Tubular pile anti-burst structure for hard rock geology and construction method of tubular pile anti-burst structure

Abstract

The invention discloses a hard rock geological tubular pile anti-burst structure and a construction method thereof. The anti-burst structure comprises an energy consumption reinforcing ring, a post-pouring reinforcing body and a construction measurement and control assembly. The energy consumption reinforcing ring with the double-layer corrugated steel plate stiffening ribs is arranged between the pile end and the pile tip, so that when the tubular pile penetrates through the hard rock geology during construction, the second stiffening ribs and the first stiffening ribs of the energy consumption reinforcing ring sequentially enter a yield state before a tubular pile body, and therefore a mechanism for dissipating hammering energy in a gradient mode is formed; the problem of burst damage caused by excessive concentration of stress of the reinforced concrete structure of the pile body is effectively avoided, and the energy-consumption anti-explosion protection mechanism is also suitable for the geology of oblique rock; the construction method comprises the steps of pile sinking process test, manufacturing and mounting of the energy consumption reinforcing ring, pile sinking operation and measurement and control of the pile sinking operation, post-pouring reinforcing operation, detection of a post-pouring reinforcing body and tubular pile re-driving. A three-level early warning mechanism and a corresponding construction control method are formed by monitoring the hammering force of the pile body and the strain of the second stiffening rib and the strain of the first stiffening rib.

Description

Technical Field

[0001] The present invention belongs to the technical field of infrastructure protection, and relates to an explosion-proof structure for pipe piles in hard rock geology and a construction method thereof. Background Art

[0002] Pre-stressed reinforced concrete pipe piles are widely used in building foundation engineering due to their advantages such as fast construction speed, high bearing capacity, and relatively low cost. However, when constructing pipe piles in hard rock geological conditions, problems of pipe pile explosion and rupture often occur, that is, the pipe pile structure suddenly cracks due to excessive stress and forms a rupture opening, which is a structural failure problem. The high strength and inhomogeneity of hard rock geology make the reaction force on the pipe pile during the pile driving process too large and unevenly distributed. Especially, the pile tip and pile end parts bear huge pressures and are extremely prone to explosion and rupture due to stress concentration. At the same time, the middle and lower parts of the pile body are subjected to the combined action of various forces such as the self-weight of the pile body, pile driving pressure, pile end resistance, and pile side friction resistance during the pile driving process, and will bear large compressive stress, tensile stress, and shear stress. The complex stress condition makes the middle and lower parts of the pile body also become a weak area prone to explosion and rupture. In addition, existing pipe pile construction methods mostly rely on large-energy impact hammers or static pressure equipment to force the pile driving. When there are quality defects in the pile body reinforced concrete, stress concentration is likely to occur under the construction load, thereby inducing explosion and rupture of the pile body.

[0003] In view of the explosion and rupture problems of pre-stressed reinforced concrete pipe piles during construction through hard rock geology, the commonly used countermeasures at present include: 1) increasing the pipe pile diameter or wall thickness, that is, improving the explosion-proof performance by increasing the cross-sectional area of the pile body; 2) increasing the concrete strength grade to improve the strength of the pile body; 3) reducing the pile driving resistance by pre-drilling. Although the above countermeasures for explosion and rupture can improve the crack resistance of the pipe pile to a certain extent or reduce the pile body stress during construction, the explosion-proof effect is limited and will lead to a significant increase in construction costs, and no targeted measures are taken to effectively avoid pipe pile explosion on the premise of fully considering the characteristics of hard rock geology. Therefore, there is an urgent need for a pipe pile explosion-proof structure and a construction method thereof that can effectively prevent explosion and rupture of pipe piles during construction in hard rock geology and at the same time take into account economy and construction convenience. Summary of the Invention

[0004] Aiming at the deficiencies of the prior art, the present invention provides an explosion-proof structure for pipe piles in hard rock geology and a construction method thereof, which are applicable to the explosion-proof and rupture problems of precast reinforced concrete pipe piles during construction through hard rock geology, and provide a technical solution that combines structural optimization and construction process improvement, which is beneficial to improving the safety, reliability, economy, and efficiency of pipe pile construction.

