A water-sensitive soft rock roadway floor heave disaster evaluation and treatment method and system

Abstract

This application relates to the field of coal mining technology, providing a method and system for assessing and treating floor heave disasters in water-sensitive soft rock roadways. Based on the roadway cross-sectional shrinkage rate determined by water-soaking and swelling tests of the roadway floor rock, when the cross-sectional shrinkage rate exceeds the repair and treatment threshold, the floor is initially treated by electro-osmosis drainage and chemical sealing, followed by secondary disturbance monitoring and assessment. Therefore, for floor heave disasters in water-sensitive soft rock roadways, electro-osmosis drainage treatment of the floor actively and rapidly drains pores from the roadway floor rock strata, fundamentally eliminating or weakening the hydrophysical effects that cause mudstone softening and swelling, achieving dehydration and consolidation effects, significantly improving the mechanical strength and bearing capacity of the floor rock mass, and realizing proactive prevention and root-cause treatment of floor heave; after electro-osmosis drainage, the drained cracks are rapidly and efficiently permanently sealed by chemical sealing, achieving long-term waterproofing and structural reinforcement of the floor.

Description

Technical Field

[0001] This application relates to the field of coal mining technology, and in particular to a method and system for assessing and managing floor heave disasters in water-sensitive soft rock roadways. Background Technology

[0002] Coal mine floor heave refers to the plastic deformation, fracturing, and displacement of the rock strata on the floor of underground roadways under the influence of mining pressure and hydrogeological factors. It manifests directly as the floor bulging into the roadway space, causing a reduction in the roadway cross-section and affecting transportation, ventilation, and personnel passage. Floor heave can damage the tracks, pipelines, and drainage systems laid within the roadway and alter the stress state of the surrounding rock, potentially leading to the convergence of the sidewalls and roof subsidence, resulting in instability of the support structure. Summary of the Invention

[0003] The purpose of this application is to provide a method and system for assessing and managing floor heave disasters in water-sensitive soft rock roadways, in order to solve or alleviate the problems existing in the prior art.

[0004] To achieve the above objectives, this application provides the following technical solution: This application provides a method for assessing and treating floor heave disasters in water-sensitive soft rock roadways. The method includes: assessing and treating floor heave disasters in water-sensitive soft rock roadways based on the floor displacement obtained from a water-soaking expansion test of the roadway floor rock. Calculate the cross-sectional shrinkage rate after the roadway floor heave. ; Response to section reduction If the level exceeds the repair and treatment threshold, the base slab is treated initially by electroosmosis drainage and chemical sealing. After the initial treatment, the base slab is monitored and evaluated for secondary disturbance to determine the level of secondary disturbance.

[0005] Preferably, the displacement of the floor after floor heave is determined based on the peak depth at which plastic failure occurs in the roadway floor under mining stress, the water absorption and swelling rate of the roadway floor strata, and the length of the roadway floor heave region. .

[0006] Preferably, according to the base plate failure model: Determine the displacement of the floor slab after the roadway floor heaves ; In the formula, This represents the maximum failure depth of the tunnel floor under mining stress. This represents the peak width of the roadway floor when plastic failure occurs under mining stress. The internal friction angle of the tunnel floor; The width of the alleyway, The length of the bulging area at the bottom of the tunnel. It represents the water absorption and swelling rate of the rock strata at the bottom of the tunnel.

[0007] Preferably, in response to the reduction of area If the moisture content exceeds the repair and treatment threshold, the water in the floor slab is drained using electroosmosis. After confirming that the water content of the mudstone in the floor slab has decreased, the cracks in the floor slab are grouted and sealed with malissa to prevent water from seeping into the floor slab from the roadway.

[0008] Preferably, the length is greater than the maximum failure depth of the roadway floor under mining stress. A brass tube was vertically buried in the bottom rock layer to be treated, serving as the cathode. Centered on the cathode brass tube, a horizontal area is covered with a side length of... The square area uses a width of The iron plate anode is buried in the bottom rock layer; A voltage is applied between the cathode and anode. Current intensity is The direct current is used to drain the water from the base plate for more than 24 hours.

