Rapid hole-forming construction process for post-planted anti-floating anchor rod with pressure grouting function

Abstract

The invention belongs to the technical field of constructional engineering, and particularly relates to a rapid hole-forming construction process for a post-planted anti-floating anchor rod with a pressure grouting function, which comprises the links of intelligent positioning and geological adaptation preparation, self-adaptive hole-forming operation, anchor rod manufacturing and grouting, and temperature and humidity self-adaptive maintenance and acceptance. In the step of intelligent positioning and geological adaptation preparation, hole positions are positioned through three-dimensional laser scanning, conflicts are detected, a geological risk thermodynamic diagram is described by combining coring and radar scanning, and in the step of self-adaptive hole forming operation, torque and rotating speed are automatically adjusted according to the stratum, hole wall risks are monitored through sound waves, graded intermittent hole expanding is conducted, and cracks are blocked in a targeted mode. The method comprises the steps of anchor rod manufacturing and grouting, spiral rib anchor rod matching with a degradable support, double-cavity grouting pipe precise pressure control grouting, gradient grout supplementing after initial setting and temperature and humidity self-adaptive maintenance, temperature and humidity are monitored through a sensor, heat preservation and moisture preservation are automatically started, maintenance is finished after the standard is reached, and finally acceptance check is conducted to ensure that the anti-floating effect reaches the standard.

Description

Technical Field

[0001] This invention relates to the field of building engineering technology, specifically to a rapid hole-forming construction process for post-installed anti-buoyancy anchors with pressure grouting function. Background Technology

[0002] With the continuous advancement of urbanization, the scale of underground space development is expanding daily, and the proportion of underground structures such as deep foundation pits and basements in construction projects is constantly increasing. Under the buoyancy of groundwater, underground structures are prone to safety hazards such as floating and cracking. Therefore, anti-buoyancy anchors, as a key technical means to ensure the stability of underground structures, are being used more and more widely. In the current construction engineering field, the requirements for construction quality, efficiency, environmental protection, and intelligent level are constantly increasing. Post-installed anti-buoyancy anchor construction needs to cope with complex and variable geological conditions, such as construction challenges in different strata such as sand and gravel layers, soft plastic soil layers, and fractured rock layers. At the same time, it is necessary to meet technical requirements such as accurate positioning, stable hole quality, high grouting density, and reliable anchor performance to ensure that the anti-buoyancy effect meets the standards. To this end, a rapid hole-forming construction process for post-installed anti-buoyancy anchors with pressure grouting function is proposed. Summary of the Invention

[0003] This invention addresses the problems mentioned above by designing a rapid hole-forming construction process for post-installed anti-buoyancy anchors with pressure grouting function to ensure that the anti-buoyancy effect meets the standards.

[0004] To achieve the above objectives, this invention provides a rapid hole-forming construction process for post-installed anti-buoyancy anchors with pressure grouting function, comprising the following steps: Step 1: Intelligent positioning and geological adaptation preparation. Three-dimensional laser scanning is used to locate boreholes and detect conflicts. Geological risk heat maps are drawn by combining core sampling and radar scanning. Step 2: Adaptive borehole operation, automatically adjusts torque and speed according to formation, monitors borehole wall risk with acoustic waves, performs staged intermittent borehole enlargement and targeted crack sealing; Step 3: Anchor bolt fabrication and grouting; spiral rib anchor bolts with biodegradable supports; double-cavity grouting pipes for precise pressure control grouting; gradient grouting after initial setting. Step 4: Temperature and humidity adaptive curing. Sensors monitor temperature and humidity, automatically start heat preservation and humidity control, and end curing after the target is met. Step 5: Acceptance. The entire process data is stored on the blockchain. Pull-out tests include springback tests, and an electronic report is generated and synchronized with the monitoring platform.

[0005] Furthermore, step one includes three-dimensional laser scanning positioning and dynamic geological risk assessment, scanning the construction area and establishing a three-dimensional model, importing the coordinates of the designed borehole positions and performing collision detection, secondary verification of the borehole positions to generate a three-dimensional visualization report, and combining core sampling by drilling rigs with portable ground-penetrating radar scanning to draw a geological risk heat map.

[0006] Furthermore, step two includes intelligent torque-speed control, linkage between acoustic monitoring and pre-support, and graded gap expansion. The intelligent torque-speed control uses an adaptive calibration module with 10 preset geological parameters to control the hole formation deviation within ±3%.