[0005] The first aspect of the present application discloses an explosion-proof structure for pipe piles in hard rock geology, which includes an energy-consuming strengthening ring, a post-cast strengthening body, and a construction measurement and control component; the energy-consuming strengthening ring is located below the end of the pipe pile and above the cross plate of the pile tip, and includes an upper ring plate, a first stiffening rib, a middle ring plate, a second stiffening rib, a steel sleeve hoop, and a lower sealing plate; the upper ring plate is connected to the lower part of the end of the pipe pile in a matching manner; the first stiffening rib is located below the upper ring plate and is composed of several corrugated steel plates, which are symmetrically distributed along the axis of the pipe pile and are tightly connected to the upper ring plate; the middle ring plate is located below the first stiffening rib and is tightly connected to the first stiffening rib; the second stiffening rib is located below the middle ring plate and is composed of several corrugated steel plates and is tightly connected to the middle ring plate; the steel sleeve hoop is located outside the first stiffening rib and the second stiffening rib and is tightly connected to the upper ring plate, the first stiffening rib, and the second stiffening rib; the lower sealing plate is located between the second stiffening rib and the cross plate of the pile tip, separating the post-cast strengthening body from the cross plate of the pile tip.

[0006] Preferably, both the upper ring plate and the middle ring plate have the same cross-sectional shape as the end of the pipe pile.

[0007] Preferably, the post-cast strengthening body is a bearing strengthening body formed by pouring a modified glue material into the internal cavity of the pipe pile and the energy-consuming strengthening ring; the modified glue material includes nano-silica, basalt fiber, and a sulphoaluminate cement matrix.

[0008] Preferably, the construction measurement and control component includes a fiber Bragg grating sensor, a sonic detection tube, and a construction control central system; the fiber Bragg grating sensor is installed on the pile body, the first stiffening rib, and the second stiffening rib, the sonic detection tube is installed inside the post-cast strengthening body, and the construction control central system is installed on the construction equipment.

[0009] Preferably, the number and thickness of the corrugated steel plates of the first stiffening rib and the second stiffening rib are selected according to the results of the pile driving process test; among them, the number and thickness of the corrugated steel plates of the first stiffening rib are selected according to the condition that the corrugated steel plates just enter the yield state when the hammering force on the pile body reaches 90% of the critical value of the hammering force, and the number and thickness of the corrugated steel plates of the second stiffening rib are selected according to the condition that the corrugated steel plates just enter the yield state when the hammering force on the pile body reaches 80% of the critical value of the hammering force.

[0010] Preferably, the component connection process of the energy-consuming strengthening ring adopts friction welding and self-locking bolt connection.

[0011] The second aspect of the present application discloses a construction method for an explosion-proof structure of a pipe pile in hard rock geology, which includes the following steps:

[0012] S100, Piling Process Test: Before the formal piling construction, first conduct the piling process test. According to the test results, determine the critical value of the hammering force [P] when the pipe pile in the hard rock geology bursts and fails, and determine the quantity and thickness of the corrugated steel plates of the first stiffening rib and the second stiffening rib respectively;

[0013] S200, Fabrication and Installation of the Energy Dissipation Reinforcing Ring: After the energy dissipation reinforcing ring is fabricated in the factory, it is transported to the piling construction site, and the pile tip cross plate, the energy dissipation reinforcing ring and the pipe pile are reliably connected at the piling construction site;

[0014] S300, Piling Operation and Its Measurement and Control: Use the hammer-driven piling process for piling operation; during the piling operation, obtain the strain at different depths of the pile body in real time through the fiber Bragg grating sensor, and then convert it to obtain the stress and hammering force at different depths of the pile body; at the same time, obtain the strain of the first stiffening rib and the second stiffening rib in real time through the fiber Bragg grating sensor, and then judge whether the first stiffening rib and the second stiffening rib enter the yield state; subsequently, control the piling operation through the construction control central system;

[0015] S400, Post-Pouring Strengthening Operation: After the piling operation is terminated, insert the acoustic detection tube into the pipe pile, then pour the modified glue material into the internal cavities of the pipe pile and the energy dissipation reinforcing ring, and then inject water into the modified glue material in stages through the conduit; apply pressure to the pipe pile through the construction equipment during the water injection until the modified glue material begins to set;

[0016] S500, Detection of the Post-Poured Reinforcing Body: The post-poured reinforcing body is formed after the modified glue material finally sets; when the post-poured reinforcing body reaches the expected strength, conduct acoustic transmission method detection on the post-poured reinforcing body through the acoustic detection tube to obtain the density index of the post-poured reinforcing body;

[0017] S600, Re-Hammering of the Pipe Pile: After standing for a period of time, conduct re-hammering operation on the pipe pile to verify whether the pipe pile and the post-poured reinforcing body meet the expected bearing capacity requirements.