[0009] Preferably, after dehydrating the water in the base plate by electroosmosis, steel strands of the same diameter are inserted into the brass pipe for sealing, and then grouting is performed to seal the cracks in the base plate using mortar.

[0010] Preferably, based on the cross-sectional shrinkage rate after the roadway floor heave. The severity level of roadway floor heave deformation is determined; and the layout of electro-osmosis drainage is determined based on the severity level of roadway floor heave deformation.

[0011] Preferably, the drilling depth for grouting and sealing penetrates to the potential expansion and disturbance zone of the mudstone floor, and the borehole opening is sealed through a grouting pipe; wherein, the maximum failure depth of the roadway floor under mining stress is considered. To identify the potential expansion and disturbance zone of the bottom mudstone.

[0012] Preferably, after the initial treatment of the base plate, the secondary disturbance of the base plate is dynamically monitored at different monitoring frequencies according to the original level of the base plate deformation; the damage index of the secondary disturbance of the base plate is evaluated based on the dynamic monitoring data of the secondary disturbance of the base plate; the secondary disturbance level of the base plate is determined based on the evaluation results of the damage index, so as to carry out secondary drainage and secondary sealing of the base plate.

[0013] This embodiment also provides a system for assessing and mitigating floor heave disasters in water-sensitive soft rock roadways. The system employs any of the aforementioned methods for assessing and mitigating floor heave disasters in water-sensitive soft rock roadways. The system includes: The preprocessing unit is configured to measure the displacement of the roadway floor rock obtained from the water-soaking expansion test. Calculate the cross-sectional shrinkage rate after the roadway floor heave. ; The initial treatment unit is configured to respond to the cross-sectional area contraction rate. If the problem exceeds the repair and treatment threshold, the base slab will be treated initially by electroosmosis drainage and chemical sealing in sequence. The assessment and treatment unit is configured to perform secondary disturbance monitoring and assessment on the base plate after the initial disturbance, and to determine the secondary disturbance level of the base plate.

[0014] Beneficial effects: The method and system for assessing and managing floor heave disasters in water-sensitive soft rock roadways provided in this application embodiment utilizes the floor displacement obtained from a water-soaking expansion test of the roadway floor rock. Calculate the cross-sectional shrinkage rate after the roadway floor heave. When the cross-sectional shrinkage rate after the roadway floor heaves When the disturbance exceeds the repair and treatment threshold, the base plate is treated first by electroosmosis drainage and chemical sealing. After the first treatment, the base plate is monitored and evaluated for secondary disturbance to determine the level of secondary disturbance.

[0015] Therefore, for roadway floor heave caused by water, the electro-osmosis method is used to drain the floor slab, actively and quickly draining the pores in the roadway floor rock strata, fundamentally eliminating or weakening the hydrophysical effects that cause mudstone softening and expansion, achieving dehydration and consolidation, significantly improving the mechanical strength and bearing capacity of the floor rock mass, and realizing proactive prevention and root cause treatment of floor heave; after electro-osmosis drainage, the drained cracks are quickly and efficiently permanently sealed with chemical sealant, or local sudden water seepage is dealt with during the floor treatment process, ensuring the continuity and final effect of the floor treatment project, and achieving long-term waterproofing and structural reinforcement of the floor slab. Attached Figure Description

[0016] The accompanying drawings, which form part of this application, are used to provide a further understanding of this application. The illustrative embodiments and descriptions of this application are used to explain this application and do not constitute an undue limitation of this application. Wherein: Figure 1 This is a flowchart illustrating a method for assessing and managing floor heave disasters in water-sensitive soft rock roadways, provided according to some embodiments of this application. Figure 2 This is a schematic diagram of rock sample volume growth according to an embodiment of this application; Figure 3 for Figure 2 The diagram illustrates the percentage increase in rock sample volume in the illustrated embodiment. Figure 4 This is a schematic diagram of the fracture range of the base plate according to an embodiment of this application; Figure 5This is a structural schematic diagram of a water-sensitive soft rock roadway floor heave disaster assessment and control system provided according to some embodiments of this application. Detailed Implementation

[0017] The present application will now be described in detail with reference to the accompanying drawings and embodiments. Various examples are provided by way of explanation and not by way of limitation. In fact, those skilled in the art will understand that modifications and variations can be made to the present application without departing from the scope or spirit of the present application. For example, a feature shown or described as part of one embodiment may be used in another embodiment to produce yet another embodiment. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention should fall within the scope of protection of the embodiments of the present invention.

