated by formula (2):

[0040] (2);

[0041] In formula (2), is a deformation standard value, and δ h is subway tunnel horizontal displacement data, is a time correction parameter, is a group pile correction parameter, is a piling speed correction parameter.

[0042] Compared with the prior art, the present application has the following beneficial effects:

[0043] The pile foundation construction equipment and method for low-clearance complex geological environment provided by the present application can be moved to the pile foundation area to be constructed through the walking mechanism, and each section of the steel pipe pile and each section of the spiral drill rod are transported and connected for construction in a rotary lifting manner from the pipe joint box through the pile rod transportation mechanism, so that the height clearance requirement of the pile rod connection construction is reduced. The steel pipe pile is pressed into the soil layer through the static pressure mechanism, and the pile rod transportation mechanism drills a hole in the steel pipe pile to take out soil, so that the pile rod transportation mechanism and the static pressure mechanism form a nested structure, thereby constructing the steel pipe pile through the method of pressing the pile and drilling a hole to take out soil at the same time, reducing the soil compaction effect of the steel pipe pile pressed into the soil layer, reducing the soil disturbance to the surrounding subway tunnel and other existing underground projects when the steel pipe pile is deeply inserted into the soil layer, and avoiding damage to the engineering quality of the existing underground projects. The steel pipe pile construction under the low-clearance condition is ensured, and the construction of the complex geological environment with the existing underground projects in the pile foundation area to be constructed is suitable, the safety of the surrounding existing underground projects is ensured, and the safety risk of cracking and collapse of the existing underground projects is avoided. BRIEF DESCRIPTION OF DRAWINGS

[0044] Figure 1 is a front view of the pile foundation construction equipment for low-clearance complex geological environment;

[0045] Figure 2 is a partial structure schematic diagram of the static pressure arm of an embodiment;

[0046] Figure 3 is a partial structure schematic diagram of the static pressure arm of another embodiment;

[0047] Figure 4 is a structure schematic diagram of the end connector in a deflated state of an embodiment;

[0048] Figure 5 is a structure schematic diagram of the end connector in an inflated state in Figure 4 ;

[0049] Figure 6 is a structure schematic diagram of the end connector in an inwardly turned state of another embodiment;

[0050] Figure 7 is Figure 6 is a structural schematic diagram of the end connector in the outwardly turned state in

[0051] Figure 8 is a structural schematic diagram of the counterforce fixing mechanism in the unlocked state

[0052] Figure 9 is a structural schematic diagram of the counterforce fixing mechanism in the locked state

[0053] Figure 10 is an elevation structural schematic diagram of the auger rod

[0054] Figure 11 is an elevation structural schematic diagram of the steel pipe pile of a certain section

[0055] Figure 12 is a flow chart of the pile foundation construction method for low-clearance complex geological environment

[0056] Figures 13 to 14 is an elevation structural schematic diagram of the pile foundation construction equipment in the process of pile receiving in low-clearance complex geological environment

[0057] Figure 15 is an elevation structural schematic diagram of the pile foundation construction equipment in the process of pile pressing by the static pressing mechanism and pile taking by the pile rod transportation mechanism in low-clearance complex geological environment

[0058] Figure 16 is an elevation structural schematic diagram of the pile foundation construction equipment in the process of pile rod taking by the pile rod transportation mechanism in low-clearance complex geological environment

[0059] Figure 17 is an elevation structural schematic diagram of the pile foundation construction equipment in the process of performing hole drilling and soil taking while pressing pile in low-clearance complex geological environment

[0060] Figures 18 to 19 is an elevation structural schematic diagram of the pile foundation construction equipment in the process of performing hole drilling and soil taking while pressing pile after pile receiving in low-clearance complex geological environment

[0061] Figure 20 is an elevation structural schematic diagram of the pile foundation construction equipment in the process of hole drilling depth priority to pile pressing depth in low-clearance complex geological environment

[0062] Figure 21 is an elevation structural schematic diagram of disturbance reduction to adjacent subway tunnel in the process of pressing steel pipe pile while drilling hole and pressing pile

[0063] Figure 22 is a monitoring structural schematic diagram of deformation monitoring of adjacent subway tunnel in the process of pressing pile and drilling hole by the pile foundation construction equipment

[0064] Figure 23is a structural schematic view of a deformation monitoring structure of a subway tunnel by a inclinometer arranged close to the subway tunnel;

[0065] Figure 24 is a structural schematic view of a deformation monitoring structure of a subway tunnel by a inclinometer arranged close to the subway tunnel;

[0066] The drawings show:

[0067] 1. Pile foundation construction equipment;

[0068] 100. Traveling mechanism, 110. Controller;

[0069] 200. Pipe section box, 210. Steel pipe pile, 211. Pipe body, 212. External thread part, 213. Internal thread part, 220. Spiral drill rod, 221. Rod body, 222. Spiral blade, 223. Grouting pipe, 224. Grouting port, 225. Slurry outlet, 230. Pile foundation;

[0070] 300. Pile rod transportation mechanism, 310. L-shaped rotating arm, 311. Rotating motor, 312. Second lifting oil cylinder, 313. Sliding platform, 314. Tension member, 320. Pile connecting oil cylinder, 330. End connector, 331. End rod, 332. Inflatable air bag, 333. Tension rod, 334. Connecting rod, 335. Turnover member, 340. Slewing motor;

