A blast-resistant pipe pile structure for hard rock geology and its construction method

Abstract

This invention discloses an anti-explosion structure for pipe piles in hard rock geology and its construction method. The anti-explosion structure includes an energy-dissipating reinforcing ring, a post-cast reinforcement body, and construction monitoring and control components. By setting an energy-dissipating reinforcing ring with double-layer corrugated steel plate stiffeners between the pile end and the pile tip, the second and first stiffeners of the energy-dissipating reinforcing ring will yield before the pile body when the pipe pile passes through hard rock geology during construction, thus forming a gradient dissipation mechanism of hammer impact energy. This effectively avoids the problem of excessive stress concentration in the reinforced concrete structure of the pile body, which leads to explosion failure. This energy-dissipating explosion-proof protection mechanism is also applicable to inclined rock geology. The construction method includes pile driving process test, fabrication and installation of the energy-dissipating reinforcing ring, pile driving operation and its monitoring and control, post-cast reinforcement operation, detection of the post-cast reinforcement body, and re-driving of the pipe pile. By monitoring the hammer impact force of the pile body and the strain of the second and first stiffeners, a three-level early warning mechanism and corresponding construction control methods are formed.

Description

Technical Field

[0001] This invention belongs to the field of basic structure protection technology, and relates to an explosion-proof structure for pipe piles in hard rock geological conditions and its construction method. Background Technology

[0002] Prestressed 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, the problem of pipe pile bursting failure often arises, which is the structural failure of the pipe pile structure due to excessive stress, resulting in a sudden crack and the formation of a burst opening. The high strength and heterogeneity of hard rock geology cause the pipe pile to experience excessive and unevenly distributed reaction forces during pile driving, especially at the pile tip and end, which bear enormous pressure and are highly susceptible to bursting failure due to stress concentration. At the same time, the lower and middle parts of the pile are subjected to the combined effects of the pile's own weight, driving pressure, end resistance, and side friction during pile driving, resulting in significant compressive, tensile, and shear stresses. This complex stress condition makes the lower and middle parts of the pile also vulnerable to bursting failure. Furthermore, existing pipe pile construction methods often rely on high-energy impact hammers or static pressure equipment for forced pile driving. When there are quality defects in the reinforced concrete of the pile, stress concentration can easily occur under construction loads, thereby inducing pile bursting failure.

[0003] To address the issue of bursting damage during the construction of prestressed reinforced concrete pipe piles in hard rock geological conditions, current common solutions include: 1) increasing the pile diameter or wall thickness, i.e., improving bursting resistance by increasing the cross-sectional area of ​​the pile; 2) increasing the concrete strength grade, thereby increasing the pile strength; and 3) reducing pile driving resistance through pre-drilling. While these methods can improve the crack resistance of pipe piles or reduce pile stress during construction to some extent, their effectiveness in preventing bursting damage is limited and they significantly increase construction costs. Furthermore, they fail to take into account the specific characteristics of hard rock geological conditions to effectively prevent pipe pile bursting. Therefore, there is an urgent need for a pipe pile burst-proof structure and construction method that can effectively prevent bursting damage during the construction of pipe piles in hard rock geological conditions while also being economical and easy to construct. Summary of the Invention

[0004] To address the shortcomings of existing technologies, this invention proposes an explosion-proof structure and construction method for pipe piles in hard rock geology. It is applicable to the problem of explosion-proof damage when precast reinforced concrete pipe piles pass through hard rock geology during construction. It provides a technical solution that integrates 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 this application discloses a blast-resistant structure for pipe piles in hard rock geology, comprising an energy-dissipating reinforcing ring, a post-cast reinforcing body, and construction monitoring and control components. The energy-dissipating reinforcing 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 to the lower end of the pipe pile. The first stiffening rib is located below the upper ring plate, is composed of several corrugated steel plates, is centrally symmetrically distributed along the axis of the pipe pile, and is 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, is composed of several corrugated steel plates, and is tightly connected to the middle ring plate. The steel sleeve is located outside the first and second stiffening ribs 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 pile tip cross plate, separating the post-cast reinforcing body from the pile tip cross plate.

