A shock-absorbing and energy-dissipating composite drainage pile and its construction method

Abstract

This invention discloses a shock-absorbing and energy-dissipating composite drainage pile and its construction method. The drainage pile includes a pile core; a drainage riser with drainage holes at the top and a first filter layer at the bottom; a continuous inner core tube sleeved on the outside of the pile body, with water-passing holes on its wall; multiple rotatable inner core tube segments coaxially sleeved on the outside of the continuous inner core tube; a transverse branch pipe on the side wall of the drainage riser, one end of which is connected to the drainage riser and the other end passing through the continuous inner core tube, with a second filter layer at the end of the transverse branch pipe away from the drainage riser; and a water-passing material layer disposed on the outside of the rotatable inner core tube segments. This arrangement improves the bearing capacity of the main load-bearing structure, and the drainage channel formed by the drainage pipe in the inner core and the numerous voids in the outer layer of construction waste gives the shock-absorbing and energy-dissipating composite drainage pile good drainage capacity. It can complete foundation drainage with fewer drainage piles, saving construction costs and social resources.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering, and in particular to a shock-absorbing and energy-dissipating composite drainage pile and its construction method. Background Technology

[0002] In civil engineering construction, foundations requiring drainage are frequently encountered, especially soft soil foundations. Soft soil generally refers to modern sediments deposited in still or slow-flowing water environments, primarily composed of clay particles with microbial activity. Soft soil is a plastic state ranging from soft to flowing, and its appearance is mainly gray fine soil particles, such as silt and silty clay, peat and marsh soil, as well as other highly compressible saturated clay and silt. Silt and silty clay are the main types of soft soil. Soft soil foundations are thixotropic, remaining in a solid state during routine construction. Once the load exceeds the limit, it will change from solid to liquid. Furthermore, uneven stress during construction can easily lead to cracks in soft soil foundations; as construction progresses, the weight of the foundation gradually increases, and when it exceeds the maximum limit, settlement will occur. The greater the load, the faster the settlement, and the longer the settlement lasts, sometimes for decades. Soft soil foundations are permeable, mainly related to the constituent materials. For example, if a large amount of water is retained in the foundation, the water causes the soil to dissolve into mud. Mud slurry makes it more difficult for water to drain from soft soil foundations, increasing construction difficulty. If not properly addressed during construction, significant safety hazards can arise. Therefore, consolidation treatment of the soft soil foundation is necessary before construction.

[0003] Drainage consolidation is a commonly used method for treating soft soil foundations in engineering. It utilizes drainage piles with a certain bearing capacity and good permeability as drainage channels to accelerate the discharge of foundation water. However, traditional drainage piles are generally made of a single material. While they have good drainage properties, their bearing capacity is lower than that of ordinary pile foundations, resulting in the need for more drainage piles to support the superstructure when constructing buildings on the foundation. This leads to a certain degree of waste in construction resources. In addition, the construction of traditional precast drainage piles usually involves manual labor or conventional machinery. However, in soft soil foundations, the soil often forms plastic piles, making the movement of personnel and machinery inconvenient and potentially posing risks of mechanical subsidence and pile collapse. Therefore, it requires a large amount of manpower and resources to complete the pile construction, and the construction safety is not high. Therefore, it is necessary to develop a new composite drainage pile and construction method to meet the requirements of construction technology. Summary of the Invention

[0004] Purpose of the invention: In order to overcome the shortcomings of the existing technology, the present invention provides a shock-absorbing and energy-dissipating composite drainage pile with greater bearing capacity and better drainage capacity, which can complete the foundation drainage with fewer drainage piles in the same area of ​​soft soil, saving construction costs and social resources, as well as its construction method.