[0071] 400. Static pressure mechanism, 410. First lifting oil cylinder, 420. Static pressure arm, 421. Positioning hole, 430. Static pressure oil cylinder, 440. Static pressure hammer, 450. Circular track, 460. Lock;

[0072] 500. Counterforce fixing mechanism, 510. Automatic telescopic rod, 520. Electromagnet, 530. Automatic lock, 540. Pre-buried assembly, 541. Anchor plate, 541-1. Through hole, 542. Anchor bar, 543. Pre-buried box, 544. Counterweight lock hook, 544-1. Counterweight bolt, 544-2. Ring hook;

[0073] 600. Subway tunnel, 601. Lining, 602. Hollow drill rod, 603. Buried wire pipe, 604. Pressure sensor, 605. Electric wire, 606. Acquisition instrument, 607. Inclinometer, 608. Inclinometer sensor. DETAILED DESCRIPTION

[0074] The application will be described in detail below with reference to the drawings. The advantages and features of the application will be more apparent according to the following description. It should be noted that the drawings are very simplified and use non-precise proportions, only for the purpose of conveniently and clearly assisting the description of the embodiments of the application.

[0075] Please refer to Figures 1 to 11 andFigure 13 The pile foundation construction equipment 1 for low-clearance complex geological environment provided by the embodiment of the present application comprises a walking mechanism 100, a pipe section box 200, a pile rod transportation mechanism 300 and a static pressure mechanism 400, wherein:

[0076] Please refer to Figure 1 The walking mechanism 100 is used for controlling the walking of the pile foundation construction equipment 1, and is a wheeled or tracked vehicle with a controller 110. The vehicle can be a programmed, remote-controlled or driven vehicle. In order to fix the position, the vehicle can have a brake and steering function. The vehicle can be fixed in the area to be constructed by the brake. The controller 110 can not only control the walking mechanism 100, but also control the pile rod transportation mechanism 300 and the static pressure mechanism 400.

[0077] Please refer to Figure 1 The pipe section box 200 is loaded with multiple sections of steel pipe piles 210 and multiple sections of spiral drill rods 220. The pipe section box 200 can be built-in on the walking mechanism 100 or externally connected to the walking mechanism 100 through a flat trolley. Figure 1 The externally connected pipe section box 200 is shown in the figure. Please refer to Figure 11 The steel pipe pile 210 comprises a pipe body 211 and an outer thread part 212 and an inner thread part 213 arranged at the upper and lower ends of the pipe body 211, respectively. Two adjacent sections of steel pipe piles 210 are connected through the inner and outer thread parts. Please refer to Figure 10 The spiral drill rod 220 comprises a rod body 221 and spiral blades on the rod body 221. The upper end of the rod body 221 has an outer thread part 212, and the lower end has an inner thread part 213. Two adjacent sections of spiral drill rods 220 are connected through the inner and outer thread parts. Of course, the connection structure between the spiral drill rods 220 and the steel pipe piles 210 can also be a socket type, in which case there is no inner and outer thread part.

[0078] Please refer to Figure 1 and Figure 13, pile rod transport mechanism 300 for transporting each section of steel pipe pile 210 and each section of spiral drill rod 220 in the pipe section box 200 and lengthening and controlling the drilling of the spiral drill rod 220, including an L-shaped rotating arm 310 arranged on the walking mechanism 100, a pile connecting oil cylinder 320 arranged vertically downward on the L-shaped rotating arm 310, an end connector 330 arranged at the end of the pile connecting oil cylinder 320 for connecting the steel pipe pile 210 or the spiral drill rod 220, and a slewing motor 340 arranged at the upper end or the lower end of the pile connecting oil cylinder 320 for lengthening the steel pipe pile 210 and the spiral drill rod 220 and controlling the drilling thereof. The L-shaped rotating arm 310 includes a rotating motor 311 arranged on the walking mechanism 100, a second lifting oil cylinder 312 arranged vertically on the rotating motor 311, and an L-shaped sliding platform 313 arranged horizontally on the second lifting oil cylinder 312, wherein the vertical part of the L-shaped sliding platform 313 is used to connect the second lifting oil cylinder 312, and the horizontal part of the L-shaped sliding platform 313 is provided with a sliding track 313-1 for sliding connection of the pile connecting motor 320 or the slewing motor 340. When the corresponding pile connecting motor 320 or the slewing motor 340 is arranged on the sliding track 313-1, the driving motor for moving the same is provided. Figure 1 The working condition of the slewing motor 340 arranged at the upper end of the pile connecting oil cylinder 320 is shown in FIG. 7, that is, the slewing motor 340 is connected between the pile connecting oil cylinder 320 and the horizontal part of the L-shaped rotating arm 310. The L-shaped rotating arm 310 is controlled to rotate relative to the walking mechanism 100 by the rotating motor 311, and the L-shaped rotating arm 310 drives the L-shaped sliding platform 313 to ascend or descend by the second lifting oil cylinder 312.