[0018] Preferably, in step S300, when neither the first stiffening rib nor the second stiffening rib enters the yield state, the hammering force P satisfies the following expression:

[0019]

[0020] where, W is the weight of the drop hammer, H is the height of the drop hammer, L is the length of the pipe pile, E is the elastic modulus of the pile body, A is the cross-sectional area of the pile body, K 1 is the vertical stiffness of the first stiffening rib, K 2 is the vertical stiffness of the second stiffening rib, and [P] is the critical value of the hammering force determined according to the piling process test;

[0021] If the measured and converted hammering force P obtained through the fiber Bragg grating sensor is greater than 80% of the critical value of the hammering force [P], the third-level warning is triggered through the construction control central system and the pile driving operation is stopped. The pile driving operation can be restarted only after evaluating whether to adjust the weight and height of the dropped hammer.

[0022] Preferably, in step S300, when it is determined that the second stiffening rib has entered the yield state and the first stiffening rib has not entered the yield state, the second-level warning is triggered through the construction control central system, and the hammering frequency of the construction equipment is reduced; when it is determined that both the second stiffening rib and the first stiffening rib have entered the yield state, the first-level warning and the pile driving operation are stopped through the construction control central system, and it is evaluated whether to terminate the pile driving operation.

[0023] Preferably, in step S400, the modified gluing material after water injection is monitored by an infrared thermal imager, and the time and water injection volume of staged water injection are determined according to the surface temperature change of the modified gluing material.

[0024] Compared with the prior art, the beneficial effects of the present invention are as follows: Aiming at the burst failure problem during the construction of precast reinforced concrete pipe piles when passing through hard rock geology, a pipe pile explosion-proof structure for hard rock geology and its construction method are proposed. The explosion-proof structure includes an energy dissipation strengthening ring, a post-cast strengthening body, and a construction measurement and control component; among them, by arranging an energy dissipation strengthening ring with double-layer corrugated steel plate stiffening ribs between the pile end and the pile tip, when the pipe pile passes through hard rock geology during construction, the second stiffening rib and the first stiffening rib of the energy dissipation strengthening ring enter the yield state in sequence prior to the pile body of the pipe pile, thereby forming a mechanism for gradient dissipation of hammering energy, effectively avoiding the problem of burst failure caused by excessive stress concentration in the reinforced concrete structure of the pile body; at the same time, compared with the traditional single-stage energy dissipation mechanism, the gradient energy dissipation mechanism enables the stress wave energy generated by the hammering force to be gradually "peaked and valley-filled", significantly reducing the intensity of the stress wave reflected at the pile end; compared with ordinary steel plates, the use of corrugated steel plates can improve the overall stability of the stiffening ribs and prevent the overall instability of the steel plates from causing the failure of the energy dissipation mechanism; the component connection of the energy dissipation strengthening ring adopts double fixation of friction welding and self-locking bolts, which can provide additional friction energy dissipation; the internal cavity between the energy dissipation strengthening ring and the lower end of the pipe pile is filled with a post-cast strengthening body to make up for the bearing capacity loss after the energy dissipation strengthening ring enters the yield state; the construction method includes a pile driving process test, the production and installation of the energy dissipation strengthening ring, pile driving operation and its measurement and control, post-cast strengthening operation, detection of the post-cast strengthening body, and re-driving of the pipe pile; among them, the critical value of the hammering force and the layout scheme of the stiffening ribs are obtained through the pile driving process test; through the monitoring of the hammering force on the pile body, the strains of the second stiffening rib and the first stiffening rib, a three-level warning mechanism and corresponding construction control methods are formed. Description of the Drawings

[0025] Figure 1 It is a schematic cross-sectional view of the explosion-proof structure of the pipe pile in hard rock geology of the present invention;

[0026] Figure 2 It is a top view schematic diagram of the first stiffening rib of the energy-consuming strengthening ring shown in the embodiment of the present invention;

[0027] Figure 3 It is a top view schematic diagram of the second stiffening rib of the energy-consuming strengthening ring shown in the embodiment of the present invention;