[0007] Furthermore, in the second step of the acoustic monitoring and pre-support linkage operation, the acoustic sensor built into the drill pipe monitors the borehole wall in real time. When the calculated collapse risk index is ≥0.7, the drilling rig is controlled to slow down and high-pressure air pre-support is started to stabilize the air pressure in the range of 0.3MPa-0.5MPa. Data is recorded and uploaded to the management platform simultaneously.

[0008] Furthermore, in step two, the graded gap expansion includes expansion in soft soil and hard rock formations. In soft soil, the side wings are expanded to the designed diameter in one step. In hard rock formations, graded expansion is used, with the first stage expanding to 70% of the designed diameter and then full expansion after 30 seconds of rotation. During construction in the fracture zone, the expansion is paused for 5 seconds every 10 seconds, and quick-setting grout is injected to seal the fractures during the pause.

[0009] Furthermore, step three includes the fabrication of spiral rib anchor bolts, dual-cavity dynamic grouting, and initial setting degree control grouting. The spiral rib anchor bolts are fabricated by adding spiral ribs with a height of 3mm-5mm and a spacing of 20mm-30mm along the surface of the main reinforcement bar, and matching them with composite material positioning brackets. The brackets degrade in 3-6 months.

[0010] Furthermore, in step three, the dual-cavity dynamic grouting uses a dual-cavity grouting pipe, including an inner cavity main grout and an outer cavity quick-setting agent. The quick-setting agent dosage is adjusted using a flow distribution valve. The grouting pressure for soft soil layers is 1.0MPa-1.5MPa, with a filling coefficient of 1.2-1.3. The grouting pressure for hard rock layers is 2.5MPa-3.0MPa, with pressure fluctuation ≤ ±0.05MPa.

[0011] Furthermore, in step three, the initial setting degree control grouting utilizes an initial setting degree monitoring instrument to monitor the change in conductivity in real time, calculates the initial setting degree through a preset conductivity-initial setting degree correspondence, and initiates pressure gradient grouting when the initial setting degree reaches 60%-70%.

[0012] Furthermore, in step four, the temperature and humidity adaptive curing uses an orifice sensor to detect the environment. When the temperature is <5℃ and the humidity is <80%RH, the heat preservation and moisture retention device is automatically activated. Based on the pre-embedded strength sensor inside the grouting body, the grout strength is calculated. When the 7-day strength reaches more than 70% of the design strength, the curing ends.

[0013] Furthermore, in step five, the blockchain acceptance file integrates construction parameters, test data, and image data, generates files through blockchain storage, adds a graded unloading and rebound test to the pull-out test, determines that the deformation is stable if the rebound amount is ≤5mm, and automatically generates an electronic acceptance report and synchronizes it to the supervision platform.

[0014] In summary, the present invention has the following advantages and beneficial technical effects: 1. This invention achieves zero borehole location conflict by combining three-dimensional laser scanning with ground-penetrating radar, accurately identifies unfavorable strata using geological risk heat maps, and effectively adapts to complex geological conditions and reduces the risk of borehole wall collapse through intelligent torque-speed control and graded borehole enlargement technology.

[0015] 2. This invention ensures the integrity of the borehole wall through the linkage of acoustic monitoring and high-pressure air pre-support, enhances the bonding effect of the grouting body through the spiral rib anchor design, reduces soil disturbance through the biodegradable support, and improves the overall pull-out resistance of the anchor.

[0016] 3. This invention uses a dual-cavity dynamic grouting system to ensure the grouting density of different strata through precise pressure control and flow distribution adjustment. The initial setting degree control grouting method avoids grout shrinkage voids, reduces rework, and shortens the construction cycle. Attached Figure Description

[0017] The above and / or additional aspects and advantages of the present invention will become apparent and readily understood from the description of the embodiments taken in conjunction with the following drawings, in which: Figure 1 This is a flowchart of the construction process of the present invention. Detailed Implementation

[0018] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of the embodiments of this invention will be described in more detail below with reference to the accompanying drawings. In the drawings, the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout; the described embodiments are some embodiments of this invention, but not all embodiments; the embodiments and directional terms described below with reference to the accompanying drawings are exemplary and intended to explain this invention, and should not be construed as limiting this invention; all other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention. The embodiments of this invention will be described in detail below with reference to the accompanying drawings: The following is in conjunction with the appendix Figure 1 The present invention will be further described in detail below: like Figure 1As shown in the figure, this embodiment discloses a rapid hole-forming construction process for post-planted anti-buoyancy anchors with pressure grouting function, including the following steps: intelligent positioning and geological adaptation preparation, adaptive hole-forming operation, anchor fabrication and grouting, and intelligent maintenance and acceptance.

