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

Abstract

The invention discloses pile foundation construction equipment and method for a low-clearance complex geological environment. The equipment comprises a walking mechanism, a pipe joint box, a pile rod conveying mechanism and a static pressure mechanism. Wherein a plurality of sections of steel pipe piles and a plurality of sections of spiral drill rods are loaded in the pipe section box; the pile rod conveying mechanism comprises an L-shaped rotating arm, a pile splicing oil cylinder, a tail end connector and a rotating motor. Wherein the static pressure mechanism comprises a first lifting oil cylinder, a static pressure arm, a static pressure oil cylinder and a static pressure hammer, and the static pressure arm is provided with an alignment hole used for vertically aligning the pile splicing oil cylinder to a constructed pile foundation. According to the construction method, the soil squeezing effect generated when the steel pipe pile is pressed into the soil layer can be reduced, the influence on surrounding existing underground engineering is reduced, and the steel pipe pile can be constructed under the low clearance condition.

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: 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; The pipe section box contains multiple sections of steel pipe piles and multiple sections of spiral drill rods; 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. 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.

[0005] Furthermore, the pile foundation construction equipment for complex geological environments with low headroom provided by the present invention also includes: The reaction force fixing mechanism includes an automatic telescopic rod vertically installed on the walking mechanism, an electromagnet and an automatic lock thereon, and several pre-embedded components spaced apart in the soil layer of the pile foundation area 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 energized to attract and lift the pre-embedded component at the corresponding position, and controls the automatic lock to lock the pre-embedded component. Before the walking mechanism moves, the controller controls the automatic lock to unlock the pre-embedded component, controls the electromagnet to de-energize and release the pre-embedded component at the corresponding position, and controls the automatic telescopic rod to retract.

[0006] Furthermore, the pile foundation construction equipment for low-headroom complex geological environments provided by the present invention 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 includes a counterweight bolt and its 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 energized to attract and lift the counterweight lock hook of the embedded box so that the ring hook passes through the through hole and is exposed to the soil layer or foundation layer, and controls the automatic lock to lock the embedded component so that the automatic lock locks the ring hook. Before the walking mechanism moves, the controller controls the automatic lock to unlock the pre-embedded component so that the automatic lock unlocks the ring hook, controls the electromagnet to de-energize so that the counterweight lock hook falls back into the pre-embedded box by gravity, and controls the automatic telescopic rod to retract.

[0007] Furthermore, the pile foundation construction equipment for low-headroom complex geological environments provided by the present invention further includes a static pressure mechanism comprising: a circular track vertically mounted on the traveling mechanism and extending through the static pressure arm, and a locker locked on the circular track, the locker abutting against the static pressure arm.

[0008] Furthermore, the pile foundation construction equipment for low-headroom complex geological environments provided by the present invention has an enlarged connector at the end, which includes an end rod and an inflatable airbag connected thereto; or the enlarged connector includes an end rod and a pull rod inside therein, with multiple connecting rods hinged to the pull rod, and each connecting rod hinged to a flipping element.

[0009] Furthermore, the pile foundation construction equipment for low-headroom complex geological environments provided by the present invention includes a grouting pipe on the spiral drill rod in the pile rod transportation mechanism for grouting reinforcement of the soil layer at the lower end of the pile foundation.

[0010] Furthermore, in the pile foundation construction equipment for low-headroom complex geological environments provided by the present invention, the pipe section box is mounted on the traveling mechanism, or the pipe section box is connected to the traveling mechanism via a flatbed trolley.

[0011] To address the aforementioned technical problems, this invention provides a pile foundation construction method for complex geological environments with low clearance, employing the aforementioned pile foundation construction equipment for complex geological environments with low clearance, comprising: Step S1, Equipment in place: The pile foundation construction equipment is moved to the pile foundation area to be constructed via the walking mechanism; Step S2, Equipment Fixing: The controller controls the reaction force fixing mechanism to fix the pre-embedded components at the corresponding positions in the soil layer of the pile foundation area to be constructed, so that the pile foundation construction equipment is fixed in the soil layer of the pile foundation area to be constructed. Step S3, pile taking: The controller controls the pile rod transport mechanism to rotate relative to the walking mechanism to the pipe section box area, controls the pile connecting cylinder to slide along the L-shaped rotating arm to the horizontal position of a certain steel pipe pile, controls the pile connecting cylinder to extend so that the end connector is connected to the steel pipe pile, controls the pile connecting cylinder to retract and controls the pile rod transport mechanism to rotate relative to the walking mechanism so that the pile connecting cylinder is located in the alignment hole of the static pressure arm. Step S4, pile driving: The steel pipe piles transported by the pile driving mechanism are pressed into the soil layer by the first lifting cylinder, static pressure arm and static pressure cylinder of the static pressure mechanism; Step S5, take the drill rod: The controller controls the pile rod transport mechanism to rotate relative to the traveling mechanism to the pipe section box area, controls the pile connecting cylinder to slide along the L-shaped rotating arm to a horizontal position of a certain spiral drill rod, controls the pile connecting cylinder to extend so that the end connector is connected to the spiral drill rod, controls the pile connecting cylinder to retract and controls the pile rod transport mechanism to rotate relative to the traveling mechanism so that the pile connecting cylinder is located in the alignment hole of the static pressure arm. Step S6, simultaneous pile driving and drilling: While driving the extended steel pipe piles into the soil layer according to the method in step S4, the controller controls the rotary motor to rotate so that the spiral drill rod transported by the pile rod transport mechanism drills along the inside of the steel pipe pile to extract soil, so that the drilling depth is greater than the depth of the last section of the steel pipe pile. Step S7, Pile splicing: Take another section of steel pipe pile according to the method in step S3, and the controller controls the rotary motor to connect the steel pipe pile transported by the pile rod transport mechanism to the steel pipe pile pressed into the soil layer. Step S8, connecting the drill rod: Following the method in step S6, take off the next section of the spiral drill rod, and use the controller to control the rotary motor to connect the spiral drill rod transported by the pile rod transport mechanism to the previous section of the spiral drill rod; Step S9, continue drilling while driving the pile: according to the method in step S7, drive the steel pipe pile in while controlling the auger drill rod to drill and remove soil; Step S10, steel pipe pile driven to target depth: Repeat steps S5 to S9 until the last steel pipe pile is driven to the target depth to form a pile foundation.