[0028] Figure 4 It is a flow chart of the construction method of the explosion-proof structure of the pipe pile in hard rock geology of the present invention;

[0029] Reference numerals: 10 - energy-consuming strengthening ring, 11 - upper ring plate, 12 - first stiffening rib, 13 - steel sleeve hoop, 14 - middle ring plate, 15 - second stiffening rib, 16 - lower sealing plate, 21 - post-cast strengthening body, 31 - acoustic detection tube, 41 - pipe pile, 42 - pile tip cross plate. Detailed implementation manners

[0030] The following further describes the implementation manners of the present invention in more detail with reference to the drawings and reference numerals, so that those skilled in the art can implement it after studying this specification. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0031] The first aspect of the present application discloses a kind of explosion-proof structure of the pipe pile in hard rock geology as Figures 1-3 shown, including an energy-consuming strengthening ring 10, a post-cast strengthening body 21 and a construction measurement and control component; the energy-consuming strengthening ring 10 is located below the end of the pipe pile 41 and above the pile tip cross plate 42, and includes an upper ring plate 11, a first stiffening rib 12, a middle ring plate 14, a second stiffening rib 15, a steel sleeve hoop 13 and a lower sealing plate 16; the upper ring plate 11 is connected in a matching manner below the end of the pipe pile; the first stiffening rib 12 is located below the upper ring plate 11 and is composed of a plurality of corrugated steel plates, which are symmetrically distributed about the axis of the pipe pile and are tightly connected to the upper ring plate 11; the middle ring plate 14 is located below the first stiffening rib 12 and is tightly connected to the first stiffening rib 12; the second stiffening rib 15 is located below the middle ring plate 14 and is composed of a plurality of corrugated steel plates and is tightly connected to the middle ring plate 14; the steel sleeve hoop is located outside the first stiffening rib 12 and the second stiffening rib 15 and is tightly connected to the upper ring plate 11, the first stiffening rib 12 and the second stiffening rib 15; the lower sealing plate 16 is located between the second stiffening rib 15 and the pile tip cross plate, separating the post-cast strengthening body 21 from the pile tip cross plate.

[0032] In specific implementation, the cross-sectional shapes of the upper ring plate 11 and the middle ring plate 14 are the same as that of the end of the pipe pile.

[0033] In specific implementation, the post-cast strengthening body 21 is a bearing strengthening body formed by pouring a modified glue material into the inner cavities of the pipe pile and the energy dissipation strengthening ring 10; the modified glue material includes nano-silica, basalt fiber and a sulfoaluminate cement matrix.

[0034] In specific implementation, the construction measurement and control assembly includes a fiber Bragg grating sensor, a sonic detection tube 31 and a construction control central system; the fiber Bragg grating sensor is installed on the pile body, the first stiffening rib 12 and the second stiffening rib 15, the sonic detection tube 31 is installed inside the post-cast strengthening body 21, and the construction control central system is installed on the construction equipment.

[0035] In specific implementation, the number and thickness of the corrugated steel plates of the first stiffening rib 12 and the second stiffening rib 15 are selected according to the results of the pile driving process test; among them, the number and thickness of the corrugated steel plates of the first stiffening rib 12 are selected according to the condition that the corrugated steel plates just enter the yield state when the hammering force on the pile body reaches 90% of the critical value of the hammering force, and the number and thickness of the corrugated steel plates of the second stiffening rib 15 are selected according to the condition that the corrugated steel plates just enter the yield state when the hammering force on the pile body reaches 80% of the critical value of the hammering force.

[0036] In specific implementation, the component connection process of the energy dissipation strengthening ring 10 adopts friction welding and self-locking bolt connection.