[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 reinforcement is a load-bearing reinforced body formed by injecting modified adhesive material into the internal cavity of the pipe pile and the energy-dissipating reinforcing ring; the modified adhesive material includes nano-silica, basalt fiber and sulfoaluminate cement matrix.

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

[0009] Preferably, the quantity and thickness of the corrugated steel plates of the first stiffening rib and the second stiffening rib are selected based on the results of pile driving process tests; wherein, the quantity 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 hammer impact force on the pile reaches 90% of the critical hammer impact force value, and the quantity 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 hammer impact force on the pile reaches 80% of the critical hammer impact force value.

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

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

[0012] S100. Pile driving process test: Before the formal pile driving construction, a pile driving process test shall be carried out first. Based on the test results, the critical value of hammer force [P] when the pipe pile in hard rock geological conditions bursts and fails shall be determined, as well as the number and thickness of the corrugated steel plates of the first stiffening rib and the second stiffening rib shall be determined.

[0013] S200, Fabrication and installation of the energy-dissipating reinforcing ring: After the energy-dissipating reinforcing ring is fabricated in the factory, it is transported to the pile driving construction site, where the pile tip cross plate, the energy-dissipating reinforcing ring and the pipe pile are reliably connected.

[0014] S300. Pile Driving Operation and its Measurement and Control: Pile driving is carried out using a hammer driving process. During the pile driving operation, the strain at different depths of the pile is acquired in real time using the fiber optic grating sensor, and then the stress and hammer force at different depths of the pile are calculated. At the same time, the strain of the first stiffening rib and the second stiffening rib is acquired in real time using the fiber optic grating sensor, and then it is determined whether the first stiffening rib and the second stiffening rib have entered the yielding state. Subsequently, the pile driving operation is controlled by the construction control center system.

[0015] S400, Post-pouring reinforcement operation: After the pile driving operation is completed, the sonic 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 dissipation reinforcing ring. Then, water is injected into the modified adhesive material in stages through the conduit. During the water injection, pressure is applied to the pipe pile through the construction equipment until the modified adhesive material begins to set.

[0016] S500, Inspection of post-cast reinforcement: The post-cast reinforcement is formed by the final setting of the modified adhesive material; when the post-cast reinforcement reaches the expected strength, the post-cast reinforcement is inspected by the acoustic transmission method through the acoustic detection tube to obtain the density index of the post-cast reinforcement.

[0017] S600, Pipe pile re-driving: After a period of settling, the pipe piles are re-driven to verify whether the pipe piles and post-cast reinforcements meet the expected bearing capacity requirements.

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

[0019]

[0020] Where W is the weight of the hammer, H is the height of the 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, 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 impact force determined according to the pile driving process test.

[0021] If the hammer force P measured and calculated by the fiber optic grating sensor is greater than 80% of the critical hammer force value [P], the third-level warning and pile driving operation will be triggered by the construction control center system. The pile driving operation can only be restarted after the hammer weight and hammer height are adjusted.

[0022] Preferably, in step S300, when it is determined that the second stiffening rib has entered the yielding state and the first stiffening rib has not entered the yielding state, a 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 and the first stiffening rib have entered the yielding state, a first-level warning is triggered through the construction control center system and the pile driving operation is stopped, and an assessment is made as to whether to terminate the pile driving operation.

[0023] Preferably, 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 based on the surface temperature change of the modified adhesive material.