[0005] Technical Solution: To achieve the above objectives, the technical solution adopted by this invention is: a shock-absorbing and energy-dissipating composite drainage pile, comprising:

[0006] The core inside the pile;

[0007] A drainage pipe assembly, disposed at the center of the core of the pile, includes:

[0008] The drainage riser has a drainage hole at the top and a first filter layer at the bottom;

[0009] An inner and outer core tube connection assembly is disposed on the outer side of the pile core, including:

[0010] The continuous inner core tube is a cylindrical structure that is sleeved on the outside of the pile body. Water passage holes are opened on the tube wall of the continuous inner core tube.

[0011] Multiple rotatable inner core tube segments are coaxially sleeved on the outside of the continuous inner core tube, and their height after sleeve is the same as the height of the continuous inner core tube. Multiple partitions are evenly arranged on the outside of the rotatable inner core tube segments along the circumference of the rotatable inner core tube segments.

[0012] A transverse branch pipe is provided on the side wall of the drainage riser. One end of the transverse branch pipe is connected to the drainage riser, and the other end passes through the continuous inner core tube and extends into the gap between the continuous inner core tube and the rotatable inner core tube section. A second filter layer is provided at the end of the transverse branch pipe away from the drainage riser.

[0013] A water-permeable material layer is disposed on the outside of the rotatable inner core tube section;

[0014] Pore ​​water in the soil seeps into the core of the pile through the drainage channels on the side wall or bottom. The pore water at the bottom of the drainage pile is filtered by the first filter layer to remove coarse particles of mud and sand and then enters the drainage riser. The pore water on the side wall of the drainage pile enters the water passage of the continuous rotatable inner core pipe section through the gaps between the upper and lower joints of the rotatable inner core. After being filtered by the second filter layer to remove coarse particles of mud and sand, it enters the drainage riser through the transverse branch pipe.

[0015] In a preferred embodiment of the present invention, the inner core of the pile is a concrete core, and the water-passing material layer is a construction waste filling layer.

[0016] As a preferred embodiment of the present invention: a pile positioning hole is opened in the vertical direction on the pipe wall of the plurality of rotatable inner core tube sections, and a fixing steel bar is inserted in the pile positioning hole.

[0017] On the other hand, a construction method for a shock-absorbing and energy-dissipating composite drainage pile includes the following steps:

[0018] Step 1, pre-excavation of pile body: According to the specific site environment and needs, the positioning through hole is excavated at the pile location where drainage piles need to be installed by manual excavation.

[0019] Step 2, Install the support shell: Insert the lower end of the support shell into the positioning through hole, and manually adjust the verticality of the shell to ensure that the verticality of the support shell is within the construction requirements.

[0020] Step 3, hoisting the excavation components: hoist the excavation components into the support shell from the top and install them;

[0021] Step 4: Start the equipment and excavate downwards until the preset elevation of the bottom of the composite drainage pile is reached;

[0022] Step 5, Enlarged Base Excavation: After completing the excavation of the pile body, continue to excavate downwards to enlarge the bottom layer, which is used to expand the pile base surface;

[0023] Step 6: Remove the excavation components;

[0024] Step 7, filling the bottom: Put the filling material down from the opening at the top of the support shell. After it has covered the bottom layer, insert a vibrating machine to compact it and level the top surface.

[0025] Step 8, Install composite drainage piles: Based on the length of the partition and the inner diameter of the support shell, position the prefabricated composite drainage piles without filling material and place them into the internal space of the support shell, maintaining their verticality.

[0026] Step 9, Fill the space around the pile: Pour in the filling material to fill the gap between the composite drainage pile and the outer shell of the support, forming a water-passing material layer. Remove the fixing steel bars in the positioning hole of the pile body, place a water pump in the drainage hole, and pump the foundation drainage in the drainage riser to the ground.

[0027] Step 10, Remove the support structure: After completing the construction of the shock-absorbing and energy-dissipating composite drainage pile, remove the outer shell of the support.