[0019] Step 1: Intelligent positioning and geological adaptation preparation includes 3D laser scanning positioning and dynamic geological risk assessment. The construction area is scanned and a 3D model is established. The coordinates of the designed borehole positions are imported and collision detection is performed. The borehole positions are verified a second time to generate a 3D visualization report. Combined with core sampling by drilling rig and portable ground-penetrating radar scanning, a geological risk heat map is drawn.

[0020] Three-dimensional laser scanning positioning utilizes a ground-based 3D laser scanner with an accuracy of at least ±2mm to perform a comprehensive scan of the construction area, covering a 5m radius beyond the anti-buoyancy anchor bolt construction area. The scanned data is processed using specialized software to generate a point cloud model, which, after noise reduction and stitching, is used to create a 3D model of the construction area. The CAD coordinate files of the designed borehole locations are imported into the 3D model system. The system automatically matches the borehole coordinates with the 3D model and activates the collision detection function to analyze spatial conflicts between the borehole locations and underground pipelines, existing structural foundations, etc., with conflict warning accuracy controlled within ±5mm. During secondary verification of the borehole locations, the measured borehole coordinates are compared with the 3D model coordinates using a total station. If the deviation is ≤±10mm, a 3D visualization report is generated, including a borehole layout plan, a 3D stereoscopic rendering, and the conflict detection results.

[0021] Dynamic geological risk assessment was conducted. Core sampling was performed using 100mm diameter core tubes, with at least one core sampling point per 500m², and the sampling depth extending 0.5m below the designed anchor bolt depth. A portable ground-penetrating radar with a 250MHz antenna scanned along the borehole line, with a scan interval ≤0.5m, a data sampling rate ≥512 points / channel, and a detection depth ≥30m. The physical and mechanical parameters of the soil and rock obtained from the core sampling were integrated with the geological structure data from the radar scan, and a heat map was generated using geological risk assessment software. Areas were color-coded according to risk levels 1-10, with areas ≥8 requiring specific information such as fracture orientation and loose body distribution.

[0022] Step Two: Intelligent Torque-Speed ​​Control. The adaptive calibration module has a built-in database of 10 geological parameters, covering typical strata such as cohesive soil, sandy soil, gravel, and moderately weathered rock. The module uses the drilling rig's built-in geological identification sensors to collect parameters such as torque, speed, and drilling rate in real time during drilling. These parameters are matched with the database, and when the matching degree is ≥90%, the corresponding parameter combination for the stratum is automatically called. During drilling in gravel layers, torque adjustment is achieved through a hydraulic system, with the hydraulic pump displacement dynamically changing according to torque demand. Speed ​​adjustment is controlled by a variable frequency motor, with an adjustment response time ≤0.5 seconds. Deviation control is achieved through a closed-loop feedback system, which compares the actual output value with the set value in real time, automatically correcting when the borehole deviation exceeds ±3%.

[0023] The acoustic monitoring and pre-support system is linked. The acoustic sensor built into the drill pipe is a high-frequency piezoelectric sensor with a sampling frequency ≥10kHz. Its detection range covers a 300mm area around the borehole wall. The sensor emits and receives reflected sound waves in real time, and calculates the collapse risk index by analyzing parameters such as sound wave propagation speed and amplitude attenuation. When the collapse risk index ≥0.7, the system sends a speed reduction command to the drilling rig control system and simultaneously activates the high-pressure air system. High-pressure air is delivered to the bottom of the borehole through a dedicated channel inside the drill pipe and evenly ejected through an annular nozzle, forming an air curtain to support the borehole wall. The air pressure is regulated by a proportional valve and stabilized within the 0.3MPa-0.5MPa range. Data recording includes parameters such as time, depth, torque, rotational speed, risk index, and air pressure. One set of data is stored every second and uploaded to the management platform.