[0012] Furthermore, the pile foundation construction method for low-headroom complex geological environments provided by the present invention, when the existing underground project is a subway tunnel, further includes the following when constructing pile foundations around the existing subway tunnel: Hollow drill rods are used to drill horizontally into the soil through the lining of the subway tunnel, bringing the hollow drill rods close to the pile foundation under construction. A buried conduit is installed on the hollow drill rod, and multiple pressure sensors are installed on the buried conduit. The pressure sensors are connected to a data acquisition instrument via wires. The deformation data of the soil around the subway tunnel is monitored by the pressure sensors at multiple locations and transmitted to the data acquisition instrument. The data acquisition instrument determines the impact of the construction pile foundation on the deformation of the subway tunnel based on the monitored deformation data.

[0013] Furthermore, the pile foundation construction method for low-headroom complex geological environments provided by the present invention, when the existing underground project is a subway tunnel, further includes the following steps before constructing pile foundations around the existing subway tunnel: Inclinometers are vertically embedded in the soil between the pile foundation and the subway tunnel during construction, so that the depth of the inclinometers 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 is monitored by the inclinometer as the deformation monitoring value at the subway tunnel. The deformation monitoring value is compared with the deformation standard value to determine the deformation impact of the construction pile foundation on 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 fitted deformation monitoring value at the subway tunnel. By comparing the fitted deformation monitoring value with the deformation standard value, the deformation influence of the construction pile foundation on the subway tunnel is judged. (1); In equation (1), U is the fitted deformation monitoring value. The horizontal displacement data is monitored by the inclinometer, where x is the horizontal distance between the monitoring point of the inclinometer and the subway tunnel, and i is the correction factor. The standard value of deformation is calculated using formula (2): (2); In equation (2), δ is the standard value of deformation. h This is data on the horizontal displacement of subway tunnels. For time correction parameters, Correct parameters for pile groups. Parameters are adjusted for pile driving speed.

[0014] Compared with the prior art, the beneficial effects of the present invention are as follows: The present invention provides a pile foundation construction equipment and method for complex geological environments with low clearance. The equipment is moved to the pile foundation area by a walking mechanism, and each section of steel pipe pile and each section of spiral drill rod are transported from the pipe section box by a pile rod transport mechanism using a rotating lifting method for splicing. This reduces the clearance requirements for pile rod splicing. A static pressure mechanism presses the steel pipe pile into the soil layer, and the pile rod transport mechanism drills holes inside the steel pipe pile to remove soil. This creates a nested structure between the pile rod transport mechanism and the static pressure mechanism, allowing for simultaneous pile pressing and soil removal. This reduces the soil squeezing effect caused by the static pressure of the steel pipe pile into the soil layer, and minimizes soil disturbance to existing underground works such as subway tunnels when the steel pipe pile penetrates the soil layer. It does not damage the quality of existing underground works, ensuring that steel pipe pile construction can be carried out under low clearance conditions. Furthermore, it is suitable for construction in complex geological environments where existing underground works exist in the pile foundation area, ensuring the safety of surrounding existing underground works and avoiding the safety risks of cracking and collapse. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the elevation structure of pile foundation construction equipment used in complex geological environments with low headroom. Figure 2 This is a partial structural schematic diagram of a hydrostatic arm according to one embodiment; Figure 3 This is a partial structural schematic diagram of the hydrostatic arm according to another embodiment; Figure 4 This is a schematic diagram of the end connector in a deflated state according to one embodiment; Figure 5 yes Figure 4 A schematic diagram of the end connector in an inflated state; Figure 6 This is a schematic diagram of the end connector in an inwardly flipped-up state according to another embodiment; Figure 7 yes Figure 6 A schematic diagram of a structure in which the end connector is in an outward-flipped state; Figure 8 This is a schematic diagram of the reaction force fixing mechanism in the unlocked state; Figure 9 This is a schematic diagram of the reaction force fixing mechanism in the locked state; Figure 10 This is a schematic diagram of the elevation structure of the auger drill pipe; Figure 11 This is a schematic diagram of the elevation structure of a section of steel pipe pile; Figure 12 This is a flowchart of a pile foundation construction method for complex geological environments with low headroom; Figures 13 to 14This is a schematic diagram of the elevation structure of the pile foundation construction equipment during the pile splicing process in a complex geological environment with low clearance. Figure 15 It is an elevation structural diagram of the pile foundation construction equipment in a complex geological environment with low clearance, using a static pressure mechanism to drive the piles and a pile rod transportation mechanism to remove the piles. Figure 16 This is a schematic diagram of the elevation structure of the pile foundation construction equipment in a complex geological environment with low clearance, using a pile transport mechanism to retrieve the pile. Figure 17 This is a schematic diagram of the elevation structure of the pile foundation construction equipment performing the process of simultaneous pile driving and drilling for soil removal in a complex geological environment with low clearance. Figures 18 to 19 This is a schematic diagram of the elevation structure of the pile foundation construction equipment in a complex geological environment with low clearance, where the equipment performs simultaneous pile driving and drilling for soil removal after the connection of the pile rod. Figure 20 This is a schematic diagram of the elevation structure of pile foundation construction equipment in a complex geological environment with low clearance where the drilling depth takes precedence over the pile driving depth. Figure 21 This is a schematic diagram of the elevation structure for minimizing disturbance to the adjacent subway tunnel during the process of simultaneously driving piles and drilling holes to drive steel pipe piles. Figure 22 This is a schematic diagram of a monitoring structure used to monitor the deformation of a nearby subway tunnel while the pile foundation construction equipment is simultaneously pressing piles and drilling holes. Figure 23 This is a schematic diagram of a structure for monitoring the deformation of a subway tunnel by placing an inclinometer device close to the tunnel. Figure 24 This is a schematic diagram of a structure for monitoring the deformation of a subway tunnel by arranging an inclinometer device close to the pile foundation. As shown in the figure: 1. Pile foundation construction equipment; 100. Walking mechanism; 110. Controller; 200. Pipe section box; 210. Steel pipe pile; 211. Pipe body; 212. External threaded part; 213. Internal threaded part; 220. Spiral drill rod; 221. Rod body; 222. Spiral blade; 223. Grouting pipe; 224. Grouting port; 225. Grout outlet; 230. Pile foundation. 300. Pile transport mechanism; 310. L-shaped rotating arm; 311. Rotary motor; 312. Second lifting cylinder; 313. Sliding platform; 314. Inclined tie rod; 320. Pile connecting cylinder; 330. End connector; 331. End rod; 332. Inflatable airbag; 333. Tie rod; 334. Connecting rod; 335. Tilting component; 340. Rotary motor. 400. Static pressure mechanism; 410. First lifting cylinder; 420. Static pressure arm; 421. Alignment hole; 430. Static pressure cylinder; 440. Static pressure hammer; 450. Circular track; 460. Locking device. 500. Reaction fixing mechanism; 510. Automatic telescopic rod; 520. Electromagnet; 530. Automatic lock; 540. Embedded component; 541. Anchor plate; 541-1. Through hole; 542. Anchor bar; 543. Embedded box; 544. Counterweight lock hook; 544-1. Counterweight bolt; 544-2. Ring hook. 600. Subway tunnel; 601. Lining; 602. Hollow drill rod; 603. Buried conduit; 604. Pressure sensor; 605. Wire; 606. Data acquisition instrument; 607. Inclinometer; 608. Inclinometer sensor. Detailed Implementation