[0028] In a preferred embodiment of the present invention, the excavation component includes:

[0029] Excavation support frame;

[0030] High-pressure cavitation nozzles are installed at the bottom of the excavation support frame;

[0031] The water injection pipe is installed inside the excavation support frame, with the upper end connected to the surface water pump and the lower end connected to the high-pressure cavitation nozzle.

[0032] An air injection pipe is installed on one side of the water injection pipe. Its upper end is connected to an air pump on the ground, and its lower end is connected to the water injection pipe. The gas is mixed into the water to form the air-containing water body required for the cavitation jet and then output through a high-pressure cavitation nozzle.

[0033] The water pumping pipe is installed in the center of the excavation support frame, with the upper end connected to the water pump and the lower end extending out of the excavation support frame to suck out the mud.

[0034] As a preferred embodiment of the present invention: step 3 specifically involves: pointing the high-pressure cavitation nozzle downwards at the soil to be excavated; connecting the water injection pipe inside the excavation component to the water injection pump on the ground; connecting the air injection pipe to the air injection pump on the ground; and connecting the water pumping pipe to the water pump on the ground.

[0035] As a preferred embodiment of the present invention: step 4 specifically involves: turning on the water injection pump, air injection pump and water pump on the ground, using a high-pressure cavitation nozzle to excavate the soil below, and mixing the excavated soil with the water jet from the nozzle to form slurry, which is then pumped to the ground through a water pumping pipe; the support shell gradually sinks as the soil is excavated.

[0036] As a preferred embodiment of the present invention: in step 5, water to a depth of 0.5m is injected into the support shell before the excavation operation, so that the cavitation jet excavation of the soil is carried out below the water surface.

[0037] Compared with the prior art, the present invention has the following advantages:

[0038] (1) Compared with traditional drainage piles, the present invention has a large bearing capacity due to the continuous inner core pipe and the concrete pile core as the main bearing structure. In addition, the drainage pipe in the inner core and the drainage channel formed by the many gaps in the outer layer of construction waste make the shock-absorbing and energy-dissipating composite drainage pile have better drainage capacity. Under the same area of ​​soft soil, fewer drainage piles can be used to complete the foundation drainage, saving construction costs and social resources.

[0039] (2) The outer shell of the shock-absorbing and energy-dissipating composite drainage pile is formed by filling with construction waste, which reuses waste materials, improves the utilization rate of resources, saves construction costs, and the outer shell of construction waste can form an effective drainage channel in soft soil foundation, thereby improving the drainage speed of the foundation.

[0040] (3) The traditional precast pile construction method is changed and cavitation jet is used for excavation, which improves the excavation efficiency of the soil. During the construction process, the noise is small and there is no soil squeezing effect, which is conducive to the construction. The mud generated during excavation can be transported out of the construction site by pipeline, which is clean, convenient and can effectively improve the construction environment.

[0041] (4) The outer shell of the support structure undertakes the support task of the pile side wall, avoiding pile quality problems caused by the detachment of the pile wall, and has high safety.

[0042] (5) During an earthquake, the shock-absorbing and energy-dissipating composite drainage pile has a diaphragm that can be connected to the inner core pipe section. When the stratum liquefies, the liquefied soil layer pushes the diaphragm to move and consume the energy of the earthquake, thus weakening the impact of the earthquake on the superstructure. Attached Figure Description

[0043] Figure 1 This is a top view of the composite drainage pile after it has been installed;

[0044] Figure 2 This is a cross-sectional view of AA′;

[0045] Figure 3 This is a cross-sectional view of BB';

[0046] Figure 4 This is a detailed drawing of the drainage riser and horizontal branch pipes;

[0047] Figure 5 This is a bottom view of the excavation equipment;

[0048] Figure 6 This is a cross-sectional view of the excavation equipment;

[0049] Figure 7 This is a cross-sectional view of the excavation equipment;

[0050] Figure 8 This is a flowchart of pile construction;

[0051] Figure 9 This is a three-dimensional view of the rotatable inner core tube section and the rotating partition.