[0024] For staged intermittent reaming in soft soil layers, the wing is extended by a hydraulic cylinder at a speed ≤5mm / s. Once in position, it is locked by a hydraulic lock to ensure the angle between the wing and the drill pipe axis is ≤±2°. In hard rock formations, after the first stage of reaming to 70% of the design diameter, the rotation speed is maintained for 30 seconds to reduce secondary reaming resistance by utilizing the brittle fracture characteristics of the rock. The second stage reams to the design diameter, with drilling pressure controlled between 10kN and 20kN throughout the process. During fracture zone construction, a 5-second pause is taken every 10 seconds of reaming. During the pause, quick-setting grout is injected through a dedicated channel in the grouting pipe. The grout is atomized and sprayed out through a nozzle at the bottom of the drill pipe, covering the fractured area of ​​the borehole wall. The initial setting time of the quick-setting grout is ≤10 minutes to ensure effective sealing of the fractures.

[0025] Step 3: Fabrication of the spiral ribbed anchor bolt. The spiral ribs are cold-formed from steel bars of the same material as the main reinforcement bars. The ribs are 3mm-5mm high, evenly distributed along the axis of the main reinforcement bars at intervals of 20-30mm, with an angle of 30°-45° between the ribs and the axis of the main reinforcement bars. The composite material positioning bracket is made of polylactic acid and basalt fiber, with a compressive strength ≥30MPa and a water absorption rate ≤2%. It can completely degrade into harmless substances within 3-6 months in a humid underground environment. The bracket has a cross-shaped structure, with an outer diameter 10mm-15mm smaller than the borehole diameter. It is fixed to the main reinforcement bars of the anchor bolt using binding straps at intervals of 1m-2m.

[0026] Dual-cavity dynamic grouting utilizes a double-layered grouting pipe structure. The inner layer, with a diameter of 30mm, delivers the main grout, while the outer layer, with a diameter of 50mm, delivers the quick-setting agent. A partition separates the two pipe layers. The flow distribution valve is an electromagnetic proportional valve, allowing adjustment of the quick-setting agent to main grout mixing ratio from 0% to 5%. Flow rate regulation is achieved through frequency conversion control of the grouting pump, with an adjustment accuracy of ≤±2%. For soft soil grouting, the main grout is cement slurry, with a grouting pressure of 1.0MPa-1.5MPa, a water-cement ratio of 1:1-1:1.2, and a filling coefficient of 1.2-1.3. For hard rock grouting, the grouting pressure is 2.5MPa-3.0MPa, and the main grout is cement slurry with 5% silica fume added to improve grout fluidity and strength. Pressure fluctuation control is achieved through a pressure sensor linked to the grouting pump's frequency conversion system, adjusting the pump discharge in real time to ensure pressure fluctuations are ≤±0.05MPa.

[0027] For initial setting control grouting, a conductivity sensor is used to monitor changes in conductivity in real time within the grout inside the hole. The initial setting is calculated based on a preset conductivity-initial setting correlation. When the initial setting reaches 60%-70%, the system automatically initiates the grouting procedure. The grouting pipe is lowered along one side of the anchor bolt, with the bottom outlet 500mm from the bottom of the hole. The pressure gradient is achieved through segmented control: 0.5MPa for the grouting pressure within 1m above the bottom of the hole, 0.3MPa for the grouting pressure within 1m below the hole opening, and a linear pressure transition in the intermediate region to ensure dense filling of the grout from bottom to top.

[0028] Step 4: Temperature and humidity adaptive curing. The orifice sensor is an integrated temperature and humidity sensor, with measurement ranges of -20℃ to 60℃ and humidity of 0%RH to 100%RH, and accuracies of ±0.5℃ and ±3%RH, respectively. The sensor collects data every 10 minutes. When the temperature is <5℃, the electric heating device automatically starts, with a heating power of 50W / m. When the humidity is <80%RH, the spray humidification device automatically starts, with a spray rate of 200mL / h. The pre-embedded strength sensor is a fiber optic grating sensor, embedded inside the grouting body. It calculates the grout strength by monitoring changes in the grating wavelength. When the strength reaches more than 70% of the design strength after 7 days, the system issues a curing end signal.