[0024] Compared with existing technologies, the beneficial effects of this invention are as follows: Addressing the problem of bursting failure during the construction of precast reinforced concrete pipe piles through hard rock geology, this invention proposes a burst-proof structure and construction method for pipe piles in hard rock geology. This burst-proof structure includes an energy-dissipating reinforcing ring, a post-cast reinforcing body, and construction monitoring components. Specifically, by setting an energy-dissipating reinforcing ring with double-layer corrugated steel plate stiffening ribs between the pile end and the pile tip, the second and first stiffening ribs of the energy-dissipating reinforcing ring enter the yielding state sequentially before the pile body when the pipe pile passes through hard rock geology during construction. This forms a gradient dissipation mechanism for hammering energy, effectively avoiding the problem of excessive stress concentration in the reinforced concrete structure of the pile body leading to bursting failure. Simultaneously, compared to the traditional single-stage energy dissipation mechanism, the gradient energy dissipation mechanism gradually "shaves and fills the valleys" of the stress wave energy induced by the hammering force, significantly reducing... The intensity of reflected stress waves at the low pile end is measured. Compared with ordinary steel plates, corrugated steel plates can extend and improve the overall stability of the stiffening ribs, avoiding overall instability of the steel plates and failure of the energy dissipation mechanism. The component connection of the energy dissipation reinforcing ring adopts dual fixation of friction welding and self-locking bolts, which can provide additional frictional energy dissipation. The internal cavity between the energy dissipation reinforcing ring and the lower end of the pipe pile is filled by the post-cast reinforcement to compensate for the bearing capacity loss after the energy dissipation reinforcing ring enters the yield state. The construction method includes pile driving process test, fabrication and installation of energy dissipation reinforcing ring, pile driving operation and its measurement and control, post-cast reinforcement operation, detection of post-cast reinforcement and re-driving of pipe pile. Among them, the critical value of hammer impact force is obtained and the layout scheme of stiffening ribs is determined through pile driving process test. A three-level early warning mechanism and corresponding construction control methods are formed by monitoring the hammer impact force of the pile body, the strain of the second stiffening rib and the strain of the first stiffening rib. Attached Figure Description

[0025] Figure 1 This is a cross-sectional schematic diagram of the anti-explosion structure for hard rock geological pipe piles of the present invention;

[0026] Figure 2 This is a top view schematic diagram of the first stiffening rib of the energy-dissipating reinforcing ring shown in an embodiment of the present invention;

[0027] Figure 3 This is a top view schematic diagram of the second stiffening rib of the energy-dissipating reinforcing ring shown in an embodiment of the present invention;

[0028] Figure 4 This is a flowchart of the construction method for the explosion-proof structure of pipe piles in hard rock geology according to the present invention;

[0029] Attached reference numerals: 10-Energy dissipation reinforcing ring, 11-Upper ring plate, 12-First stiffening rib, 13-Steel sleeve, 14-Middle ring plate, 15-Second stiffening rib, 16-Lower sealing plate, 21-Post-cast reinforcing body, 31-Sonic detection tube, 41-Pipe pile, 42-Pile tip cross plate. Detailed Implementation

[0030] The embodiments of the present invention will be described in more detail below with reference to the accompanying drawings and reference numerals, so that those skilled in the art can implement them after reading this specification. It should be understood that the specific embodiments described herein are only for explaining the present invention and are not intended to limit the present invention.

[0031] The first aspect of this application discloses as follows: Figure 1-3 The diagram illustrates a blast-resistant structure for pipe piles in hard rock geological conditions, comprising an energy-dissipating reinforcing ring 10, a post-cast reinforcing body 21, and construction monitoring and control components. The energy-dissipating reinforcing 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 13, and a lower sealing plate 16. The upper ring plate 11 is matched and connected below the end of the pipe pile. The first stiffening rib 12 is located below the upper ring plate 11, and is composed of several corrugated steel plates, centrally symmetrically distributed along the axis of the pipe pile, and 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, is composed of several corrugated steel plates, and is tightly connected to the middle ring plate 14; the steel sleeve 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 reinforcement 21 from the pile tip cross plate.

[0032] In specific implementation, both the upper ring plate 11 and the middle ring plate 14 are consistent with the cross-sectional shape of the end of the pipe pile.

[0033] In specific implementation, the post-cast reinforcement 21 is a load-bearing reinforced body formed by injecting modified adhesive material into the internal cavity of the pipe pile and the energy-dissipating reinforcement ring 10; the modified adhesive material includes nano-silica, basalt fiber and sulfoaluminate cement matrix.