[0018] Bottom heave treatment requires repeated floor cleaning and repair, significantly increasing production costs and weakening safe evacuation and rescue conditions in the event of a disaster. It is a key factor affecting mine safety, efficiency, and stability. Currently, there are various methods for treating bottom heave caused by mine pressure, but there are still no effective means to assess, quantify, and provide targeted treatment for water-related bottom heave.

[0019] Therefore, the method for assessing and treating floor heave disasters in water-sensitive soft rock roadways provided in this embodiment is used to assess and treat floor heave disasters in water-sensitive soft rock roadways. For example... Figures 1 to 4 As shown, the method includes: Step S101: Based on the displacement of the floor slab after the roadway floor heave Calculate the cross-sectional shrinkage rate after the roadway floor heave. .

[0020] There are many possible causes of floor heave in roadways. For floor heave disasters caused by water, i.e., water-sensitive floor heave, the assessment and treatment method for water-sensitive soft rock roadway floor heave disasters provided in this embodiment is used for assessment and treatment. In a specific example, after in-situ sampling, a mudstone water-soaking swelling test is conducted on the mudstone of the coal floor to determine whether the floor heave is caused by water and to test the rock swelling rate when exposed to water.

[0021] Specifically, the first step is to take samples from the coal mine working face, break the collected rock samples into three groups, and then place the three groups of rock samples into a container in sequence. After measuring and recording the original volume of each group of rock samples in a graduated cylinder, place the three groups of rock samples in three separate measuring cups for 1 month, 2 months, and 5 months respectively (marking the measuring cups). After the placement time is completed, remove the rock samples from the measuring cups, wipe off the surface moisture, and then place the three groups of rock samples into separate measuring cups containing water. In a graduated cylinder filled with water, the volume of the rock sample after immersion in water was measured. By comparing the volume of the rock sample after immersion with its original volume, the rate of change of the rock sample was calculated, as shown in Table 1. Table 1 is as follows: Table 1 Comparison of rock samples before and after immersion in water. Based on Table 1, draw the rock sample volume growth chart and the rock sample volume percentage growth chart, as follows: Figure 2 , Figure 3 As shown. Among them, Figure 2 The horizontal axis represents soaking time, and the vertical axis represents rock sample volume. All three sets of curves (A, B, and C) show a trend of volume increase with prolonged soaking time, indicating that the swelling of the surface mudstone caused bottom bulging. The continuous and significant increase in volume of the B group samples indicates that the corresponding bottom rock mass has strong hydrophilicity, and its swelling and deformation after water absorption is large and persistent, making it the key rock mass driving bottom bulging. The C group samples show a phased change in volume, from rapid expansion to brief stability to re-expansion, reflecting the phased characteristics of water absorption and swelling of the bottom rock mass (rapid water absorption and expansion in pores and fissures in the initial stage, followed by secondary expansion caused by further hydrophysical action of internal minerals or weak surfaces). Although the volume expansion of the A group samples is relatively gradual, there is still a volume increase, indicating that even rock masses with weak expansibility will undergo swelling and deformation after water absorption. Figure 3 The horizontal axis represents immersion time, and the vertical axis represents the volume growth rate, which intuitively reflects the increase in rock sample volume.