[0016] The present invention will now be described in detail with reference to the accompanying drawings. The advantages and features of the present invention will become clearer from the following description. It should be noted that the drawings are all in a very simplified form and use non-precise proportions, and are only used to facilitate and clarify the illustration of the embodiments of the present invention.

[0017] Please refer to Figures 1 to 11 and Figure 13 This invention provides a pile foundation construction equipment 1 for complex geological environments with low headroom, comprising a traveling mechanism 100, a pipe section box 200, a pile rod transport mechanism 300, and a static pressure mechanism 400, wherein: Please refer to Figure 1 The traveling mechanism 100, used to control the movement of the pile foundation construction equipment 1, is a wheeled or tracked vehicle with a controller 110, and can be a program-controlled, remote-controlled, or driverless vehicle. For positioning, it can have braking and steering functions. It can be fixed in the area of ​​the pile foundation to be constructed by braking. The controller 110 can control not only the traveling mechanism 100, but also the pile transport mechanism 300 and the static pressure mechanism 400.

[0018] Please refer to Figure 1 The pipe section box 200 is equipped with multiple sections of steel pipe piles 210 and multiple sections of spiral drill rods 220. The pipe section box 200 can be a built-in type installed on the traveling mechanism 100, or an external type connected to the traveling mechanism 100 via a flatbed trolley. Figure 1 The example shown is an external pipe section box 200. Please refer to it. Figure 11 The steel pipe pile 210 includes a pipe body 211 and external threaded portions 212 and internal threaded portions 213 respectively provided at its upper and lower ends. Adjacent sections of the steel pipe pile 210 are connected by the internal and external threaded portions. Please refer to [reference needed]. Figure 10The auger drill rod 220 includes a rod body 221 and helical blades thereon. The upper end of the rod body 221 has an external threaded portion 212, and the lower end has an internal threaded portion 213. Adjacent sections of the auger drill rod 220 are connected by threads through the internal and external threads. Of course, a socket connection structure can also be used between the auger drill rods 220 and between the steel pipe piles 210, in which case there are no internal or external threads.

[0019] Please refer to Figure 1 and Figure 13 The pile transport mechanism 300 is used to transport and extend the steel pipe piles 210 and the spiral drill rods 220 in the pipe section box 200, and to control the drilling of the spiral drill rods 220. It includes an L-shaped rotating arm 310 mounted on the traveling mechanism 100, a pile-joining cylinder 320 slidably mounted on the L-shaped rotating arm 310, an end connector 330 at the end of the pile-joining cylinder 320 for connecting the steel pipe piles 210 or the spiral drill rods 220, and a rotary motor 340 mounted at the upper or lower end of the pile-joining cylinder 320 for extending the steel pipe piles 210, extending the spiral drill rods 220, and controlling their drilling. The L-shaped rotating arm 310 includes a rotary motor 311 mounted on the traveling mechanism 100, a second lifting cylinder 312 mounted vertically on the rotary motor 311, and an L-shaped sliding platform 313 mounted horizontally on the second lifting cylinder 312. The vertical part of the L-shaped sliding platform 313 is used to connect the second lifting cylinder 312. The horizontal part of the L-shaped sliding platform 313 is provided with a sliding rail 313-1 for the pile-connecting motor 320 or the rotary motor 340 to slide. When the pile-connecting motor 320 or the rotary motor 340 is mounted on the sliding rail 313-1, it has a drive motor for its movement. Figure 1 The example illustrates a scenario where the rotary motor 340 is located above the pile-connecting cylinder 320, meaning the rotary motor 340 is connected between the pile-connecting cylinder 320 and the horizontal component of the L-shaped rotating arm 310. The L-shaped rotating arm 310 is controlled by a rotary motor 311 to rotate relative to the traveling mechanism 100, and the L-shaped rotating arm 310 drives the L-shaped sliding platform 313 to rise and fall via a second lifting cylinder 312.