[0037] The second aspect of the present application discloses a construction method for an explosion-proof structure of a pipe pile in hard rock geology as Figure 4 shown, including the following steps:

[0038] S100. Pile driving process test: Before the formal pile driving construction, first carry out the pile driving process test, determine the critical value [P] of the hammering force when the pipe pile in hard rock geology undergoes explosive failure according to the test results, and determine the number and thickness of the corrugated steel plates of the first stiffening rib 12 and the second stiffening rib 15 respectively;

[0039] S200. Fabrication and installation of the energy dissipation strengthening ring: After the energy dissipation strengthening ring 10 is fabricated in the factory, it is transported to the pile driving construction site, and reliable connection is carried out on the pile tip cross plate 42, the energy dissipation strengthening ring 10 and the pipe pile 41 at the pile driving construction site;

[0040] S300, Pile Driving Operation and Its Measurement and Control: The pile driving operation is carried out using the hammer-driven pile driving process; during the pile driving operation, the strain at different depths of the pile body is obtained in real time through the fiber Bragg grating sensor, and then the stress and hammering force at different depths of the pile body are calculated; at the same time, the strain of the first stiffening rib 12 and the second stiffening rib 15 is obtained in real time through the fiber Bragg grating sensor, and then it is judged whether the first stiffening rib 12 and the second stiffening rib 15 enter the yield state; subsequently, the pile driving operation is controlled through the construction control central system;

[0041] S400, Post-Pouring Strengthening Operation: After the pile driving operation is terminated, the acoustic detection tube 31 is inserted into the pipe pile, and then the modified glue material is poured into the internal cavities of the pipe pile 41 and the energy-consuming strengthening ring 10, and then water is injected into the modified glue material in stages through the conduit; during the water injection, pressure is applied to the pipe pile through the construction equipment until the modified glue material starts to set;

[0042] S500, Detection of the Post-Poured Strengthening Body: The post-poured strengthening body 21 is formed after the modified glue material finally sets; when the post-poured strengthening body 21 reaches the expected strength, the acoustic transmission method is used to detect the post-poured strengthening body 21 through the acoustic detection tube 31 to obtain the density index of the post-poured strengthening body 21;

[0043] S600, Re-driving of the Pipe Pile: After a period of static settlement, the pipe pile 41 is re-driven to verify whether the pipe pile 41 and the post-poured strengthening body 21 meet the expected bearing capacity requirements.

[0044] In the specific implementation, in step S300, when neither the first stiffening rib 12 nor the second stiffening rib 15 enters the yield state, the hammering force P satisfies the following expression:

[0045]

[0046] where W is the weight of the drop hammer, H is the height of the drop hammer, L is the length of the pipe pile, E is the elastic modulus of the pile body, A is the cross-sectional area of the pile body, K 1 is the vertical stiffness of the first stiffening rib, K 2 is the vertical stiffness of the second stiffening rib, and [P] is the critical value of the hammering force determined according to the pile driving process test;

[0047] If the hammering force P measured and calculated through the fiber Bragg grating sensor is greater than 80% of the critical value [P] of the hammering force, the third-level warning is triggered through the construction control central system and the pile driving operation is stopped, and the pile driving operation can be restarted only after evaluating whether to adjust the weight and height of the drop hammer;

[0048] Under typical working conditions, the critical value of the hammering force [P] determined according to the pile driving process test is 1560 kN, the weight of the drop hammer W is 55 kN, the height of the drop hammer H is 0.5 m, the length of the pipe pile L is 21.9 m, the elastic modulus E of the pile body is 3×10 7 kPa, and the cross-sectional area A of the pile body is 0.04147 m 2 , and the vertical stiffness K 1 of the first stiffening rib is 7×10 6 kN / m, and the vertical stiffness K 2 of the second stiffening rib is 6×10 6 kN / m. Then, the hammering force P is calculated according to Equation (1) as follows:

[0049]

[0050] When the pipe pile passes through hard rock formations with high and uneven strength, factors such as possible pile body quality defects and complex stress conditions during construction are likely to cause the measured and converted hammering force P to be greater than 80% of the critical value of the hammering force [P]. At this time, the reasons for triggering the third-level warning should be evaluated.

[0051] In specific implementation, in step S300, when it is determined that the second stiffening rib 15 has entered the yield state and the first stiffening rib 12 has not entered the yield state, the second-level warning is triggered through the construction control center system, and the hammering frequency of the construction equipment is reduced; when it is determined that both the second stiffening rib 15 and the first stiffening rib 12 have entered the yield state, the first-level warning and the pile driving operation are stopped through the construction control center system, and it is evaluated whether to terminate the pile driving operation.

[0052] In specific implementation, in step S400, the modified gluing material after water injection is monitored by an infrared thermal imager, and the time and water injection volume of staged water injection are determined according to the surface temperature change of the modified gluing material.