[0034] In specific implementation, the construction measurement and control components include a fiber optic grating sensor, an acoustic wave detection tube 31, and a construction control central system; the fiber optic grating sensor is installed on the pile body and on the first stiffening rib 12 and the second stiffening rib 15, the acoustic wave detection tube 31 is installed inside the post-cast reinforcement body 21, and the construction control central system is installed on the construction equipment.

[0035] In specific implementation, the quantity and thickness of the corrugated steel plates of the first stiffening rib 12 and the second stiffening rib 15 are selected based on the results of pile driving process tests. Specifically, the quantity 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 hammer impact force on the pile body reaches 90% of the critical hammer impact force value, and the quantity 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 hammer impact force on the pile body reaches 80% of the critical hammer impact force value.

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

[0037] The second aspect of this application discloses, as follows: Figure 4 The construction method of a blast-resistant pipe pile structure for hard rock geological conditions, as shown, includes the following steps:

[0038] S100. Pile driving process test: Before the formal pile driving construction, a pile driving process test shall be carried out first. Based on the test results, the critical value of hammer force [P] when the pipe pile in hard rock geological cracks and fails shall be determined, as well as the quantity and thickness of the corrugated steel plates of the first stiffening rib 12 and the second stiffening rib 15 shall be determined.

[0039] S200, Fabrication and installation of the energy-dissipating reinforcing ring: After the energy-dissipating reinforcing ring 10 is fabricated in the factory, it is transported to the pile driving construction site, and the pile tip cross plate 42, the energy-dissipating reinforcing ring 10 and the pipe pile 41 are reliably connected at the pile driving construction site.

[0040] S300. Pile Driving Operation and its Measurement and Control: Pile driving is carried out using a hammer driving process. During the pile driving operation, the strain at different depths of the pile is acquired in real time using the fiber optic grating sensor, and then the stress and hammer force at different depths of the pile are calculated. At the same time, the strain of the first stiffening rib 12 and the second stiffening rib 15 is acquired in real time using the fiber optic grating sensor, and then it is determined whether the first stiffening rib 12 and the second stiffening rib 15 have entered the yielding state. Subsequently, the pile driving operation is controlled by the construction control center system.

[0041] S400, Post-pouring reinforcement operation: After the pile driving operation is completed, the sonic detection tube 31 is inserted into the pipe pile, and then the modified adhesive material is poured into the internal cavity of the pipe pile 41 and the energy dissipation reinforcing ring 10. Then, water is injected into the modified adhesive material in stages through the conduit. During the water injection, pressure is applied to the pipe pile by the construction equipment until the modified adhesive material begins to set.

[0042] S500, Inspection of post-cast reinforcement: The post-cast reinforcement 21 is formed by the final setting of the modified adhesive material; when the post-cast reinforcement 21 reaches the expected strength, the post-cast reinforcement 21 is inspected by the acoustic transmission method through the acoustic detection tube 31 to obtain the density index of the post-cast reinforcement 21.

[0043] S600, Pipe pile re-driving: After a period of settling, the pipe pile 41 is re-drived to verify whether the pipe pile 41 and the post-cast reinforcement 21 meet the expected bearing capacity requirements.

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

[0045]

[0046] Where W is the weight of the hammer, H is the height of the 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, 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 impact force determined according to the pile driving process test.

[0047] If the hammer force P measured and calculated by the fiber optic grating sensor is greater than 80% of the critical hammer force value [P], the third-level warning and pile driving operation will be triggered by the construction control center system. The pile driving operation can only be restarted after the hammer weight and hammer height are evaluated.

[0048] Under typical working conditions, the critical hammer impact force [P] determined by pile driving process tests is 1560 kN, the hammer weight W is 55 kN, the hammer height H is 0.5 m, the pile length L is 21.9 m, and the pile body elastic modulus E is 3 × 10⁻⁶ kN. 7 kPa, the cross-sectional area A of the pile is 0.04147 m². 2 The vertical stiffness K1 of the first stiffening rib is 7 × 10⁻⁶. 6 kN / m, the vertical stiffness K2 of the second stiffening rib is 6×10 kN / m. 6 If the hammer force is kN / m, then the hammer force P is calculated according to equation (1) as follows:

[0049]

[0050] When pipe piles penetrate hard rock geology with high strength and unevenness, factors such as pile quality defects and complex stress conditions that may exist during construction may cause the measured and calculated hammer force P to be greater than 80% of the critical hammer force value [P]. In this case, the cause of 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 yielding state and the first stiffening rib 12 has not entered the yielding state, a 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 yielding state, a first-level warning is triggered through the construction control center system and the pile driving operation is stopped, and an assessment is made as to whether to terminate the pile driving operation.