[0020] To ensure a reliable connection between the steel pipe pile 210 or the auger drill rod 220, the end connector 330 is an enlarged connector; please refer to [reference needed]. Figures 4 to 5One proposed expansion connector includes an end rod 331 and an inflatable airbag 332 connected to it. The inflatable airbag 332 can be controlled by a controller 110 to inflate and deflate. During deflation, the inflatable airbag 332 is inserted into the steel pipe pile 210. After inflating the airbag 332, the steel pipe pile 210 is extracted by expansion. When connecting to the auger drill rod 220, the auger drill rod 220 has an inner hole at its upper part. The inflatable airbag 332 is inserted into the inner hole of the auger drill rod 220. The rod body of the auger drill rod 220 can also be a hollow rod, with the inflatable airbag 332 inserted into the hollow rod of the auger drill rod 220 to achieve connection. Inflation connects the inflatable airbag 332 to the steel pipe pile 210 or the auger drill rod 220; deflation disconnects the inflatable airbag 332 from the steel pipe pile 210 or the auger drill rod 220. Please refer to Figures 6 to 7 To achieve a reliable connection to the steel pipe pile 210 or the auger drill rod 220, another option for the expanded connector is as follows: it includes an end rod 331 and a pull rod 333 within it, with multiple connecting rods 334 hinged to the pull rod 333. Each connecting rod 334 is hinged to a flipping component 335. The pull rod 333 is connected via a power mechanism such as a motor, which is connected to a controller 110. The controller 110 sends commands to the power mechanism to control the pull rod 333 to push or pull, thereby flipping the flipping component 335 outward or inward. When the flipping component 335 flips outward, it connects to the steel pipe pile 210 or the auger drill rod 220; when the flipping component 335 flips inward, it disconnects the steel pipe pile 210 or the auger drill rod 220.

[0021] Please refer to Figures 1 to 3 and Figure 13The static pressure mechanism 400, located inside the pile transport mechanism 300, includes multiple first lifting cylinders 410 vertically mounted on the traveling mechanism 100, and static pressure arms 420 horizontally mounted on the first lifting cylinders 410. Each static pressure arm 420 has an alignment hole 421 for vertically aligning the pile-joining cylinder 320 with the constructed pile foundation. Multiple static pressure cylinders 430 are vertically positioned downwards on the static pressure arm 420 extending from the traveling mechanism 100, and static pressure hammers 440 are located at the ends of each static pressure cylinder 430. In this configuration, the pile-joining cylinder 320 of the pile transport mechanism 300 can be confined within the alignment hole 421 of the static pressure arm 420, thus forming a nested structure between the pile transport mechanism 300 and the static pressure mechanism 400, ensuring precise alignment between adjacent steel pipe piles 210 and spiral drill rods 220. The first lifting cylinder 410 controls the raising and lowering of the static pressure arm 420, while the pile-joining cylinder 320 controls the static pressure hammer 440 to effectively contact the end face below the external thread 212 of the steel pipe pile 210, statically pressing the steel pipe pile 210 into the soil layer, ensuring the static pressure effect. The pile-joining cylinders 320 are multiple evenly distributed cylinders, including but not limited to even numbers such as 2, 4, or 6, or odd numbers such as 3 or 5. The more cylinders, the better the static pressure effect on the steel pipe pile 210. Similarly, the first lifting cylinder 410 can also be multiple evenly distributed cylinders, providing stable and reliable reaction force support for the static pressure arm 420 during pile-joining cylinder 320 driving, preventing the static pressure arm 420 from tilting or deforming.

[0022] Please refer to Figure 1 and Figure 13 To provide stable and reliable reaction force support for the static pressure arm 420, the static pressure mechanism 400 may further include: a circular track 450 vertically mounted on the traveling mechanism 100 and extending through the static pressure arm 420, and a locking device 460 locked onto the circular track 450, the locking device 460 abutting against the static pressure arm 420. When the first lifting cylinder 410 is raised to a stroke position suitable for static pressure, it is locked onto the circular track 450 by the locking device 460, thereby firmly fixing the static pressure arm 420 at its horizontal height position. This prevents the lifting cylinder 410 from being damaged or lifted when the static pressure cylinder 430 presses into the steel pipe pile 210, ensuring the reaction force support effect for the static pressure arm 420. The locking device 460 can be an automatic self-locking device as described in Chinese Patent Publication No. CN117027196B.

[0023] Please refer to Figure 1 and Figures 8 to 9 To ensure the reliable fixation of the pile foundation construction equipment 1 during the driving of each section of steel pipe pile 210, and to prevent displacement or being lifted, the pile foundation construction equipment 1 for low-headroom complex geological environments provided in this embodiment of the invention may further include: The reaction force fixing mechanism 500 includes an automatic telescopic rod 510 vertically mounted on the walking mechanism 100, along with an electromagnet 520 and an automatic lock 530 mounted on it, and several pre-embedded components 540 spaced apart and embedded in the soil layer of the area to be constructed as pile foundations; wherein the automatic telescopic rod 510 can be a hydraulic cylinder. Both the electromagnet 520 and the automatic lock 530 are connected to the controller 110. The automatic lock 530 can be a bicycle smart lock, which can be connected to the controller 110 wirelessly or via a wired connection.