[0052] Figure 10 It is a 3D diagram of the drainage riser and horizontal branch pipes;

[0053] Figure 11 It is a 3D diagram of the continuous inner core tube and water passage holes;

[0054] Figure 12 This is a perspective view of the connection between the continuous inner core tube and the drainage system;

[0055] Figure 13 It is a perspective view of the continuous inner core tube and the rotatable inner core tube segment fitting together;

[0056] Figure 14 This is a perspective view of the rotatable inner core tube section after installation.

[0057] The attached diagram is labeled as follows: continuous inner core tube 1-1, rotatable inner core tube section 1-2, partition plate 1-3, pile positioning hole 1-4, water passage hole 1-5, pile inner core 2, drainage hole 3-1, drainage riser 3-2, horizontal branch pipe 3-3, external thread 3-4, internal thread 3-5, first filter layer 3-6, second filter layer 3-7, water passage material layer 4, support shell 5, excavation support frame 6-1, high pressure nozzle 6-2, pumping pipe 6-3, water injection pipe 6-4, and air injection pipe 6-5. Detailed Implementation

[0058] The present invention will be further illustrated below with reference to the accompanying drawings and specific embodiments. It should be understood that these examples are for illustrative purposes only and are not intended to limit the scope of the invention. After reading this invention, any modifications of the invention in various equivalent forms by those skilled in the art will fall within the scope defined by the appended claims.

[0059] Example 1

[0060] like Figure 1 The image shows a shock-absorbing and energy-dissipating composite drainage pile, comprising:

[0061] The core inside the pile;

[0062] A drainage pipe assembly, disposed at the center of the core of the pile, includes:

[0063] The drainage riser has a drainage hole at the top and a first filter layer 3-6 at the bottom.

[0064] An inner and outer core tube connection assembly is disposed on the outer side of the pile core, including:

[0065] The continuous inner core tube 1-1 is a cylindrical structure, which is sleeved on the outside of the pile body. Water passage holes are opened on the tube wall of the continuous inner core tube 1-1.

[0066] Multiple rotatable inner core tube segments 1-2 are coaxially sleeved on the outside of the continuous inner core tube 1-1, and their height after sleeve is the same as the height of the continuous inner core tube 1-1. Multiple partitions 1-3 are evenly arranged around the outside of the rotatable inner core tube segments 1-2.

[0067] A transverse branch pipe 3-3 is provided on the side wall of the drainage riser. One end of the transverse branch pipe 3-3 is connected to the drainage riser, and the other end passes through the continuous inner core tube 1-1 and extends into the gap between the continuous inner core tube 1-1 and the rotatable inner core tube section 1-2. A second filter layer 3-7 is provided at the end of the transverse branch pipe 3-3 away from the drainage riser.

[0068] The water-passing material layer 4 is disposed on the outside of the rotatable inner core tube section 1-2;

[0069] Pore ​​water in the soil seeps into the core of the pile through the drainage channels on the side wall or bottom. The pore water at the bottom of the drainage pile is filtered through the first filter layer 3-6 to remove coarse particles of mud and sand, and then enters the drainage riser. The pore water on the side wall of the drainage pile enters the water passage of the continuous rotatable inner core pipe section 1-2 through the gaps between the upper and lower joints of the rotatable inner core. After being filtered through the second filter layer 3-7 to remove coarse particles of mud and sand, it enters the drainage riser through the transverse branch pipe 3-3.

[0070] The core of the pile is a concrete core, and the water-passing material layer 4 is a construction waste filling layer.

[0071] A pile positioning hole is opened on each of the multiple rotatable inner core tube sections along the vertical direction, and a fixing steel bar is inserted into the pile positioning hole.

[0072] Example 2

[0073] The drainage riser has water passage holes 1-5 at the top, a first filter layer 3-6 at the bottom, and branches on the side.