[0022] Based on the volume change data obtained from the water immersion experiment of rock samples, the maximum volumetric swelling rate (i.e., water absorption swelling rate) of each rock sample can be obtained. According to the evaluation standard for the stability of coal mine roadway floor, the water swelling property of mudstone is divided into four levels according to the volumetric swelling rate. Among them, when the water absorption swelling rate is less than 2%, the mudstone does not swell when exposed to water; when the water absorption swelling rate is greater than or equal to 2% and less than 5%, the mudstone swells slightly when exposed to water; when the water absorption swelling rate is greater than or equal to 5% and less than 10%, the mudstone swells significantly when exposed to water; when the water absorption swelling rate is greater than or equal to 10%, the mudstone swells severely when exposed to water.

[0023] As shown in Table 1, the volume of rock samples in group A decreased from... Increase The water absorption swelling rate was 2.56%, which is considered a slight swelling level; the volume of the rock sample from Group B was... Increase to The water absorption swelling rate was 4.26%, which is considered a slight swelling level; the volume of the rock sample from Group C was... Increase to The water absorption swelling rate was 7.32%, which is considered a significant swelling level. Group A and Group B rock samples entered the slight swelling level, corresponding to the general softening and weak swelling trend of mudstone on the coal mine floor under hydrodynamic conditions; Group C rock samples showed obvious swelling, which is the key rock mass driving the floor heave.

[0024] In this embodiment, the extent to which the bottom rock is submerged in water is determined by the extent of bottom rock fracturing, as shown in the figure below. Figure 4 As shown. Here, the maximum failure depth and displacement of the floor under mining stress are used to characterize the floor fracture range. Specifically, the floor displacement after floor heave is determined based on the peak width of the roadway floor when plastic failure occurs under mining stress, the floor failure depth, the water absorption and swelling rate of the roadway floor strata, and the length of the water-soaked area in the roadway. Here, the floor failure model is constructed as follows: Determine the displacement of the floor slab after the roadway floor heaves In the formula, This represents the maximum failure depth of the tunnel floor under mining stress. This represents the peak width of the roadway floor when plastic failure occurs under mining stress. The internal friction angle of the tunnel floor; The width of the alleyway, The length of the bulging area at the bottom of the tunnel. It represents the water absorption and swelling rate of the rock strata at the bottom of the tunnel.

[0025] In a specific application scenario, the peak width of the roadway floor when plastic failure occurs under mining stress. It was obtained through drilling into the working face. The internal friction angle of the tunnel floor The results were obtained through physical and mechanical tests on the top slab and collapse columns of the working face. Curvature; tunnel width The length of the bottom bulge area of ​​the tunnel Water absorption and swelling rate of the rock strata at the bottom of the tunnel .

[0026] when At that time, the maximum depth of failure of the roadway floor under mining stress Correspondingly, the displacement of the floor slab after the roadway floor heave. ;when At that time, the maximum depth of failure of the roadway floor under mining stress Displacement of the floor slab after the tunnel floor heave That is, the displacement of the floor slab after the roadway floor heaves. The range is .

[0027] The direct manifestation of roadway floor heave is cross-sectional shrinkage. The hazard level based on floor displacement is assessed using the cross-sectional shrinkage rate, quantifying the impact of floor heave on the roadway's cross-sectional space. Specifically, according to the formula: Determine the cross-sectional shrinkage rate after the roadway floor heave In the formula, The clearance height of the alleyway.

[0028] In this embodiment, the reduction of area is defined. At that time, the hazard was classified as mild (hazard level I), and the cross-sectional reduction rate was... The current level is moderately hazardous (hazard level II), with a cross-sectional reduction rate of [missing information]. This constitutes a serious hazard (hazard level III). In a specific application scenario, At that time, the corresponding displacement of the floor slab behind the roadway floor heave At that time, the reduction of area Displacement of the floor slab after the roadway floor heave At that time, the reduction of area It can be seen that in this application scenario, the reduction of area... The roadway cross-section will experience severe contraction, and the roadway floor heave hazard level is Level III.

[0029] Step S102, in response to the reduction of area If the damage exceeds the repair and treatment threshold, the base slab will be treated initially by electroosmosis drainage and chemical sealing.