[0053] It can be seen that by setting an energy-dissipating reinforcement ring with double-layer corrugated steel stiffeners between the pile end and the pile tip, when the pipe pile passes through the hard rock geology during construction, the second stiffener and the first stiffener of the energy-dissipating reinforcement ring enter the yield state in sequence prior to the pile body of the pipe pile, thus forming a mechanism for gradient dissipation of hammering energy, effectively avoiding the problem of burst failure caused by excessive stress concentration in the reinforced concrete structure of the pile body; at the same time, compared with the traditional single-stage energy-dissipating mechanism, the gradient energy-dissipating mechanism enables the stress wave energy induced by the hammering force to be "peaked and valley-filled" step by step, significantly reducing the intensity of the stress wave reflected at the pile end; compared with ordinary steel plates, the use of corrugated steel plates can improve the overall stability of the stiffeners and prevent the overall instability of the steel plates from causing the failure of the energy-dissipating mechanism; the component connection of the energy-dissipating reinforcement ring adopts double fixation of friction welding and self-locking bolts, which can provide additional friction energy-dissipating effect; by filling the internal cavity between the energy-dissipating reinforcement ring and the lower end of the pipe pile with a post-cast reinforcement body, the bearing capacity loss after the energy-dissipating reinforcement ring enters the yield state is compensated; the critical value of the hammering force is obtained through the pile driving process test and the layout scheme of the stiffeners is determined; through the monitoring of the hammering force on the pile body, the strains of the second stiffener and the first stiffener, a three-level early warning mechanism and corresponding construction control methods are formed.

[0054] The above are one or more embodiments of the present invention, and the description thereof is relatively specific and detailed, but it should not be construed as a limitation to the scope of the present invention. It should be noted that for those of ordinary skill in the art, without departing from the concept of the present invention, several modifications and improvements can still be made, and these all belong to the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the appended claims.

Claims

1. A hard rock geological pipe pile anti-burst structure, characterized in that: It includes an energy-absorbing reinforcement ring, a post-cast reinforcement body and a construction measurement and control component; the energy-absorbing reinforcement ring is located below the end of the pipe pile and above the pile tip cross plate, and includes an upper ring plate, a first stiffening rib, a middle ring plate, a second stiffening rib, a steel sleeve and a lower sealing plate; the upper ring plate is matched and connected below the end of the pipe pile; the first stiffening rib is located below the upper ring plate, is composed of a plurality of corrugated steel plates, is centrally symmetrically distributed along the axis of the pipe pile, and is tightly connected with the upper ring plate; the middle ring plate is located below the first stiffening rib, is tightly connected with the first stiffening rib; the second stiffening rib is located below the middle ring plate, is composed of a plurality of corrugated steel plates, and is tightly connected with the middle ring plate; the steel sleeve is located on the outside of the first stiffening rib and the second stiffening rib, and is tightly connected with the upper ring plate, the first stiffening rib and the second stiffening rib; the lower sealing plate is located between the second stiffening rib and the pile tip cross plate, and separates the post-cast reinforcement body from the pile tip cross plate.

2. The hard rock geological pipe pile anti-burst structure according to claim 1, characterized in that: The upper ring plate and the middle ring plate are both consistent with the cross-sectional shape of the end of the pipe pile.

3. The hard rock geological pipe pile anti-burst structure according to claim 1, characterized in that: The post-cast reinforcement body is a reinforcement body with bearing capacity formed by pouring modified bonding material into the internal cavity of the pipe pile and the energy-absorbing reinforcement ring; the modified bonding material includes nano-silicon dioxide, basalt fiber and sulphoaluminate cement matrix.

4. The hard rock geological pipe pile anti-burst structure according to claim 1, characterized in that: The construction measurement and control component includes a fiber optic Bragg grating sensor, an acoustic wave detection tube and a construction control central system; the fiber optic Bragg grating sensor is installed on the pile body and the first stiffening rib and the second stiffening rib, the acoustic wave detection tube is installed inside the post-cast reinforcement body, and the construction control central system is installed on the construction equipment.

5. The hard rock geological pipe pile anti-burst structure according to claim 1, characterized in that: The number and thickness of the corrugated steel plates of the first stiffening ribs and the second stiffening ribs are selected based on the results of the pile driving process test; wherein, the number and thickness of the corrugated steel plates of the first stiffening ribs are selected based on the condition that the corrugated steel plates just enter a yield state when the hammer force applied to the pile body reaches 90% of the critical value of the hammer force, and the number and thickness of the corrugated steel plates of the second stiffening ribs are selected based on the condition that the corrugated steel plates just enter a yield state when the hammer force applied to the pile body reaches 80% of the critical value of the hammer force.