[0079] In order to realize reliable connection of the steel pipe pile 210 or the spiral drill rod 220, the end connector 330 is an enlarged connector. Please refer to Figures 4 to 5 The enlarged connector of one scheme includes an end rod 331 and an inflatable air bag 332 connected thereto, and the inflatable air bag 332 can be controlled to inflate or deflate by the controller 110. When deflated, the inflatable air bag 332 is inserted into the steel pipe pile 210, and after the inflatable air bag 332 is inflated, the steel pipe pile 210 is extracted by expansion. When connecting the spiral drill rod 220, the upper part of the spiral drill rod 220 has an inner hole, the inflatable air bag 332 is inserted into the inner hole of the spiral drill rod 220, and the rod body of the spiral drill rod 220 can also be a hollow rod, the inflatable air bag 332 is inserted into the hollow rod of the spiral drill rod 220, to realize connection of the spiral drill rod 220. When inflated, the inflatable air bag 332 realizes connection of the steel pipe pile 210 or the spiral drill rod 220, and when deflated, the inflatable air bag 332 realizes disconnection of the steel pipe pile 210 or the spiral drill rod 220. Please refer to Figures 6 to 7, in order to realize the reliable connection of the steel pipe pile 210 or the spiral drill rod 220, another scheme of the enlarged connector is: including the end rod 331 and the pull rod 333 inside it, and a plurality of connecting rods 334 are hinged with the pull rod 333, and each connecting rod 334 is hinged with a turnover piece 335. Wherein the pull rod 333 is connected through a power mechanism such as motor, at this time the power mechanism is connected with the controller 110. Through the controller 110 sends out instructions to control the power mechanism to push and pull the pull rod 333 to realize the outward turning or inward turning of the turnover piece 335. Wherein the turnover piece 335 turns outward to realize the connection of the steel pipe pile 210 or the spiral drill rod 220, and the turnover piece 335 turns inward to realize the disconnection of the steel pipe pile 210 or the spiral drill rod 220.

[0080] Please refer to Figures 1 to 3 and Figure 13 , the static pressure mechanism 400 is located inside the pile rod transportation mechanism 300, including a plurality of first lifting oil cylinders 410 vertically arranged on the walking mechanism 100, a static pressure arm 420 horizontally arranged on the first lifting oil cylinder 410, the static pressure arm 420 is provided with a positioning hole 421 for the pile connecting oil cylinder 320 to be vertically aligned on the constructed pile, a plurality of static pressure oil cylinders 430 are vertically arranged downward on the static pressure arm 420 extending from the walking mechanism 100, and a static pressure hammer 440 is arranged at the end of each static pressure oil cylinder 430. At this time, the pile connecting oil cylinder 320 of the pile rod transportation mechanism 300 can be limited in the positioning hole 421 of the static pressure arm 420, thereby forming a nested structure of the pile rod transportation mechanism 300 and the static pressure mechanism 400, and ensuring the accurate positioning between adjacent section steel pipe piles 210 and spiral drill rods 220. Wherein the first lifting oil cylinder 410 controls the lifting of the static pressure arm 420, the pile connecting oil cylinder 320 controls the static pressure hammer 440 to effectively contact the end face below the external thread part 212 of the steel pipe pile 210 to press the steel pipe pile 210 into the soil layer, and ensures the static pressure effect. Wherein the pile connecting oil cylinder 320 is evenly distributed, including but not limited to 2, 4, 6 and other even numbers, and can also be 3, 5 and other odd numbers. The more the number is, the better the static pressure effect on the steel pipe pile 210 is. Similarly, the first lifting oil cylinder 410 can also be evenly distributed, which can provide stable and reliable counterforce support for the static pressure arm 420 when the pile connecting oil cylinder 320 is pressed, avoiding the problem of inclination or deformation of the static pressure arm 420.

[0081] Please refer to Figure 1 and Figure 13, in order to provide stable and reliable counterforce support for the static pressure arm 420, the static pressure mechanism 400 can further include a circular track 450 vertically arranged on the walking mechanism 100 and passing through the static pressure arm 420, and a locker 460 locked on the circular track 450, the locker 460 abutting against the static pressure arm 420. Then when the first lifting oil cylinder 410 is lifted to the stroke position facilitating static pressure, the static pressure arm 420 is firmly fixed at the horizontal height position it is in by locking the locker 460 on the circular track 450, avoiding the problem that the lifting oil cylinder 410 is damaged or lifted up when the static pressure oil cylinder 430 is pressed into the steel pipe pile 210, ensuring the counterforce support effect on the static pressure arm 420. The locker 460 can adopt the automatic self-locking device in the Chinese patent with the authorized publication number CN117027196B.

[0082] Please refer to Figure 1 and Figures 8 to 9 , in order to ensure the reliability of the pile foundation construction equipment 1 when pressing into each section of the steel pipe pile 210 and avoid displacement or jacking, the pile foundation construction equipment 1 for low-clearance complex geological environment provided by the embodiment of the present application can further include:

[0083] The counterforce fixing mechanism 500 includes an automatic telescopic rod 510 vertically arranged on the walking mechanism 100, an electromagnet 520 and an automatic lock 530 thereon, and a plurality of embedded components 540 spacedly embedded in the soil layer of the pile foundation area to be constructed. The automatic telescopic rod 510 can be a hydraulic oil cylinder. The electromagnet 520 and the automatic lock 530 are connected with the controller 110. The automatic lock 530 can be a bicycle intelligent lock, which can be connected with the controller 110 in a wireless manner or in a wired manner.