[0074] The core 2 of the pile body has an enlarged bottom layer;

[0075] The continuous inner core tube 1-1 is a circular cylinder with transverse water passages on its side.

[0076] The rotatable inner core tube section 1-2 is a circular cylinder with a pile positioning hole on its side along the vertical direction;

[0077] Partitions 1-3 are equidistantly arranged on the outer surface of the rotatable inner core tube section 1-2.

[0078] A water-permeable material layer is disposed on the outside of the rotatable inner core tube section 1-2;

[0079] The drainage riser is also provided with a horizontal branch pipe 3-3. One end of the horizontal branch pipe 3-3 is connected to a branch of the drainage riser, and the other end is provided with a second filter layer 3-7 and inserted into the water passage hole of the continuous inner core tube 1-1.

[0080] The shock-absorbing and energy-dissipating composite drainage pile includes a pile core, a drainage pipe system, an inner and outer core pipe connection assembly, and a water-passing material layer 4;

[0081] The drainage pipe system consists of a drainage riser 3-2, a horizontal branch pipe 3-33-3, and a filter layer 3-6. The drainage riser 3-2 has a water passage hole 1-53-1 at the top and a filter layer 3-6 installed at the bottom. It has a branch with external threads 3-4 on the side, which is used to connect with the internal threads 3-5 on the horizontal branch pipe 3-33-3. The filter layer 3-6 is installed at the other end of the horizontal branch pipe 3-33-3.

[0082] The inner and outer core tube connecting assembly consists of a continuous inner core tube 1-1, a rotatable inner core tube segment 1-2, and partitions 1-3. The continuous inner core tube 1-1 is a cylindrical ring with a water passage hole 1-5 on its side. A transverse branch pipe 3-33-3 is inserted into the water passage hole 1-5 and connected to the continuous inner core tube 1-1. The rotatable inner core tube segment 1-2 is sleeved on the outside of the continuous inner core tube 1-1, and the two are only in contact without connection. The rotatable inner core tube segment 1-2 has a water passage hole in the vertical direction as an initial pile positioning hole 1-4, in which a fixing steel bar is inserted before the composite drainage pile is installed. Eight partitions 1-3 are connected to the outer surface of the rotatable inner core tube segment 1-2, and construction waste is filled between the partitions 1-3 to form a construction waste filling layer.

[0083] The core of the pile is formed by pouring concrete to form a concrete core 2, and the water-passing material layer 4 is filled with construction waste to form a construction waste filling layer.

[0084] Example 3

[0085] The excavation component includes:

[0086] Excavation support frame 6-1;

[0087] A high-pressure cavitation nozzle is installed at the bottom of the excavation support frame 6-1;

[0088] The water injection pipe is installed inside the excavation support frame 6-1, with the upper end connected to the surface water pump and the lower end connected to the high-pressure cavitation nozzle.

[0089] An air injection pipe is installed on one side of the water injection pipe. Its upper end is connected to an air pump on the ground, and its lower end is connected to the water injection pipe. The gas is mixed into the water to form the air-containing water body required for the cavitation jet and then output through a high-pressure cavitation nozzle.

[0090] A water pumping pipe is installed at the center of the excavation support frame 6-1. The upper end is connected to a water pump, and the lower end extends out of the excavation support frame 6-1 to suck out mud.

[0091] The drainage riser 3-2 has a side branch with external thread 3-4 for connecting with the internal thread 3-5 on the transverse branch 3-33-3. The other end of the transverse branch 3-33-3 is equipped with a filter layer 3-6.

[0092] The core 2 of the pile is formed by pouring concrete material to form a concrete core, and the water-passing material layer 4 is formed by filling construction waste to form a construction waste filling layer.