[0052] In specific implementation, 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 based on the surface temperature change of the modified adhesive material.

[0053] Therefore, by setting an energy-dissipating reinforcing ring with double-layer corrugated steel plate stiffeners between the pile tip and the pile end, the second and first stiffeners of the energy-dissipating reinforcing ring enter the yielding state before the pile body when the pipe pile passes through hard rock geology during construction. This forms a gradient dissipation mechanism of hammering energy, effectively avoiding the problem of excessive stress concentration in the reinforced concrete structure of the pile body and subsequent bursting failure. At the same time, compared with the traditional single-stage energy dissipation mechanism, the gradient energy dissipation mechanism allows the stress wave energy induced by the hammering force to be "peak-shaving and valley-filling" step by step, significantly reducing the intensity of the stress wave reflected from the pile tip. Compared with ordinary steel plates, Using corrugated steel plates can extend and improve the overall stability of the stiffening ribs, avoiding overall instability of the steel plates and the failure of the energy dissipation mechanism. The component connection of the energy dissipation reinforcing ring adopts dual fixation of friction welding and self-locking bolts, which can provide additional frictional energy dissipation. The internal cavity between the energy dissipation reinforcing ring and the lower end of the pipe pile is filled by the post-cast reinforcement to compensate for the bearing capacity loss after the energy dissipation reinforcing ring enters the yield state. The critical value of hammer impact force and the layout scheme of stiffening ribs are obtained through pile driving process tests. By monitoring the hammer impact force of the pile body, the strain of the second stiffening rib and the first stiffening rib, a three-level early warning mechanism and corresponding construction control methods are formed.

[0054] The above describes one or more embodiments of the present invention in a relatively specific and detailed manner, but it should not be construed as limiting the scope of the present invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these all fall within the protection scope of the present invention. Therefore, the protection scope of this patent should be determined by the appended claims.

Claims

1. A blast-resistant structure for pipe piles in hard rock geology, characterized in that, The system includes an energy-dissipating reinforcing ring, a post-cast reinforcing body, and construction monitoring and control components. The energy-dissipating reinforcing 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 to the lower end of the pipe pile. The first stiffening rib is located below the upper ring plate, is composed of several corrugated steel plates, is centrally symmetrically distributed along the axis of the pipe pile, and is 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, is composed of several corrugated steel plates, and is tightly connected to the middle ring plate. The steel sleeve is located outside the first and second stiffening ribs 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 pile tip cross plate, separating the post-cast reinforcing body from the pile tip cross plate. The post-cast reinforcement is a load-bearing reinforced body formed by injecting modified adhesive material into the internal cavity of the pipe pile and the energy-dissipating reinforcing ring; the modified adhesive material includes nano-silica, basalt fiber and sulfoaluminate cement matrix; The construction measurement and control components include a fiber optic grating sensor, an acoustic wave detection tube, and a construction control central system; the fiber optic grating sensor is installed on the pile body and on the first stiffening rib and the second stiffening rib, the acoustic wave detection tube is installed inside the post-cast reinforcement, and the construction control central system is installed on the construction equipment.

2. The explosion-proof structure for pipe piles in hard rock geology according to claim 1, characterized in that, Both the upper ring plate and the middle ring plate have the same cross-sectional shape as the end of the pipe pile.

3. The explosion-proof structure for pipe piles in hard rock geology according to claim 1, characterized in that, The quantity and thickness of the corrugated steel plates for the first stiffening rib and the second stiffening rib are selected based on the results of pile driving process tests. Specifically, the quantity and thickness of the corrugated steel plates for the first stiffening rib are selected according to the condition that the corrugated steel plates just enter the yield state when the hammer impact force on the pile reaches 90% of the critical hammer impact force value, and the quantity and thickness of the corrugated steel plates for the second stiffening rib are selected according to the condition that the corrugated steel plates just enter the yield state when the hammer impact force on the pile reaches 80% of the critical hammer impact force value.