[0084] When the walking mechanism 100 moves to the predetermined position, the controller 110 controls the automatic telescopic rod 510 to extend, controls the electromagnet 520 to be powered to adsorb and lift the embedded component 540 at the corresponding position, and controls the automatic lock 530 to lock the embedded component 540.

[0085] Before the walking mechanism 100 moves, the controller 110 controls the automatic lock 530 to unlock the embedded component 540, controls the electromagnet 520 to be de-energized to release the embedded component 540 at the corresponding position back to fall, and controls the automatic telescopic rod 510 to retract.

[0086] Please refer to Figures 8 to 9In order not to affect the pile foundation construction equipment 1 to move to the next to be constructed pile foundation area for pile pressing, avoid the pre-embedded assembly 540 exposed on the surface of the soil layer or foundation layer to hinder the movement of the pile foundation construction equipment 1, the pile foundation construction equipment 1 for low-clearance complex geological environment provided by the embodiment of the application, the pre-embedded assembly 540 includes an anchor plate 541 with a through hole 541-1, an anchor bar 542 vertically downward arranged on the anchor plate 541, a pre-embedded box 543 arranged on the anchor plate 541 and covering the through hole 541-1, a counterweight lock hook 544 arranged in the pre-embedded box 543, and the counterweight lock hook 544 includes a counterweight bolt 544-1 and a vertical connection ring hook 544-2 thereof. Wherein the counterweight bolt can be replaced by a counterweight plate, and the ring hook 544-2 can be a hook body greater than or equal to 3 / 4 of a circle.

[0087] When the walking mechanism 100 moves to the predetermined position, the controller 110 controls the automatic telescopic rod 510 to extend, controls the electromagnet 520 to be powered to adsorb and lift the counterweight lock hook 544 of the pre-embedded box 543 to make the ring hook 544-2 pass through the through hole 541-1 and be exposed on the soil layer or foundation layer, and controls the automatic lock 530 to perform locking on the pre-embedded assembly 540 to make the automatic lock 530 lock the ring hook 544-2.

[0088] Before the walking mechanism 100 moves, the controller 110 controls the automatic lock 530 to perform unlocking on the pre-embedded assembly 540 to make the automatic lock 530 unlock the ring hook 544-2, controls the electromagnet 520 to be powered to make the counterweight lock hook 544 fall back into the pre-embedded box 543 by gravity, and controls the automatic telescopic rod 510 to retract. Then when the pile foundation construction equipment 1 moves on the foundation or soil layer, the flatness of the soil layer or foundation can be ensured, and the situation that the pre-embedded ring hook 544-2 of the soil layer or foundation causes the foundation or soil layer plane to be convex or concave is avoided.

[0089] Please refer to Figure 10 In order to improve the bonding force between the bottom of the last steel pipe pile 210 and the soil in the soil layer and improve the stability of the steel pipe pile 210 in the soil, the pile foundation construction equipment 1 for low-clearance complex geological environment provided by the embodiment of the application is provided with a grouting pipe 223 arranged on the auger rod 220 in the pile rod conveying mechanism 300, which is used for grouting and reinforcing the soil layer at the lower end of the pile foundation. The upper and lower ends of the grouting pipe 223 are respectively provided with a grouting port 224 and a grout outlet 225, and the grouting port 224 can be located on the side of the auger rod 220 or on the end face of the auger rod 220. Figure 10 The working condition that the grouting port 224 is located on the upper side of the auger rod 220 is shown in the figure, at this time, the grouting pipes 223 of the adjacent two sections of auger rods 220 are communicated through a hose. Of course, the grouting port 224 and the grout outlet 225 can be arranged in a socket type connection structure, at this time, no additional hose is needed.

[0090] Referring to Figures 12 to 22 The pile foundation construction method for a low-clearance complex geological environment also provided by the embodiment of the present application adopts the pile foundation construction equipment 1 for a low-clearance complex geological environment described above, and comprises the following steps:

[0091] Step S1, equipment in place.

[0092] The pile foundation construction equipment 1 is moved to the pile foundation area to be constructed by the walking mechanism 100. At this time, it can be stopped by the brake.

[0093] Step S2, equipment fixation.

[0094] The controller 110 controls the counter-force fixation mechanism 500 to be fixed on the pre-buried component 540 at the corresponding position in the soil layer of the pile foundation area to be constructed, so as to fix the pile foundation construction equipment 1 in the soil layer of the pile foundation area to be constructed.

[0095] Step S3, pile taking.

[0096] The controller 110 controls the pile rod transportation mechanism 300 to rotate relative to the walking mechanism 100 to the pipe section box 200 area, controls the pile taking oil cylinder 320 to slide along the L-shaped rotating arm 310 to the horizontal position of a certain steel pipe pile 210, controls the pile taking oil cylinder 320 to extend so that the terminal connector 330 is connected to the steel pipe pile 210, and controls the pile taking oil cylinder 320 to retract, and then controls the pile rod transportation mechanism 300 to rotate relative to the walking mechanism 100 so that the pile taking oil cylinder 320 is located in the alignment hole 421 of the static pressure arm 420.