[0029] Step 5: Blockchain Acceptance. Data integration covers positioning and geological data from the construction preparation phase, drilling parameters, grouting parameters, and material testing reports from the construction phase, and pull-out test data from the acceptance phase. The blockchain adopts a consortium blockchain architecture, with participating nodes including the construction unit, supervision unit, development unit, and testing unit. After data is uploaded, it must be verified through consensus among all nodes before being written into the block to generate an archive, ensuring immutability. The pull-out test is conducted with graded unloading at 10% of the design load per grade. After each unloading, the load is stabilized for 30 minutes, and the rebound amount is measured using displacement sensors. Deformation stability is determined when the rebound amount is ≤5mm. The electronic acceptance report includes test curves, data tables, and conclusions, and is automatically synchronized to the housing and construction department's supervision platform for online archiving and retrieval.

[0030] Example 1 Project Overview: This is an anti-buoyancy project for an underground parking garage. The geological conditions are as follows: the upper 2m is filled soil, the 2m-8m layer is sand and gravel, and the 8m-15m layer is moderately weathered rock. The anti-buoyancy anchor is designed with a diameter of 150mm, a length of 12m, and a designed pull-out force of 300kN.

[0031] Construction steps and data: Step 1: Intelligent positioning and geological adaptation preparation; Three-dimensional laser scanning positioning uses a laser scanner with an accuracy of ±2mm. The scanning range covers the construction area and extends 5m outward. After generating a point cloud model, the CAD coordinates of the hole positions are imported. The collision detection warning accuracy is ±5mm. When the hole position deviation is ≤±8mm after secondary verification with a total station, a three-dimensional visualization report is generated. Dynamic assessment of geological risks: Core tubes with a diameter of 100mm were used, with core sampling points arranged at 500m² / point, and a core sampling depth of 12.5m. A 250MHz ground-penetrating radar was used to scan along the borehole line with a scanning interval of 0.5m and a data sampling rate of 512 points / channel. A geological risk heat map was drawn, and the risk level of the local area of ​​moderately weathered rock layer at 8m-15m was level 8. The fracture direction was marked as 30° northeast.

[0032] Step 2: Adaptive hole forming operation; Intelligent torque-speed control: For the 2m-8m sand and gravel layer, the parameters are set as follows: torque 1800N·m-2200N·m, speed 12r / min-18r / min. The hydraulic pump displacement is dynamically adjusted according to the torque. The frequency converter motor response time is 0.3 seconds. The hole forming deviation is controlled within ±2%. For the 8m-15m moderately weathered rock layer with fracture development zone, the torque is switched to 2000N·m-2500N·m and the speed to 10r / min-15r / min. Sonic monitoring and pre-support linkage: The drill pipe is equipped with a 10kHz high-frequency piezoelectric sensor, which covers a 300mm area around the hole wall. In the 8m-10m fracture zone, when the collapse risk index reaches 0.72, the system automatically controls the drilling rig to reduce its speed by 30% and starts 0.4MPa high-pressure air pre-support. One set of data is recorded every second and uploaded to the management platform. Staged intermittent borehole enlargement: In the sand and gravel layer, the lateral wings are extended to 150mm in one go, with an extension speed of 5mm / s and an angle error of ±1°. In the moderately weathered rock layer, the borehole is first enlarged to 70% of the design diameter, which is 105mm. After rotating for 30 seconds, it is enlarged to 150mm. The drilling pressure is controlled at 15kN throughout the process. In the fractured area, the drilling is paused for 5 seconds every 10 seconds of enlargement. A quick-setting grout with a water-cement ratio of 1:1.2 is injected, and the initial setting time is 8 minutes.

[0033] Step 3: Anchor bolt fabrication and grouting; Spiral rib anchor rod fabrication: The main reinforcement is made of HRB400E steel bar, with a surface cold-worked rib height of 3mm and a spacing of 25mm. The ribs form an angle of 40° with the axis. It is matched with a cross-shaped bracket made of polylactic acid-basalt fiber composite, with a compressive strength of 35MPa, an outer diameter of 135mm, and a binding spacing of 1.5m. Dual-cavity dynamic grouting: The inner diameter of the dual-cavity grouting pipe is 30mm and the outer diameter is 50mm. The electromagnetic proportional valve adjusts the accelerator dosage to 3%. The grouting pressure for the sand and gravel layer is 1.2MPa, the water-cement ratio is 1:1.1, the filling coefficient is 1.25, the grouting pressure for the moderately weathered rock layer is 2.8MPa, the cement slurry is mixed with 5% silica fume, and the pressure fluctuation is ±0.03MPa. Initial setting degree controlled grouting: The conductivity sensor monitors the grout, and grouting is started when the initial setting degree reaches 65%. The bottom of the grouting pipe is 500mm away from the bottom of the hole. The grouting pressure is 0.5MPa within 1m above the bottom of the hole and 0.3MPa within 1m below the hole opening. The intermediate area has a linear transition, and the grouting volume is 15% of the initial grouting volume.