[0093] The excavation device utilizing cavitation jets includes a support shell 5 and excavation components;

[0094] The excavation component consists of an excavation support frame 6-1, a high-pressure cavitation nozzle 6-2, a pumping pipe 6-3, a water injection pipe 6-4, and an air injection pipe 6-5. The water injection pipe 6-4 is installed inside the excavation support frame 6-1, with its upper end connected to a surface water pump to provide pressure and water, and its lower end connected to the high-pressure cavitation nozzle 6-2. The air injection pipe 6-5 is installed inside the water injection pipe 6-4, with its upper end connected to a surface air pump and its lower end connected to the water injection pipe 6-4. It mixes gas into the water to form the gas-containing water required for the cavitation jet, and then inputs it into the high-pressure cavitation nozzle 6-2. The pumping pipe 6-3 is installed at the center of the excavation support frame 6-1, with its upper end connected to a pumping pump and its lower end extending out of the excavation support frame 6-1 to suck out mud.

[0095] The outer shell 5 is preferably made of a material with high hardness and is not easily damaged, such as steel or aluminum.

[0096] A construction method for the aforementioned shock-absorbing and energy-dissipating composite drainage pile specifically includes the following steps:

[0097] Step 1, pre-excavation of pile body: According to the specific site environment and requirements, a positioning through hole is excavated at the pile location where drainage piles need to be installed by manual excavation; the positioning hole of the pile body is located on the rotatable inner core tube section 1-2, which is used to restrict the rotation of the rotatable inner core tube section 1-2 before the pile body is installed; this part is due to the length of the partition plate 1-3 being related to the inner diameter of the support shell 5 to determine the position of the positioning pile;

[0098] Step 2, Install the support shell 5: Insert the lower end of the support shell 5 into the positioning hole of the pile body, and manually adjust the verticality of the shell to ensure that the verticality of the support shell 5 is within the construction requirements.

[0099] Step 3, hoisting the excavation component: hoist the excavation component into the support shell 5 from the top and install it. Point the high-pressure cavitation nozzle downwards at the soil to be excavated. Connect the water injection pipe inside the excavation component to the water injection pump on the ground. Connect the air injection pipe to the air injection pump on the ground. Connect the water pumping pipe 6-3 to the water pump on the ground.

[0100] Step 4: Start the equipment and excavate downwards. Turn on the water injection pump, air injection pump and water pump on the ground. Use the high-pressure cavitation nozzle to excavate the soil below and mix the excavated soil with the water jet from the nozzle to form mud. Pump the mud to the ground through the water pipe 6-3. The support shell 5 gradually sinks as the soil is excavated until it reaches the preset elevation of the bottom of the composite drainage pile.

[0101] Step 5, Excavation of the base: Before operation, inject water to a depth of 0.5m into the outer shell of the support 5 so that the cavitation jet excavation of the soil is carried out below the water surface; after the pile body is excavated, continue to excavate downward to expand the base layer to enlarge the pile base surface.

[0102] Step 6: Remove the excavation components;

[0103] Step 7, filling the bottom: Put the filling material down through the opening at the top of the support shell 5. After it has covered the bottom layer, insert a vibrating machine to compact it and level the upper surface.

[0104] Step 8, Install composite drainage piles: Based on the length of partition 1-3 and the inner diameter of the support shell 5, position the prefabricated composite drainage piles without filling material and place them into the internal space of the support shell 5, maintaining their verticality; Step 9, Fill the space around the piles: Pour filling material to fill the gap between the composite drainage piles and the support shell 5, forming a water-passing material layer 4, remove the fixing steel bars from the positioning holes of the piles, place a water pump in the water-passing holes 1-5, and pump the drainage from the foundation of the drainage riser to the ground;

[0105] Step 10, Remove the support structure: After completing the construction of the shock-absorbing and energy-dissipating composite drainage pile, remove the outer shell of the support structure 5.