[0097] Step S4, pile pressing.

[0098] The steel pipe pile 210 transported by the pile rod transportation mechanism 300 is pressed into the soil layer by the first lifting oil cylinder 410, the static pressure arm 420 and the static pressure oil cylinder 430 of the static pressure mechanism 400.

[0099] Step S5, drill rod taking.

[0100] The controller 110 controls the pile rod transportation mechanism 300 to rotate relative to the walking mechanism 100 to the pipe section box 200 area, controls the pile taking oil cylinder 320 to slide along the L-shaped rotating arm 310 to the horizontal position of a certain spiral drill rod 220, controls the pile taking oil cylinder 320 to extend so that the terminal connector 330 is connected to the spiral drill rod 220, and controls the pile taking oil cylinder 320 to retract, and then controls the pile rod transportation mechanism 300 to rotate relative to the walking mechanism 100 so that the pile taking oil cylinder 320 is located in the alignment hole 421 of the static pressure arm 420.

[0101] Step S6, pile pressing and hole drilling.

[0102] According to the method of step S4, the steel pipe pile 210 after the extension is pressed into the soil layer, and the controller 110 controls the rotation motor 340 to rotate to make the spiral drill rod 220 transported by the pile rod transportation mechanism 300 drill the soil in the hole in the steel pipe pile 210, so that the drilling depth is greater than the depth of the last section steel pipe pile 210.

[0103] Step S7, pile connection.

[0104] According to the method of step S3, the next section steel pipe pile 210 is taken, and the controller 110 controls the rotation motor 340 to connect the steel pipe pile 210 transported by the pile rod transportation mechanism 300 to the steel pipe pile 210 pressed into the soil layer.

[0105] Step S8, drill rod connection.

[0106] According to the method of step S6, the next section spiral drill rod 220 is taken, and the controller 110 controls the rotation motor 340 to connect the spiral drill rod 220 transported by the pile rod transportation mechanism 300 to the last section spiral drill rod 220.

[0107] Step S9, continue to press the pile and drill the hole.

[0108] According to the method of step S7, the spiral drill rod 220 is controlled to drill the soil while the steel pipe pile 210 is pressed.

[0109] Step S10, the steel pipe pile 210 is pressed to the target depth to form the pile foundation 230.

[0110] Steps S5 to S9 are repeated until the last section steel pipe pile 210 is deepened to the target depth. It can also include:

[0111] Step S11, pile bottom grouting reinforcement.

[0112] The grouting pipe 223 on the spiral drill rod 220 is connected to the grouting pump to grout the soil layer at the lower end of the last section steel pipe pile 210. That is, after high-pressure grouting at the bottom end of the last section steel pipe pile 210, the effect of replacing and reinforcing the soft soil inside the steel pipe pile 210 is achieved.

[0113] Please refer to Figure 21 The pile foundation construction method for low-clearance complex geological environment provided by the embodiment of the application can press the steel pipe pile 210 by the static pressing mechanism 400, and drill the soil in the steel pipe pile 210 by the pile rod transportation mechanism, so that the influence on the constructed subway tunnel 600 can be reduced.

[0114] The pile foundation construction equipment 1 and method for low-clearance complex geological environment provided by the embodiment of the present application can be moved to the area where the pile foundation is to be constructed through the walking mechanism 100, and each section of the steel pipe pile 210 and each section of the spiral drill rod 220 can be transported from the pipe section box 200 and connected for construction in a rotary lifting manner through the pile rod transportation mechanism 300, so that the height clearance requirement of the pile rod connection construction is reduced, the steel pipe pile 210 can be pressed into the soil layer through the static pressure mechanism 400, and the pile rod transportation mechanism 300 can drill holes in the steel pipe pile 210 to remove soil, so that the pile rod transportation mechanism 300 and the static pressure mechanism 400 form a nested structure, and the steel pipe pile 210 can be constructed by the method of pressing the pile and drilling holes to remove soil at the same time, the soil compaction effect of the steel pipe pile 210 pressed into the soil layer is reduced, the soil disturbance to the surrounding subway tunnel 600 and other existing underground projects when the steel pipe pile 210 is deeply inserted into the soil layer is reduced, the zero soil compaction effect of the surrounding existing underground projects in the whole depth range of pile driving is realized, the engineering quality of the existing underground projects is not damaged, the steel pipe pile 210 construction under the low-clearance condition is ensured, the construction of the complex geological environment where the existing underground projects exist in the area where the pile foundation is to be constructed is suitable, the safety of the surrounding existing underground projects is ensured, and the safety risk of cracking and collapse of the existing underground projects is avoided.