[0024] 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 energized to attract and lift the pre-embedded component 540 at the corresponding position, and controls the automatic lock 530 to lock the pre-embedded component 540.

[0025] Before the walking mechanism 100 moves, the controller 110 controls the automatic lock 530 to unlock the pre-embedded component 540, controls the electromagnet 520 to de-energize and release the pre-embedded component 540 at the corresponding position and lower it, and controls the automatic telescopic rod 510 to retract.

[0026] Please refer to Figures 8 to 9 To avoid hindering the movement of the pile foundation construction equipment 1 to the next pile foundation area for pile driving, and to prevent the pre-embedded components 540 exposed on the surface of the soil or foundation layer from obstructing the movement of the pile foundation construction equipment 1, the pile foundation construction equipment 1 for low-headroom complex geological environments provided in this embodiment of the invention includes an anchor plate 541 with a through hole 541-1, an anchor bar 542 vertically arranged on the anchor plate 541, a pre-embedded box 543 arranged on the anchor plate 541 and covering the through hole 541-1, and a counterweight locking hook 544 arranged in the pre-embedded box 543. The counterweight locking hook 544 includes a counterweight bolt 544-1 and a vertically connected ring hook 544-2. The counterweight bolt can be replaced by a counterweight plate, and the ring hook 544-2 can be a hook body with a diameter greater than or equal to 3 / 4 of a circle.

[0027] 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 energized, attracts and lifts the counterweight locking hook 544 of the embedded box 543, so that the ring hook 544-2 passes through the through hole 541-1 and is exposed to the soil layer or foundation layer, and controls the automatic lock 530 to lock the embedded component 540 so that the automatic lock 530 locks the ring hook 544-2.

[0028] Before the walking mechanism 100 moves, the controller 110 controls the automatic lock 530 to unlock the pre-embedded component 540, so that the automatic lock 530 unlocks the ring hook 544-2. The controller also controls the electromagnet 520 to de-energize, causing the counterweight hook 544 to fall back into the pre-embedded box 543 under gravity. Finally, the controller controls the automatic telescopic rod 510 to retract. This ensures that when the pile foundation construction equipment 1 moves on the foundation or soil layer, the soil layer or foundation remains flat, preventing the pre-embedded ring hook 544-2 from causing bulges or depressions in the foundation or soil surface, which would hinder its movement.

[0029] Please refer to Figure 10 To improve the bonding force between the bottom of the final steel pipe pile 210 and the soil in the soil layer, and to enhance the stability of the steel pipe pile 210 within the pressure soil, the pile foundation construction equipment 1 for low-headroom complex geological environments provided in this embodiment of the invention includes a grouting pipe 223 on the spiral drill rod 220 within the pile rod transport mechanism 300, used for grouting reinforcement of the soil layer at the lower end of the pile foundation. The grouting pipe 223 has a grouting port 224 and a grout outlet 225 at its upper and lower ends, respectively. The grouting port 224 can be located on the side of the spiral drill rod 220 or on its end face. Figure 10 The example illustrates a case where the grouting port 224 is located on the upper side of the auger rod 220. In this case, the grouting pipes 223 of two adjacent auger rod sections 220 are connected by a flexible hose. Alternatively, the grouting port 224 and the grout outlet 225 can be configured as a socket connection, in which case no additional flexible hose is required.

[0030] Please refer to Figures 12 to 22 This invention also provides a pile foundation construction method for complex geological environments with low clearance, employing the aforementioned pile foundation construction equipment 1 for complex geological environments with low clearance, comprising: Step S1: Equipment in place.

[0031] The pile foundation construction equipment 1 is moved to the area of ​​the pile foundation to be constructed via the traveling mechanism 100. At this time, it can be stopped by braking.

[0032] Step S2: Fix the equipment.

[0033] The controller 110 controls the reaction force fixing mechanism 500 to be fixed on the pre-embedded component 540 at the corresponding position in the soil layer of the pile foundation area to be constructed, so that the pile foundation construction equipment 1 is fixed in the soil layer of the pile foundation area to be constructed.

[0034] Step S3: Take the pile.

[0035] The controller 110 controls the pile transport mechanism 300 to rotate relative to the walking mechanism 100 to the area of ​​the pipe section box 200, controls the pile connecting 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 connecting cylinder 320 to extend so that the end connector 330 is connected to the steel pipe pile 210, controls the pile connecting cylinder 320 to retract and controls the pile transport mechanism 300 to rotate relative to the walking mechanism 100 so that the pile connecting cylinder 320 is located in the alignment hole 421 of the static pressure arm 420.

[0036] Step S4, pile driving.

[0037] The steel pipe pile 210 transported by the pile transport mechanism 300 is pressurized into the soil layer by the first lifting cylinder 410, static pressure arm 420 and static pressure cylinder 430 of the static pressure mechanism 400.

[0038] Step S5: Remove the drill pipe.

[0039] The controller 110 controls the pile transport mechanism 300 to rotate relative to the walking mechanism 100 to the pipe section box 200 area, controls the pile connecting cylinder 320 to slide along the L-shaped rotating arm 310 to a horizontal position of a certain spiral drill rod 220, controls the pile connecting cylinder 320 to extend so that the end connector 330 is connected to the spiral drill rod 220, controls the pile connecting cylinder 320 to retract and controls the pile transport mechanism 300 to rotate relative to the walking mechanism 100 so that the pile connecting cylinder 320 is located in the alignment hole 421 of the static pressure arm 420.