[0030] In this embodiment, the reduction of area is defined. When the damage exceeds the repair threshold (20%), effective measures to address the floor heave must be taken immediately, and sufficient allowance for cross-sectional shrinkage must be reserved in the support design. Specifically, the cross-sectional shrinkage rate... When the moisture content in the floor slab exceeds the repair and treatment threshold, the water in the floor slab is drained by electro-osmosis. After confirming that the water content of the mudstone in the floor slab has been significantly reduced, the cracks in the floor slab are grouted and sealed with malissa to prevent water from seeping into the floor slab from the roadway.

[0031] In electroosmosis drainage, when a direct current electric field is applied to water-saturated soil or filling slurry, pore water undergoes a directional movement from the positive electrode (anode) to the negative electrode (cathode) under the influence of the electric field, thus being forcibly discharged. Specifically, this involves a length greater than the maximum failure depth of the tunnel floor under mining stress. A brass tube, serving as the cathode, is vertically buried in the rock stratum to be treated; with the cathode brass tube as the center, a horizontal covering with a side length of... The square area uses a width of The iron plate anode is buried in the bottom rock layer; a voltage of is applied between the cathode and the anode. Current intensity is The direct current is used to drain the water from the base plate for more than 24 hours.

[0032] The fine solid particles that make up mudstone or filling slurry (such as clay minerals) usually carry a negative charge and adsorb a layer of cations on their surface, forming an "electric double layer" structure. Under the action of an external DC electric field, the cations adsorbed by the solid particles will carry the surrounding water molecules to the negative electrode (cathode). This macroscopic manifestation is that pore water gathers towards the cathode under the drive of the electric field and can be discharged through the drainage channel set in the cathode.

[0033] In other words, under the action of a DC electric field, pore water in the base rock strata will accumulate in the cathode brass tube through electroosmosis. To achieve efficient drainage, the brass tube also has a dehydration function. Dehydration holes with a diameter of 3.5 mm are drilled every 2 cm axially along the tube wall, and a layer of gauze is wrapped around the outer surface as a filter layer to prevent clogging. Finally, the brass tube is connected to a vacuum pump. The negative pressure generated inside the brass tube by the vacuum pump actively extracts the accumulated water, thereby expanding the overall dehydration effect while effectively draining the water. This actively and rapidly removes pore water from the base rock strata, fundamentally eliminating or weakening the hydrophysical effects that cause mudstone softening and swelling, significantly improving the mechanical strength and bearing capacity of the base rock mass, and achieving proactive prevention and root-cause treatment of bottom heave.

[0034] In this embodiment, the electro-osmotic drainage system is designed for roadway floors exhibiting floor bulging. The layout of the electro-osmotic drainage method is determined based on the severity level of the floor bulging deformation. Specifically, for hazard level I, a drainage unit (brass pipe, iron plate, etc.) is arranged every 3 meters along the roadway extension direction; for hazard level II, a drainage unit is arranged every 2 meters along the roadway extension direction; and for hazard level III, a drainage unit is arranged every 1 meter along the roadway extension direction. This achieves differentiated and precise treatment for different degrees of deformation.

[0035] After dehydrating the floor slab using electroosmosis, grouting anchors are installed in the floor slab. Then, malissa (a type of grouting agent) is used to inject grout into the anchors to seal the floor slab cracks. Specifically, after completing electroosmosis drainage and confirming a decrease in the floor slab mudstone moisture content (through moisture content sampling experiments), the malissa grouting process is initiated. First, based on the crack development zone determined by borehole inspection, grouting holes are laid out in the roadway floor slab. These grouting holes are arranged alternately with electroosmosis cathode tubes. The borehole depth ensures penetration into the potential expansion disturbance zone of the floor slab mudstone, based on the maximum damage depth of the roadway floor slab under mining stress. Determine the potential expansion and disturbance zone of the mudstone floor; that is, the maximum failure depth of the roadway floor under mining stress. The area within this range is the potential expansion disturbance zone.