[0106] How the drainage piles work after installation:

[0107] The vibration-damping and energy-dissipating composite drainage pile functions in two stages after installation:

[0108] The first stage is the foundation drainage and consolidation stage. During this stage, as pore water is discharged, the effective stress in the soil gradually increases, causing the foundation to settle and its strength to improve, thus improving the construction conditions of the site. Its working principle is as follows: The pile sidewalls and bottom are filled with a layer made of construction waste, containing numerous voids forming drainage channels. Pore water seeps from these channels into the pile core. At the bottom, it passes through the first filter layer 3-6, which filters coarse particles of silt, allowing the pore water to enter the drainage riser. From the sidewalls, it enters the continuous rotatable inner core pipe section 1-2 through the gaps between the upper and lower joints of the rotatable pile core. The second filter layer 3-7 filters coarse particles of silt, allowing the pore water to enter the drainage riser through the transverse branch pipe 3-3. Finally, a water pump is used to extract the pore water from the opening at the top of the pile, completing the drainage of pore water from the foundation and consolidating the foundation soil to increase its strength.

[0109] The second stage is the earthquake damping and energy dissipation stage. During this stage, the earthquake compacts the foundation soil, causing a sharp increase in pore water pressure. Within the brief duration of the earthquake, this rapidly rising pore water pressure cannot dissipate quickly enough, reducing effective stress. When the effective stress completely disappears, soil particles are partially or completely suspended. At this point, the soil's shear strength is zero, creating a "liquid" phenomenon, causing the soil to transition from a solid to a fluid state, resulting in significant damage. Therefore, it is necessary to accelerate the drainage of pore water during its accumulation to maintain pore water pressure balance and prevent soil liquefaction. Furthermore, earthquakes are usually accompanied by ground movement, causing lateral displacement of the foundation and damage to the superstructure. Therefore, piles are needed to limit the lateral displacement of the foundation soil. Their working principle is the same as the drainage and consolidation principle in the first stage, achieving the effect of damping and resisting ground liquefaction. In addition, when the stratum is displaced laterally, the partition plate 1-3 connected to the rotatable inner core tube section 1-2 on the pile body will hinder the lateral displacement of the construction waste filling layer 4, and since the rotatable inner core tube section 1-2 is sleeved with the continuous inner core tube 1-1, it will not generate a large bending moment on the pile body, thus playing a role in energy dissipation.

[0110] The above description is only a preferred embodiment of the present invention. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the principle of the present invention, and these improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A shock-absorbing and energy-dissipating composite drainage pile, characterized in that, include: The core inside the pile; A drainage pipe assembly, disposed at the center of the core of the pile, includes: The drainage riser has a drainage hole at the top and a first filter layer at the bottom; An inner and outer core tube connection assembly is disposed on the outer side of the pile core, including: The continuous inner core tube is a cylindrical structure that is sleeved on the outside of the pile body. Water passage holes are opened on the tube wall of the continuous inner core tube. Multiple rotatable inner core tube segments are coaxially sleeved on the outside of the continuous inner core tube, and their height after sleeve is the same as the height of the continuous inner core tube. Multiple partitions are evenly arranged on the outside of the rotatable inner core tube segments along the circumference of the rotatable inner core tube segments. A transverse branch pipe is provided on the side wall of the drainage riser. One end of the transverse branch pipe is connected to the drainage riser, and the other end passes through the continuous inner core tube and extends into the gap between the continuous inner core tube and the rotatable inner core tube section. A second filter layer is provided at the end of the transverse branch pipe away from the drainage riser. A water-permeable material layer is disposed on the outside of the rotatable inner core tube section; Pore ​​water in the soil seeps into the core of the pile through the drainage channels on the side wall or bottom. The pore water at the bottom of the drainage pile is filtered by the first filter layer to remove coarse particles of mud and sand and then enters the drainage riser. The pore water on the side wall of the drainage pile enters the water passage of the continuous rotatable inner core pipe section through the gaps between the upper and lower joints of the rotatable inner core. After being filtered by the second filter layer to remove coarse particles of mud and sand, it enters the drainage riser through the transverse branch pipe.