[0040] Step S6: Drill holes while driving piles.

[0041] While the steel pipe pile 210 after being connected to the soil layer is being pressed into the soil layer according to the method in step S4, the controller 110 controls the rotary motor 340 to rotate so that the spiral drill rod 220 transported by the pile rod transport mechanism 300 drills a hole in the steel pipe pile 210 to extract soil, so that the drilling depth is greater than the depth of the last section of the steel pipe pile 210.

[0042] Step S7, pile connection.

[0043] According to the method in step S3, take another section of steel pipe pile 210, and the controller 110 controls the rotary motor 340 to connect the steel pipe pile 210 transported by the pile rod transport mechanism 300 to the steel pipe pile 210 pressed into the soil layer.

[0044] Step S8: Connect the drill pipe.

[0045] Following the method in step S6, take out the next section of auger drill rod 220, and use the controller 110 to control the rotary motor 340 to connect the auger drill rod 220 transported by the pile rod transport mechanism 300 to the previous section of auger drill rod 220.

[0046] Step S9: Continue drilling while driving the piles.

[0047] According to step S7, while driving in the steel pipe pile 210, the spiral drill rod 220 is controlled to drill and extract soil.

[0048] In step S10, the steel pipe pile 210 is driven into the target depth to form the pile foundation 230.

[0049] Repeat steps S5 through S9 until the final steel pipe pile 210 reaches the target depth. This may also include: Step S11: Grouting reinforcement at the pile bottom.

[0050] The grouting pipe 223 on the spiral drill rod 220 is connected to a grouting pump to grout and reinforce the soil layer at the lower end of the last section of the steel pipe pile 210. That is, after high-pressure grouting is performed on the bottom end of the last section of the steel pipe pile 210, the soft soil inside the steel pipe pile 210 is replaced and reinforced.

[0051] Please refer to Figure 21 The steel pipe pile 210 provided in this embodiment of the invention for pile foundation construction in complex geological environments with low clearance pressure is constructed by simultaneously driving the steel pipe pile 210 through a static pressure mechanism 400 and drilling the soil inside the steel pipe pile 210 through a pile rod transportation mechanism. This method can reduce the impact on the already constructed subway tunnel 600.

[0052] The pile foundation construction equipment 1 and method for complex geological environments with low headroom provided in this embodiment of the invention move to the pile foundation area to be constructed via a walking mechanism 100. A pile rod transport mechanism 300 uses a rotating and lifting method to transport and extend sections of steel pipe piles 210 and spiral drill rods 220 from a pipe section box 200, reducing the headroom requirements for pile rod extension. A static pressure mechanism 400 presses the steel pipe piles 210 into the soil layer, and the pile rod transport mechanism 300 drills holes within the steel pipe piles 210 to remove soil. This creates a nested structure between the pile rod transport mechanism 300 and the static pressure mechanism 400, enabling simultaneous pile pressing and soil removal. The construction of steel pipe piles 210 reduces the soil squeezing effect caused by the static pressure of the steel pipe piles 210 into the soil layer, and reduces the soil disturbance to the surrounding existing underground works such as the subway tunnel 600 when the steel pipe piles 210 penetrate into the soil layer. It achieves zero soil squeezing effect on the surrounding existing underground works throughout the entire depth range of the pile driving, and will not damage the engineering quality of the existing underground works. It ensures that the construction of steel pipe piles 210 can be carried out under low clearance conditions, and is suitable for construction in complex geological environments where there are existing underground works in the area to be constructed. It ensures the safety of the surrounding existing underground works and avoids the safety risks of cracking and collapse of the existing underground works.

[0053] Please refer to Figure 22In order to monitor the deformation of existing underground works and reduce the impact on existing underground works during the construction of pile foundations, the pile foundation construction equipment 1 and method for low-headroom complex geological environments provided in this embodiment of the invention, when the existing underground works are subway tunnels 600, may further include the following when constructing pile foundations around the existing subway tunnels 600: A hollow drill rod 602 is horizontally drilled into the soil through the lining 601 of the subway tunnel 600, bringing the drill rod close to the pile foundation under construction. A buried conduit 603 is installed on the hollow drill rod 602, and multiple pressure sensors 604 are installed on the conduit 603. The pressure sensors 604 are connected to a data acquisition instrument 606 via wires. The deformation data of the soil surrounding the subway tunnel 600 is monitored by the pressure sensors 604 at multiple locations and transmitted to the data acquisition instrument. The data acquisition instrument determines the impact of the pile foundation construction on the deformation of the subway tunnel 600 based on the monitored deformation data. In other words, by monitoring the deformation data of the soil surrounding the subway tunnel 600 through pressure sensors 604 at different locations, it is possible to determine whether there is any impact on the subway tunnel 600, thus avoiding any adverse effects on the engineering quality of the subway tunnel 600 during pile foundation construction. This ensures that the pile foundation construction is carried out within the allowable deformation range and with the safety of the subway tunnel 600 guaranteed.