[0036] After grouting is completed, a special sealing material is inserted into each grouting hole to seal the orifice. Grouting is performed using a two-component pneumatic or hydraulic pump. During construction, the resin (component A) and catalyst (component B) of the malissa are separately loaded into different containers in the equipment and pumped through two pipelines at a 1:1 volume ratio. After thorough mixing in a static mixer near the orifice, the mixture is injected into the bottom rock layer. The gelation time of the grout is controlled by adjusting the catalyst ratio and proportions according to the fracture size and hydrological conditions, typically between ten seconds and several minutes, to ensure that the grout can both fully penetrate and solidify in a timely manner.

[0037] During the grouting and sealing process, the grouting pressure follows the principle of "low pressure, slow injection, and staged increase," with a lower pressure used in the initial stage (e.g., ...). The low viscosity of the grout allows it to naturally penetrate into the drained fracture network. Subsequently, depending on the grout absorption, the pressure is gradually increased to a moderate range (e.g., ...). The grout is then used to further fill the tiny pores by driving the grout with pressure. Simultaneously, when treating areas with hanging components or addressing specific water inrush points, a higher pressure can be applied briefly to achieve rapid sealing and reinforcement. Grouting can be stopped when the grouting pressure reaches the designed final pressure and remains stable, or when grout seepage is observed from adjacent holes or surrounding cracks.

[0038] Therefore, the malissa, composed of resin and catalyst, has extremely low viscosity before injection, allowing it to effectively penetrate and fill the micropores and fine fractures of the mudstone substrate under applied pressure, reaching the source of hydraulic action and fully sealing deep seepage channels. When malissa comes into contact with seepage water, it undergoes a rapid chemical reaction and significant secondary expansion, enabling it to actively track and block the water source. The resulting expansion pressure further forces the grout into even finer surrounding fractures, thus forming a dense, continuous, three-dimensional impermeable barrier within the rock mass. This fundamentally blocks the contact between groundwater and mudstone, effectively inhibiting the softening and expansion deformation of the mudstone.

[0039] After solidification, malissa forms a solidified body with extremely high mechanical strength. Its uniaxial compressive strength can typically reach tens of megapascals, which is crucial for resisting secondary disturbances. It can not only block seepage channels, but also significantly improve the integrity and bearing capacity of the bottom rock mass through its high strength and strong adhesion to rock particles. It cements loose mudstone into a whole, thereby enhancing its resistance to in-situ stress compression and deformation.

[0040] By precisely controlling the gelation time from tens of seconds to several minutes, it can quickly and efficiently seal dried cracks after electroosmotic drainage, or address sudden localized seepage during the treatment process, ensuring the continuity and final effectiveness of the treatment project. Combining permeability, water-swellable properties, high strength, and rapid curing capabilities, it achieves long-term waterproofing and structural reinforcement of the base slab.

[0041] Step S103: After the initial treatment of the base plate, conduct secondary disturbance monitoring and evaluation on the base plate to determine the secondary disturbance level of the base plate.

[0042] Following the initial treatment of the base plate, under the influence of continuous geostress and mining, the reinforced zone and the original rock mass form a mechanically heterogeneous body. Stress redistribution can lead to stress concentration at the edges of the reinforced zone, crushing the surrounding weak rock layers to form new fracture zones, or triggering continuous creep in the rock mass, which may cause secondary disturbances and induce new fracture networks, opening new channels for groundwater infiltration. At the same time, the grouting consolidation body may suffer fatigue damage under long-term high stress, causing the mudstone to soften and expand again upon contact with water, triggering more complex secondary floor heave.

[0043] In this embodiment, after the initial treatment of the base plate, secondary disturbances to the base plate are dynamically monitored at different monitoring frequencies based on the original level of the base plate deformation. Specifically, a dedicated high-definition optical probe is inserted deep into the borehole to perform a 360-degree panoramic scan and video recording of the borehole wall rock mass. This visually reveals the structural characteristics of the rock mass within the borehole's reach, including detailed information such as primary fractures, secondary fractures, delamination, fracture zones, and lithological changes, and presents this information in the form of images and videos, providing a visualized geological basis for engineering decisions.