6. The hard rock geological pipe pile anti-burst structure according to claim 1, characterized in that: The component connection process of the energy dissipation reinforcement ring adopts friction welding and self-locking bolt connection.

7. A construction method for a hard rock geological pipe pile explosion-proof structure, characterized in that: For a hard rock geological pipe pile anti-cracking structure as claimed in any one of claims 1 to 6, the construction method comprises the following steps: S100, pile driving process test: before the formal pile driving construction, firstly carry out the pile driving process test, and determine the critical value [P] of the hammer force when the hard rock geological pipe pile is burst and damaged according to the test results, and determine the number and thickness of the corrugated steel plates of the first stiffening rib and the second stiffening rib respectively; S200, production and installation of energy-absorbing reinforcement rings: after being produced in the factory, the energy-absorbing reinforcement rings are transported to the pile-sinking construction site, and the pile tip cross plate, the energy-absorbing reinforcement rings and the pipe piles are reliably connected at the pile-sinking construction site; S300, pile driving operation and its measurement and control: pile driving operation is performed by using a hammer pile driving process; during the pile driving operation, the strain at different depths of the pile body is obtained in real time by using the fiber grating sensor, and then the stress and hammer force at different depths of the pile body are converted; at the same time, the strain of the first stiffening rib and the second stiffening rib is obtained in real time by using the fiber grating sensor, and then it is determined whether the first stiffening rib and the second stiffening rib enter a yield state; then the pile driving operation is controlled by the construction control central system; S400, post-casting reinforcement operation: after the pile sinking operation is terminated, the acoustic wave detection tube is inserted into the pipe pile, and then the modified adhesive material is poured into the internal cavity of the pipe pile and the energy-absorbing reinforcement ring, and then water is injected into the modified adhesive material in stages through the guide tube; during the water injection, pressure is applied to the pipe pile through the construction equipment until the modified adhesive material undergoes initial setting; S500, testing of the post-cast reinforcement body: the post-cast reinforcement body is formed after the modified adhesive material is finally set; when the post-cast reinforcement body reaches the expected strength, the post-cast reinforcement body is tested by the acoustic wave transmission method through the acoustic wave detection tube to obtain the density index of the post-cast reinforcement body; S600, Pipe pile re-driving: After a period of rest, the pipe piles are re-driven to verify whether the pipe piles and post-cast reinforcements meet the expected bearing capacity requirements.

8. The construction method of a hard rock geological pipe pile explosion-proof structure according to claim 7, characterized in that: In step S300, when the first stiffening rib and the second stiffening rib are not in the yield state, the hammer force P satisfies the following expression: Wherein, W is the weight of the drop hammer, H is the height of the drop hammer, L is the length of the pile, E is the elastic modulus of the pile body, A is the cross-sectional area of ​​the pile body, K1 is the vertical stiffness of the first stiffening rib, K2 is the vertical stiffness of the second stiffening rib, and [P] is the critical value of the hammer force determined according to the pile driving process test; If the hammer force P measured and converted by the fiber grating sensor is greater than 80% of the hammer force critical value [P], the third level warning is triggered and the pile driving operation is stopped through the construction control central system. The pile driving operation can only be resumed after evaluating whether to adjust the weight and height of the drop hammer.

9. The construction method of a hard rock geological pipe pile explosion-proof structure according to claim 7, characterized in that: In step S300, when it is determined that the second stiffening rib has entered the yield state and the first stiffening rib has not entered the yield state, the second level warning is triggered through the construction control central system, and the hammering frequency of the construction equipment is reduced; when it is determined that both the second stiffening rib and the first stiffening rib have entered the yield state, the first level warning is triggered through the construction control central system, the pile driving operation is stopped, and an evaluation is made as to whether the pile driving operation should be terminated.

10. The construction method of a hard rock geological pipe pile explosion-proof structure according to claim 7, characterized in that: In step S400, the modified adhesive material after water injection is monitored by an infrared thermal imager, and the time and amount of water injection in stages are determined according to the change of the surface temperature of the modified adhesive material.

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