[0054] Please refer to Figures 23 to 24 In order to monitor the deformation of existing underground works and reduce the impact on existing underground works during the construction of pile foundations, the pile foundation construction equipment 1 and method for low-headroom complex geological environments provided in this embodiment of the invention may further include the following steps before constructing pile foundations around the existing subway tunnel when the existing underground works are subway tunnels: A vertically embedded inclinometer 607 is installed in the soil between the pile foundation and the subway tunnel, so that the depth of the inclinometer 607 covers the elevation of the subway tunnel 600. The inclinometer 607 includes an inclinometer tube 608, an inclinometer sensor 109, and a data 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. The deformation monitoring value is compared with the deformation standard value to determine the deformation influence of the construction pile foundation on 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 fitted deformation monitoring value at the subway tunnel. The fitted deformation monitoring value is compared with the deformation standard value to determine the deformation influence of the construction pile foundation 230 on the subway tunnel 600. (1); In equation (1), U is the fitted deformation monitoring value. The horizontal displacement data is monitored by the inclinometer, x is the horizontal distance between the monitoring point of the inclinometer and the subway tunnel, and i is the correction coefficient, which is related to the soil quality and tunnel depth. Formula (1) is applicable to soft clay and large displacement of subway tunnels (such as pile foundation pressing during construction). At this time, the soil undergoes plastic yielding, and the displacement transmission no longer follows the elastic ratio. Formula (1) is used to fit and calculate the fitted deformation monitoring value. Its core principle is that the horizontal displacement field of the surrounding soil caused by the horizontal displacement of the subway tunnel is "normally distributed and decaying". Therefore, the horizontal displacement data of the soil at the location x from the monitoring point can be approximately obtained according to formula (1).

[0055] The standard value of deformation is calculated using formula (2): (2); In equation (2), δ is the standard value of deformation. h This is data on the horizontal displacement of subway tunnels. For time correction parameters, Correct parameters for pile groups. Parameters were adjusted for pile driving speed; The horizontal displacement data of the subway tunnel is calculated according to formula (3): δ h = (3); In equation (3), δ h This data represents the horizontal displacement of the subway tunnel, where λ is the pile foundation volume replacement ratio, which can take any value between 0.8 and 1.2. E is the soil stress increment, h is the pile length, and E is the soil stress increment. s Here, H represents the soil compression modulus, H represents the center depth of the subway tunnel, and X represents the horizontal distance between the pile foundation and the subway tunnel.

[0056] The correction parameters for the pile group are calculated according to formula (4): (4); In equation (4), η group Here are the correction parameters for pile groups, where s / d is the ratio of pile spacing to pile diameter, and n is the number of piles in the group.

[0057] The pile driving speed correction parameter is calculated according to formula (5): (5); In equation (5), This is a correction parameter for pile driving speed, where v is the pile foundation construction rate.

[0058] When there are no obstructions between the pile foundation 230 and the subway tunnel 600, the inclinometer 607 is placed close to the subway tunnel 600, and the data measured by the inclinometer 607 can be used as a benchmark. When there are obstructions between the pile foundation 230 and the subway tunnel 600, the inclinometer 607 is placed close to the pile foundation. In this case, since the deformation data measured by the inclinometer 607 is inaccurate, it is necessary to perform fitting calculations using formula (1).

[0059] When the deformation monitoring value or fitted deformation monitoring value is compared with the deformation standard value, if the deformation monitoring value or fitted deformation monitoring value reaches 0.7-1 times the deformation standard value, the construction rate of pile foundation 230 is reduced and the drilling depth is increased to avoid the construction of pile foundations affecting the engineering quality and safety of subway tunnel 600; if it is greater than 1 times, pile foundation construction is stopped and remedial measures are taken to reduce the impact on subway tunnel 600; if it is less than 0.7 times, monitoring continues.

[0060] To reduce the impact on the subway tunnel 600, this embodiment of the invention also provides a pile foundation construction method for complex geological environments with low clearance. When constructing pile foundation 230, a full pre-drilling method can be adopted within the first 30m of pile formation. The first 18m can be driven first and then pre-drilled (pre-drilling is drilling), and the last 12m requires pipe-following construction (pipe-following is simultaneous driving and drilling). Pile driving and drilling must be carried out simultaneously.

[0061] This invention is not limited to the specific embodiments described above. Obviously, the embodiments described above are only a part of the embodiments of this invention, not all of them. All other embodiments obtained by those skilled in the art based on the described embodiments of this invention are within the scope of protection of this invention. Those skilled in the art can make other modifications and variations to this invention. Therefore, if these modifications and variations of this invention fall within the scope of the claims of this invention, then this invention also intends to include these modifications and variations.

Claims

1. A pile foundation construction equipment for complex geological environments with low headroom, characterized in that, include: 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; The pipe section box contains multiple sections of steel pipe piles and multiple sections of spiral drill rods; 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. 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.

2. The pile foundation construction equipment for complex geological environments with low headroom according to claim 1, characterized in that, Also includes: The reaction force fixing mechanism includes an automatic telescopic rod vertically installed on the walking mechanism, an electromagnet and an automatic lock thereon, and several pre-embedded components spaced apart in the soil layer of the pile foundation area 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 energized to attract and lift the pre-embedded component at the corresponding position, and controls the automatic lock to lock the pre-embedded component. Before the walking mechanism moves, the controller controls the automatic lock to unlock the pre-embedded component, controls the electromagnet to de-energize and release the pre-embedded component at the corresponding position, and controls the automatic telescopic rod to retract.

3. The pile foundation construction equipment for complex geological environments with low headroom according to claim 2, characterized in that, The pre-embedded component includes 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 includes a counterweight bolt and its 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 energized to attract and lift the counterweight lock hook of the embedded box so that the ring hook passes through the through hole and is exposed to the soil layer or foundation layer, and controls the automatic lock to lock the embedded component so that the automatic lock locks the ring hook. Before the walking mechanism moves, the controller controls the automatic lock to unlock the pre-embedded component so that the automatic lock unlocks the ring hook, controls the electromagnet to de-energize so that the counterweight lock hook falls back into the pre-embedded box by gravity, and controls the automatic telescopic rod to retract.