2. The shock-absorbing and energy-dissipating composite drainage pile according to claim 1, characterized in that, The core of the pile is a concrete core, and the water-passing material layer is a construction waste filling layer.

3. The shock-absorbing and energy-dissipating composite drainage pile according to claim 1, characterized in that, A pile positioning hole is opened vertically on the wall of each of the rotatable inner core tube segments, and a fixing steel bar is inserted into the pile positioning hole.

4. A construction method for a shock-absorbing and energy-dissipating composite drainage pile according to any one of claims 1-3, characterized in that, Includes the following steps: Step 1, pre-excavation of pile body: According to the specific site environment and needs, the positioning through hole is excavated at the pile location where drainage piles need to be installed by manual excavation. Step 2, Install the support shell: Insert the lower end of the support shell into the positioning through hole, and manually adjust the verticality of the shell to ensure that the verticality of the support shell is within the construction requirements. Step 3, hoisting the excavation components: hoist the excavation components into the support shell from the top and install them; Step 4: Start the equipment and excavate downwards until the preset elevation of the bottom of the composite drainage pile is reached; Step 5, Enlarged Base Excavation: After completing the excavation of the pile body, continue to excavate downwards to enlarge the bottom layer, which is used to expand the pile base surface; Step 6: Remove the excavation components; Step 7, filling the bottom: Put the filling material down from the opening at the top of the support shell. After it has covered the bottom layer, insert a vibrating machine to compact it and level the top surface. Step 8, Install composite drainage piles: Based on the length of the partition and the inner diameter of the support shell, position the prefabricated composite drainage piles without filling material and place them into the internal space of the support shell, maintaining their verticality. Step 9, Fill the space around the pile: Pour in the filling material to fill the gap between the composite drainage pile and the outer shell of the support, forming a water-passing material layer. Remove the fixing steel bars in the positioning hole of the pile body, place a water pump in the drainage hole, and pump the foundation drainage in the drainage riser to the ground. Step 10, Remove the support structure: After completing the construction of the shock-absorbing and energy-dissipating composite drainage pile, remove the outer shell of the support.

5. The construction method of the shock-absorbing and energy-dissipating composite drainage pile according to claim 4, characterized in that, The excavation component includes: Excavation support frame; High-pressure cavitation nozzles are installed at the bottom of the excavation support frame; The water injection pipe is installed inside the excavation support frame, with the upper end connected to the surface water pump and the lower end connected to the high-pressure cavitation nozzle. An air injection pipe is installed on one side of the water injection pipe. Its upper end is connected to an air pump on the ground, and its lower end is connected to the water injection pipe. The gas is mixed into the water to form the air-containing water body required for the cavitation jet and then output through a high-pressure cavitation nozzle. The water pumping pipe is installed in the center of the excavation support frame, with the upper end connected to the water pump and the lower end extending out of the excavation support frame to suck out the mud.

6. The construction method of the shock-absorbing and energy-dissipating composite drainage pile according to claim 5, characterized in that, Step 3 specifically involves: pointing the high-pressure cavitation nozzle downwards at the soil to be excavated; connecting the water injection pipe inside the excavation component to the water injection pump on the ground; connecting the air injection pipe to the air injection pump on the ground; and connecting the water pumping pipe to the water pump on the ground.

7. The construction method of the shock-absorbing and energy-dissipating composite drainage pile according to claim 6, characterized in that, Step 4 specifically involves: turning on the water injection pump, air injection pump, and water pump on the ground; using a high-pressure cavitation nozzle to excavate the soil below; mixing the excavated soil with the water jet from the nozzle to form a slurry; and pumping the slurry to the ground through a water pipe. The outer support shell gradually sinks as the soil is excavated.

8. The construction method of the vibration-damping and energy-dissipating composite drainage pile according to claim 7, characterized in that, In step 5, water is injected into the support shell to a depth of 0.5m before the excavation operation, so that the cavitation jet excavation of the soil is carried out below the water surface.

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