[0034] Step 4: Temperature and humidity adaptive curing; The temperature and humidity sensor at the orifice collects data every 10 minutes. Under natural curing conditions of 10℃ temperature and 85% humidity, when the temperature drops to 4℃, 50W / m electric heating is automatically activated. When the humidity drops to 75%, 200mL / h spray humidification is activated. The pre-embedded fiber optic grating sensor shows that the strength reaches 75% of the design strength after 7 days, and the curing ends.

[0035] Step 5: Blockchain Acceptance; By integrating data from the entire process, the consortium blockchain nodes complete consensus verification, and the pull-out test is performed with graded unloading, each grade carrying 10% of the design load and stabilizing for 30 minutes. The maximum rebound is 3mm, and the deformation is determined to be stable. The electronic report is then synchronized to the regulatory platform, and the test is deemed successful.

[0036] Comparative Example Project Overview: Similar to the underground parking garage anti-buoyancy project in Example 1, this project adopts the traditional post-installed anti-buoyancy anchor construction process.

[0037] Construction steps and data: Step 1: Location and Geological Survey; The positioning was done manually with a total station, and the borehole position deviation was controlled within ±20mm. There was no 3D scanning collision detection. The geological survey relied on the original survey report, and no supplementary core sampling and radar scanning were performed before construction.

[0038] Step 2: Hole forming operation; Conventional drilling rigs use a fixed torque of 1600 N·m and a rotation speed of 20 r / min for sand and gravel layers, and a torque of 2000 N·m and a rotation speed of 12 r / min for moderately weathered rock layers. There is no dynamic adjustment function, and the hole deviation often exceeds ±5%. Without borehole wall acoustic monitoring, two borehole wall collapses occurred during drilling in the sand and gravel layer. Backfilling with clay and re-drilling were used to treat the collapses. In the hard rock strata, the borehole was enlarged to 150mm in one go. The drilling pressure fluctuated greatly, ranging from 10kN to 30kN.

[0039] Step 3: Anchor bolt fabrication and grouting; Ordinary smooth anchor bolts use steel reinforcement positioning brackets with an outer diameter of 140mm and a binding spacing of 2m. The brackets are non-degradable. Single-cavity grouting pipe grouting, grouting pressure of 0.8MPa for sand and gravel layer, water-cement ratio of 1:1.5, filling coefficient of 1.1, grouting pressure of 2.0MPa for moderately weathered rock layer, pressure fluctuation of ±0.2MPa, no quick-setting agent adjustment function; Grouting was done manually once 24 hours after the initial grouting, with a grouting pressure of 0.3 MPa and no pressure gradient control.

[0040] Step 4: Manual watering maintenance, twice a day, without monitoring temperature and humidity, with a fixed maintenance period of 14 days.

[0041] Step 5: Record construction data on paper. The pull-out test only performs a loading test and does not perform an unloading rebound test. If the pull-out force of one of the three test anchor rods fails to meet the standard, it needs to be reworked, and the acceptance period will be extended by 5 days.

[0042] Based on the above Example 1 and comparative example, Example 1 shows a 40% improvement in hole formation efficiency compared to the comparative example, a hole wall collapse rate of 0%, an anchor pull-out strength qualification rate of 100%, and a grouting density of 98%. The comparative example, on the other hand, exhibits low hole formation efficiency, a hole wall collapse rate of 15%, an anchor pull-out strength qualification rate of 67%, and a grouting density of 82%, while also generating more construction waste and increasing construction costs by 12%.