4. The explosion-proof structure for pipe piles in hard rock geology according to claim 1, characterized in that, The component connection process of the energy-dissipating reinforcing ring adopts friction welding and self-locking bolt connection.

5. A construction method for an explosion-proof pipe pile structure in hard rock geology, characterized in that, The construction method for a hard rock geological pipe pile anti-explosion structure as described in any one of claims 1-4 includes the following steps: S100. Pile Driving Process Test: Before formal pile driving construction, a pile driving process test is first carried out to determine the critical hammer force value at which the pipe pile in hard rock geological conditions experiences burst failure based on the test results. P [, and determine the quantity and thickness of the corrugated steel plates for the first stiffening rib and the second stiffening rib; S200, Fabrication and installation of the energy-dissipating reinforcing ring: After the energy-dissipating reinforcing ring is fabricated in the factory, it is transported to the pile driving construction site, where the pile tip cross plate, the energy-dissipating reinforcing ring and the pipe pile are reliably connected. S300. Pile Driving Operation and its Measurement and Control: Pile driving is carried out using a hammer driving process. During the pile driving operation, the strain at different depths of the pile is acquired in real time using the fiber optic grating sensor, and then the stress and hammer force at different depths of the pile are calculated. At the same time, the strain of the first stiffening rib and the second stiffening rib is acquired in real time using the fiber optic grating sensor, and then it is determined whether the first stiffening rib and the second stiffening rib have entered the yielding state. Subsequently, the pile driving operation is controlled by the construction control center system. S400, Post-pouring reinforcement operation: After the pile driving operation is completed, the sonic 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 dissipation reinforcing ring. Then, water is injected into the modified adhesive material in stages through the conduit. During the water injection, pressure is applied to the pipe pile through the construction equipment until the modified adhesive material begins to set. S500, Inspection of post-cast reinforcement: The post-cast reinforcement is formed by the final setting of the modified adhesive material; when the post-cast reinforcement reaches the expected strength, the post-cast reinforcement is inspected by the acoustic transmission method through the acoustic detection tube to obtain the density index of the post-cast reinforcement. S600, Pipe pile re-driving: After a period of settling, the pipe piles are re-driven to verify whether the pipe piles and post-cast reinforcements meet the expected bearing capacity requirements.

6. The construction method for an anti-explosion structure for pipe piles in hard rock geological conditions according to claim 5, characterized in that, In step S300, when neither the first stiffening rib nor the second stiffening rib has entered the yielding state, the hammering force... P Satisfy the following expression: in, W The weight of the falling hammer. H The drop height is the height of the hammer. L For the length of the pipe pile, E The elastic modulus of the pile body. A The cross-sectional area of ​​the pile body K 1 Let be the vertical stiffness of the first stiffening rib. K 2 For the vertical stiffness of the second stiffening rib, [ P [This refers to the critical value of hammer force determined based on pile driving process tests;] If the hammer force is measured and calculated using the fiber optic grating sensor... P Greater than the critical value of hammering force [ P If 80% of the load is not reached, a third-level warning and a halt to pile driving operations will be triggered through the construction control center system. Pile driving operations can only resume after an assessment is made as to whether the weight and height of the hammer need to be adjusted.

7. The construction method for an anti-explosion structure for pipe piles in hard rock geological conditions according to claim 5, characterized in that, In step S300, when it is determined that the second stiffening rib has entered the yielding state and the first stiffening rib has not entered the yielding state, a 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 and the first stiffening rib have entered the yielding state, a first-level warning is triggered through the construction control center system and the pile driving operation is stopped, and an assessment is made as to whether to terminate the pile driving operation.

8. The construction method for an anti-explosion structure for pipe piles in hard rock geological conditions according to claim 5, 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 based on the surface temperature change of the modified adhesive material.

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