[0115] Please refer to Figure 22 In order to monitor the deformation of the existing underground projects and reduce the influence on the existing underground projects during the construction of the pile foundation, when the existing underground projects are the subway tunnel 600, the pile foundation can be constructed around the existing subway tunnel 600, and the pile foundation construction equipment 1 and method for low-clearance complex geological environment provided by the embodiment of the present application can further include the following steps:

[0116] The hollow drill rod 602 is used to drill into the soil horizontally through the lining 601 of the subway tunnel 600, so that the hollow drill rod is close to the pile foundation under construction, the line laying pipe 603 is arranged on the hollow drill rod 602, the plurality of pressure sensors 604 are arranged on the line laying pipe 603, and the pressure sensors 604 are connected to the acquisition instrument 606 through wires; the deformation data of the soil around the subway tunnel 600 is monitored through the plurality of pressure sensors 604 and transmitted to the acquisition instrument, and the acquisition instrument judges the influence of the construction of the pile foundation on the deformation of the subway tunnel 600 according to the monitored deformation data. That is, the deformation data of the soil around the subway tunnel 600 is monitored through the pressure sensors 604 at different positions, so as to determine whether the subway tunnel 600 is influenced, and avoid the adverse influence of the construction of the pile foundation on the engineering quality of the subway tunnel 600, that is, the pile foundation is constructed within the safe and allowable deformation range of the subway tunnel 600.

[0117] Please refer to Figures 23 to 24In order to monitor the deformation of the existing underground engineering, the influence on the existing underground engineering is reduced in the process of constructing the pile foundation, and the pile foundation construction equipment 1 and the method for a low-clearance complex geological environment are provided, when the existing underground engineering is a subway tunnel, before the pile foundation is constructed around the existing subway tunnel, the pile foundation construction equipment 1 and the method for a low-clearance complex geological environment can further comprise:

[0118] The inclinometer 607 is arranged in the soil between the constructed pile foundation and the subway tunnel in the vertical direction, and the depth of the inclinometer 607 covers the elevation of the subway tunnel 600, wherein the inclinometer 607 comprises an inclinometer tube 608, an inclinometer sensor 109 and an acquisition instrument 606; when the inclinometer 607 is close to the subway tunnel 600, the horizontal displacement data of the soil around the subway tunnel 600 is monitored by the inclinometer 607 as the deformation monitoring value at the subway tunnel, and the deformation monitoring value is compared with the deformation standard value to judge the influence of the constructed pile foundation on the deformation of the subway tunnel 600; when the inclinometer 607 is close to the pile foundation 230, the horizontal displacement data of the soil around the subway tunnel monitored by the inclinometer 607 is substituted into formula (1) to obtain the fitting deformation monitoring value at the subway tunnel, and the fitting deformation monitoring value is compared with the deformation standard value to judge the influence of the constructed pile foundation 230 on the deformation of the subway tunnel 600.

[0119] (1);

[0120] In formula (1), U is the fitting deformation monitoring value, is the horizontal displacement data monitored by the inclinometer, x is the horizontal distance between the monitoring point of the inclinometer and the subway tunnel, and i is a correction coefficient related to the soil quality and the tunnel depth. Formula (1) is suitable for soft clay and large displacement of the subway tunnel (such as pile foundation pressure during construction), at this time, the soil body occurs plastic yield, and the displacement transmission no longer follows the elastic proportion, and formula (1) is used for fitting calculation to obtain the fitting deformation monitoring value. The core principle is that the horizontal displacement field of the surrounding soil body caused by the horizontal displacement of the subway tunnel presents a "normal distribution decay", so the horizontal displacement data of the soil body at the position x away from the monitoring point is approximately obtained according to formula (1).

[0121] The deformation standard value is calculated by formula (2):

[0122] (2);

[0123] In formula (2), is the deformation standard value, δ h is the horizontal displacement data of the subway tunnel, is a time correction parameter, is a group pile correction parameter, is a piling speed correction parameter;

[0124] The horizontal displacement data of the subway tunnel is calculated according to formula (3) :

[0125] δ h = (3) ;

[0126] In formula (3), δ h is the horizontal displacement data of the subway tunnel, λ is the volume replacement rate of the pile foundation, and can be any value between 0.8 and 1.2, is the soil stress increment, h is the pile length, E s is the compression modulus of the soil body, H is the center burial depth of the subway tunnel, and X is the horizontal distance between the pile foundation and the subway tunnel.

[0127] The group pile correction parameter is calculated according to formula (4) :

[0128] (4) ;

[0129] In formula (4), eta group is the group pile correction parameter, s / d is the ratio of the pile spacing to the pile diameter, and n is the number of group piles.

[0130] The pile driving speed correction parameter is calculated according to formula (5) :

[0131] (5) ;

[0132] In formula (5), is the pile driving speed correction parameter, and v is the pile foundation construction speed.

[0133] When there is no obstacle between the pile foundation 230 and the subway tunnel 600, the inclinometer 607 is arranged close to the subway tunnel 600, and at this time, the data measured by the inclinometer 607 can be used as a reference. When there is an obstacle between the pile foundation 230 and the subway tunnel 600, the inclinometer 607 is arranged close to the pile foundation, and at this time, since the deformation data measured by the inclinometer 607 is not accurate, it is necessary to perform fitting calculation through formula (1).

[0134] When the deformation monitoring value or the fitted deformation monitoring value is compared with the deformation standard value, when the deformation monitoring value or the fitted deformation monitoring value reaches 0.7-1 times the deformation standard value, the pile foundation 230 construction speed is reduced, and the drilling depth is increased, so as to avoid the influence of the construction pile foundation on the engineering quality and safety of the subway tunnel 600; when it is greater than 1 times, the pile foundation construction is stopped, and remedial measures are taken, so as to reduce the influence on the subway tunnel 600; when it is less than 0.7 times, continue to monitor.