[0043] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A rapid hole-forming construction process for post-installed anti-buoyancy anchors with pressure grouting function, characterized in that: Includes the following steps: Step 1: Intelligent positioning and geological adaptation preparation. Three-dimensional laser scanning is used to locate boreholes and detect conflicts. Geological risk heat maps are drawn by combining core sampling and radar scanning. Step 2: Adaptive borehole operation, automatically adjusts torque and speed according to formation, monitors borehole wall risk with acoustic waves, performs staged intermittent borehole enlargement and targeted crack sealing; Step 3: Anchor bolt fabrication and grouting; spiral rib anchor bolts with biodegradable supports; double-cavity grouting pipes for precise pressure control grouting; gradient grouting after initial setting. Step 4: Temperature and humidity adaptive curing. Sensors monitor temperature and humidity, automatically start heat preservation and humidity control, and end curing after the target is met. Step 5: Acceptance. The entire process data is stored on the blockchain. Pull-out tests include springback tests, and an electronic report is generated and synchronized with the monitoring platform.

2. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 1, characterized in that: Step one includes three-dimensional laser scanning positioning and dynamic geological risk assessment. The construction area is scanned and a three-dimensional model is established. The coordinates of the designed borehole positions are imported and collision detection is performed. The borehole positions are verified a second time to generate a three-dimensional visualization report. Combined with core sampling by drilling rig and portable ground-penetrating radar scanning, a geological risk heat map is drawn.

3. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 1, characterized in that: Step two includes intelligent torque-speed control, acoustic monitoring and pre-support linkage, and graded gap expansion. The intelligent torque-speed control uses an adaptive calibration module with 10 preset geological parameters to control the hole formation deviation within ±3%.

4. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 3, characterized in that: In the second step of the acoustic monitoring and pre-support linkage operation, the acoustic sensor built into the drill pipe monitors the borehole wall in real time. When the calculated collapse risk index is ≥0.7, the drilling rig is controlled to slow down and high-pressure air pre-support is started to stabilize the air pressure in the range of 0.3MPa-0.5MPa. Data is recorded and uploaded to the management platform simultaneously.

5. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 4, characterized in that: In step two, the graded gap expansion includes expansion in soft soil and hard rock formations. In soft soil, the side wings are expanded to the designed diameter in one step. In hard rock formations, graded expansion is used. The first stage expands to 70% of the designed diameter, and after rotating for 30 seconds, full expansion is carried out. When constructing in the fracture zone, every 10 seconds of expansion is paused for 5 seconds. During the pause, quick-setting grout is injected to seal the fracture.

6. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 1, characterized in that: Step three includes the fabrication of spiral rib anchor bolts, dual-cavity dynamic grouting, and initial setting degree control grouting. The spiral rib anchor bolts are fabricated by adding spiral ribs with a height of 3mm-5mm and a spacing of 20mm-30mm along the surface of the main reinforcement bar, and matching them with composite material positioning brackets. The brackets degrade in 3-6 months.

7. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 6, characterized in that: In step three, the dual-cavity dynamic grouting uses a dual-cavity grouting pipe, including an inner cavity main grout and an outer cavity quick-setting agent. The amount of quick-setting agent is adjusted using a flow distribution valve. The grouting pressure for soft soil is 1.0MPa-1.5MPa, with a filling coefficient of 1.2-1.

3. The grouting pressure for hard rock formations is 2.5MPa-3.0MPa, with pressure fluctuation ≤ ±0.05MPa.

8. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 7, characterized in that: In step three, the initial setting degree control grouting uses an initial setting degree monitoring instrument to monitor the change in conductivity in real time. The initial setting degree is calculated through a preset conductivity-initial setting degree correspondence. When the initial setting degree reaches 60%-70%, pressure gradient grouting is started.

9. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 1, characterized in that: In step four, the temperature and humidity adaptive curing uses an orifice sensor to detect the environment. When the temperature is <5℃ and the humidity is <80%RH, the heat preservation and moisture retention device is automatically activated. Based on the pre-embedded strength sensor inside the grouting body, the grout strength is calculated. When the 7-day strength reaches more than 70% of the design strength, the curing ends.

10. The rapid hole-forming construction process for post-installed anti-buoyancy anchor bolts with pressure grouting function according to claim 1, characterized in that: In step five, the blockchain acceptance file integrates construction parameters, test data, and image data, and generates files through blockchain storage. In the pull-out test, a graded unloading and rebound test is added. If the rebound amount is ≤5mm, the deformation is considered stable, and an electronic acceptance report is automatically generated and synchronized to the supervision platform.

Images