4. The pile foundation construction equipment for complex geological environments with low headroom as described in claim 1, characterized in that, The static pressure mechanism further includes: a circular track vertically mounted on the traveling mechanism and extending through the static pressure arm, and a locker locked on the circular track, the locker abutting against the static pressure arm.

5. The pile foundation construction equipment for complex geological environments with low headroom according to claim 1, characterized in that, The end connector is an expandable connector, which includes an end rod and an inflatable airbag connected thereto; or the expandable connector includes an end rod and a pull rod inside it, with multiple connecting rods hinged to the pull rod, each connecting rod being hinged to a flipper.

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

7. The pile foundation construction equipment for complex geological environments with low headroom according to claim 1, characterized in that, The pipe section box is mounted on the traveling mechanism, or the pipe section box is connected to the traveling mechanism via a flatbed trolley.

8. A pile foundation construction method for complex geological environments with low headroom, characterized in that, The pile foundation construction equipment for complex geological environments with low headroom described in claim 2 includes: Step S1, Equipment in place: The pile foundation construction equipment is moved to the pile foundation area to be constructed via the walking mechanism; Step S2, Equipment Fixing: The controller controls the reaction force fixing mechanism to fix the pre-embedded components at the corresponding positions in the soil layer of the pile foundation area to be constructed, so that the pile foundation construction equipment is fixed in the soil layer of the pile foundation area to be constructed. Step S3, pile taking: The controller controls the pile rod transport mechanism to rotate relative to the walking mechanism to the pipe section box area, controls the pile connecting cylinder to slide along the L-shaped rotating arm to the horizontal position of a certain steel pipe pile, controls the pile connecting cylinder to extend so that the end connector is connected to the steel pipe pile, controls the pile connecting cylinder to retract and controls the pile rod transport mechanism to rotate relative to the walking mechanism so that the pile connecting cylinder is located in the alignment hole of the static pressure arm. Step S4, pile driving: The steel pipe piles transported by the pile driving mechanism are pressed into the soil layer by the first lifting cylinder, static pressure arm and static pressure cylinder of the static pressure mechanism; Step S5, take the drill rod: The controller controls the pile rod transport mechanism to rotate relative to the traveling mechanism to the pipe section box area, controls the pile connecting cylinder to slide along the L-shaped rotating arm to a horizontal position of a certain spiral drill rod, controls the pile connecting cylinder to extend so that the end connector is connected to the spiral drill rod, controls the pile connecting cylinder to retract and controls the pile rod transport mechanism to rotate relative to the traveling mechanism so that the pile connecting cylinder is located in the alignment hole of the static pressure arm. Step S6, simultaneous pile driving and drilling: While driving the extended steel pipe piles into the soil layer according to the method in step S4, the controller controls the rotary motor to rotate so that the spiral drill rod transported by the pile rod transport mechanism drills along the inside of the steel pipe pile to extract soil, so that the drilling depth is greater than the depth of the last section of the steel pipe pile. Step S7, Pile splicing: Take another section of steel pipe pile according to the method in step S3, and the controller controls the rotary motor to connect the steel pipe pile transported by the pile rod transport mechanism to the steel pipe pile pressed into the soil layer. Step S8, connecting the drill rod: Following the method in step S6, take off the next section of the spiral drill rod, and use the controller to control the rotary motor to connect the spiral drill rod transported by the pile rod transport mechanism to the previous section of the spiral drill rod; Step S9, continue drilling while driving the pile: according to the method in step S7, drive the steel pipe pile in while controlling the auger drill rod to drill and remove soil; Step S10, steel pipe pile driven to target depth: Repeat steps S5 to S9 until the last steel pipe pile is driven to the target depth to form a pile foundation.

9. The pile foundation construction method for complex geological environments with low headroom according to claim 8, characterized in that, When an existing underground project is a subway tunnel, the construction of pile foundations around the existing subway tunnel also includes: Hollow drill rods are used to drill horizontally into the soil through the lining of the subway tunnel, bringing the hollow drill rods close to the pile foundation under construction. A buried conduit is installed on the hollow drill rod, and multiple pressure sensors are installed on the buried conduit. The pressure sensors are connected to a data acquisition instrument via wires. The deformation data of the soil around the subway tunnel is monitored by the pressure sensors at multiple locations and transmitted to the data acquisition instrument. The data acquisition instrument determines the impact of the construction pile foundation on the deformation of the subway tunnel based on the monitored deformation data.

10. The pile foundation construction method for complex geological environments with low headroom according to claim 8, characterized in that, When the existing underground project is a subway tunnel, before constructing the pile foundation around the existing subway tunnel, it also includes: Inclinometers are vertically embedded in the soil between the pile foundation and the subway tunnel during construction, so that the depth of the inclinometers 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 is monitored by the inclinometer as the deformation monitoring value at the subway tunnel. The deformation monitoring value is compared with the deformation standard value to determine the deformation impact of the construction pile foundation on 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 fitted deformation monitoring value at the subway tunnel. By comparing the fitted deformation monitoring value with the deformation standard value, the deformation influence of the construction pile foundation on the subway tunnel is judged. （1）； In equation (1), U is the fitted deformation monitoring value. The horizontal displacement data is monitored by the inclinometer, where x is the horizontal distance between the monitoring point of the inclinometer and the subway tunnel, and i is the correction factor. The standard value of deformation is calculated using formula (2): （2）； In equation (2), δ is the standard value of deformation. h This is data on the horizontal displacement of subway tunnels. For time correction parameters, Correct parameters for pile groups. Parameters are adjusted for pile driving speed.

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