[0135] In order to reduce the influence on the subway tunnel 600, the embodiment of the present application also provides a pile foundation construction method for a low-clearance complex geological environment. When the pile foundation 230 is constructed, a full guide hole form can be used within a range of 30 m before the pile is formed. The first 18 m can be pressed and then the hole is guided (the hole is drilled), and the last 12 m needs to be followed by pipe (followed by pipe, that is, drilled while pressing). The pile pressing and hole drilling need to be constructed synchronously.

[0136] The present application is not limited to the above specific embodiments. Obviously, the above-described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the described embodiments of the present application, all other embodiments obtained by those skilled in the art belong to the scope of protection of the present application. Those skilled in the art can make other levels of modifications and changes to the present application. Thus, if these modifications and changes of the present application belong to the scope of the claims of the present application, the present application also intends to include these modifications and changes.

Claims

1. A pile foundation construction equipment for a low-clearance complex geological environment, characterized in that, The utility model relates to a pile foundation construction equipment, including: a walking mechanism for controlling the walking of pile foundation construction equipment, which is a wheeled or tracked vehicle with a controller; a pipe section box loaded with multiple sections of steel pipe piles and multiple sections of spiral drill rods; a pile rod transport mechanism for transporting and lengthening each section of steel pipe pile and spiral drill rod in the pipe section box and controlling the drilling of the spiral drill rod, including an L-shaped rotating arm arranged on the walking mechanism, a pile connecting oil cylinder vertically arranged on the L-shaped rotating arm, a terminal connector arranged at the end of the pile connecting oil cylinder for connecting the steel pipe pile or the spiral drill rod, a slewing motor arranged at the upper end or lower end of the pile connecting oil cylinder for lengthening the steel pipe pile and the spiral drill rod and controlling the drilling thereof; a static pressure mechanism located on the inner side of the pile rod transport mechanism, including multiple first lifting oil cylinders vertically arranged on the walking mechanism, a static pressure arm horizontally arranged on the first lifting oil cylinders, the static pressure arm being provided with a positioning hole for vertically aligning the pile connecting oil cylinder on the constructed pile foundation, multiple static pressure oil cylinders vertically arranged downward on the static pressure arm extending from the walking mechanism, and a static pressure hammer arranged at the end of each static pressure oil cylinder.

2. Pile foundation construction equipment for low-clearance complex geological environments according to claim 1, characterized in that, Further including: a counterforce fixing mechanism including an automatic telescopic rod vertically arranged on the walking mechanism, an electromagnet and an automatic lock on the automatic telescopic rod, and multiple embedded components embedded in the soil layer in the area of the pile foundation to be constructed; when the walking mechanism moves to the predetermined position, the controller controls the automatic telescopic rod to extend, controls the electromagnet to be powered on to adsorb and lift the embedded component at the corresponding position, and controls the automatic lock to lock the embedded component; before the walking mechanism moves, the controller controls the automatic lock to unlock the embedded component, controls the electromagnet to be powered off to release the embedded component at the corresponding position to fall back, and controls the automatic telescopic rod to retract.

3. Pile construction equipment for low clearance complex geological environments according to claim 2, characterized in that, The embedded component includes an anchor plate with a through hole, an anchor bar vertically arranged downward on the anchor plate, an embedded box arranged on the anchor plate and covering the through hole, and a counterweight lock hook arranged in the embedded box, the counterweight lock hook including a counterweight pin and a vertical connecting ring hook. When the walking mechanism moves to the predetermined position, the controller controls the automatic telescopic rod to extend, controls the electromagnet to be powered on to adsorb and lift the counterweight lock hook of the embedded box to make the ring hook pass through the through hole and expose on the soil layer or foundation layer, and controls the automatic lock to lock the embedded component to make the automatic lock lock the ring hook. Before the walking mechanism moves, the controller controls the automatic lock to unlock the embedded component to make the automatic lock unlock the ring hook, controls the electromagnet to be powered off to make the counterweight lock hook fall back into the embedded box by gravity, and controls the automatic telescopic rod to retract.

4. Pile foundation construction equipment for low-clearance complex geological environments according to claim 1, characterized in that, The static pressure mechanism further includes a circular track vertically arranged on the walking mechanism and passing through the static pressure arm, and a locker locked on the circular track, the locker abutting against the static pressure arm.

5. Pile foundation construction equipment for low-clearance complex geological environments according to claim 1, characterized in that, The terminal connector is an enlarged connector, the enlarged connector including a terminal rod and an inflatable air bag connected to the terminal rod; or the enlarged connector including a terminal rod and a pull rod in the terminal rod, the pull rod being hinged with multiple connecting rods, each connecting rod being hinged with a turnover piece.

6. Pile construction equipment for low clearance complex geological environments according to claim 1, characterized in that, In the pile rod transport mechanism, the spiral drill rod is provided with a grouting pipe for grouting and reinforcing the soil layer at the lower end of the pile foundation.

7. Pile construction equipment for low clearance complex geological environments according to claim 1, characterized in that, The pipe section box is arranged on the walking mechanism or connected to the walking mechanism through a flat trolley.

8. A method for pile foundation construction in a low-clearance complex geological environment, characterized in that, The pile foundation construction equipment for a low-clearance complex geological environment of claim 2 comprises: Step S1, equipment in place: the pile foundation construction equipment is moved to the pile foundation area to be constructed by the walking mechanism; Step S2, equipment fixation: the controller controls the reverse force fixation mechanism to be fixed on the pre-buried assembly at the corresponding position in the soil layer in the pile foundation area to be constructed, so that the pile foundation construction equipment is fixed in the soil layer in the pile foundation area to be constructed; Step S3, pile taking: the controller controls the pile rod transportation mechanism to rotate relative to the walking mechanism to the pipe section box area, controls the pile connecting oil cylinder to slide along the L-shaped rotating arm to a horizontal position of a steel pipe pile, controls the pile connecting oil cylinder to extend so that the end connector is connected to the steel pipe pile, and controls the pile connecting oil cylinder to retract, and then controls the pile rod transportation mechanism to rotate relative to the walking mechanism so that the pile connecting oil cylinder is located in the alignment hole of the static pressure arm; Step S4, pile pressing: the steel pipe pile transported by the pile rod transportation mechanism is pressed into the soil layer through the first lifting oil cylinder, the static pressure arm and the static pressure oil cylinder of the static pressure mechanism; Step S5, drill rod taking: the controller controls the pile rod transportation mechanism to rotate relative to the walking mechanism to the pipe section box area, controls the pile connecting oil cylinder to slide along the L-shaped rotating arm to a horizontal position of a spiral drill rod, controls the pile connecting oil cylinder to extend so that the end connector is connected to the spiral drill rod, and controls the pile connecting oil cylinder to retract, and then controls the pile rod transportation mechanism to rotate relative to the walking mechanism so that the pile connecting oil cylinder is located in the alignment hole of the static pressure arm; Step S6, pile pressing and hole drilling simultaneously: according to the method of step S4, the steel pipe pile is pressed into the soil layer, and at the same time, the controller controls the rotating motor to rotate so that the spiral drill rod transported by the pile rod transportation mechanism drills soil along the hole in the steel pipe pile, so that the drilling depth is greater than the depth of the steel pipe pile; Step S7, pile connecting: according to the method of step S3, another steel pipe pile is taken, and the controller controls the rotating motor to connect the steel pipe pile transported by the pile rod transportation mechanism to the steel pipe pile pressed into the soil layer; Step S8, drill rod connecting: according to the method of step S5, the next spiral drill rod is taken, and the controller controls the rotating motor to connect the spiral drill rod transported by the pile rod transportation mechanism to the previous spiral drill rod; Step S9, continue pile pressing and hole drilling simultaneously: according to the method of step S6, the steel pipe pile is pressed into the soil layer, and at the same time, the spiral drill rod is controlled to drill soil; Step S10, steel pipe pile pressed into target depth: steps S7 to S9 are repeated until the last steel pipe pile is pressed into the target depth to form the pile foundation.

9. The pile foundation construction method for a low-clearance complex geological environment according to claim 8, characterized by, When the existing underground project is a subway tunnel, the pile foundation is constructed around the existing subway tunnel, and further comprising: The hollow drill rod is horizontally drilled into the soil through the lining of the subway tunnel, the hollow drill rod is close to the pile foundation under construction, the line laying pipe is arranged on the hollow drill rod, a plurality of pressure sensors are arranged on the line laying pipe, the pressure sensors are connected to the acquisition instrument through wires, the deformation data of the soil around the subway tunnel is monitored by the plurality of pressure sensors and transmitted to the acquisition instrument, and the acquisition instrument judges the influence of the pile foundation construction on the deformation of the subway tunnel according to the monitored deformation data.

10. The pile foundation construction method for a low-clearance complex geological environment according to claim 8, characterized by, When the existing underground project is a subway tunnel, the pile foundation is constructed around the existing subway tunnel, and further comprising: The inclinometer is buried in the soil between the pile foundation under construction and the subway tunnel in the vertical direction, so that the depth of the inclinometer covers the elevation of the subway tunnel; When the inclinometer is close to the subway tunnel, the horizontal displacement data of the soil around the subway tunnel monitored by the inclinometer is taken as the deformation monitoring value at the subway tunnel, and the deformation monitoring value is compared with the deformation standard value to determine the influence of the pile foundation under construction on the deformation of the subway tunnel; When the inclinometer is close to the pile foundation, the horizontal displacement data of the soil around the subway tunnel monitored by the inclinometer is substituted into formula (1) to obtain the fitting deformation monitoring value at the subway tunnel, and the fitting deformation monitoring value is compared with the deformation standard value to determine the influence of the pile foundation under construction on the deformation of the subway tunnel; （1）； In formula (1), U is a fitting deformation monitoring value, is the horizontal displacement data monitored by the inclinometer, x is the horizontal distance between the monitoring point of the inclinometer and the subway tunnel, and i is a correction coefficient. The deformation standard value is calculated by formula (2): （2）； In formula (2), is a deformation standard value, δ h is a subway tunnel horizontal displacement data, is a time correction parameter, is a group pile correction parameter, is a pile driving speed correction parameter.

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