[0044] In a specific example, differentiated monitoring frequencies are established based on the initial severity of floor heave hazard: for Level III (severe) hazard areas, monitoring is conducted monthly for the first six months after treatment, and then quarterly; for Level II (moderate) hazard areas, monitoring is conducted quarterly; and for Level I (mild) hazard areas, monitoring is conducted every six months. Intensified monitoring should be initiated immediately when the roadway experiences severe mining impact or when monitoring data shows anomalies. Each monitoring session must be conducted in the same borehole using the same equipment and settings to ensure data comparability.

[0045] Simultaneously, based on the dynamic monitoring data of secondary disturbance of the foundation plate, the damage indicators of secondary disturbance of the foundation plate are evaluated. Specifically, the images obtained from each periodic monitoring are compared with the baseline state database to identify and quantify new cracks (new cracks appearing after the baseline period, recording their number, orientation, length, and opening), existing cracks (measuring the expansion of existing cracks in length and width, and recording their direction changes), fractured zones (assessing whether the range of fractured zones or loose areas on the borehole wall has expanded, or whether new fractured zones have been generated), and grout condition (checking whether the grout consolidation body shows cracking, spalling, or debonding from the surrounding rock).

[0046] Specifically, when there are obvious new cracks and existing cracks do not expand or expand at a rate of less than 10 mm / month, the corresponding secondary disturbance level is determined to be Level A (minor disturbance); when a small number of new microcracks appear (cumulative width < 50 mm) and local cracks expand slowly (rate 10-30 mm / month), the corresponding secondary disturbance level is determined to be Level B (moderate disturbance); when new cracks are dense and cracks with a cumulative width > 50 mm appear, key cracks expand rapidly (rate > 30 mm / month), and the fractured zone expands significantly, the corresponding secondary disturbance level is determined to be Level C (severe disturbance).

[0047] Furthermore, based on the secondary disturbance level of the base plate, secondary drainage and secondary sealing are carried out on the base plate. For secondary disturbance level A (minor disturbance), through continuous monitoring and surface protection, newly formed microcracks are penetrated and sealed with a high water-cement ratio and low concentration of acrylate slurry to isolate air and water vapor and prevent the cracks from being aggravated by weathering or capillary water absorption.

[0048] For secondary disturbances classified as Level B (moderate disturbance), preventative infiltration grouting is initiated to allow the grout to fully penetrate the newly formed and expanding fracture network, forming an overall reinforcement. Standard concentration of malathion is used for preparation, and the initial gel time is adjusted to within the range of 10-20 minutes to ensure sufficient time for the grout to penetrate and diffuse.

[0049] The grout should maintain low viscosity and high fluidity, and a low-pressure, slow-injection process should be strictly adopted, with the injection pressure controlled at [specific pressure range]. The grouting volume is determined by the goal of achieving the designed grouting volume, or by the orifice pressure slowly and steadily rising to the designed upper limit, which serves as the final criterion.

[0050] For secondary disturbances classified as Level C (severe disturbance), immediate high-strength, composite grouting reinforcement should be implemented to rebuild the load-bearing structure. A "dilute-to-concentrate, segmented grouting" strategy should be adopted. First, inject the same penetrating grout as Level B to seal small cracks and channels. After the grout absorption rate significantly decreases, switch to a high-concentration malathion solution, shortening the gelation time to 3-8 minutes to form a solidified body with higher early strength and rigidity, capable of bearing the main stresses.

[0051] A composite grouting technique of "first infiltration, then controlled fracturing" is adopted. After infiltration grouting, the pressure is gradually increased to 1.0-1.5 MPa, using the grout to expand and fill the existing fractures and form a network of grout veins in the rock mass, significantly improving the overall integrity and structural strength of the rock mass. Grouting holes should be densely arranged around areas with dense fractures and key fracture zones. If necessary, multi-sequence grouting (from the periphery to the interior) should be used to form an effective closed reinforcement ring. After reinforcement, the distribution and filling of the grout veins should be observed by core drilling, and the effective filling and consolidation of the fractures should be verified by borehole inspection. Finally, the integrity and impermeability of the reinforced body can be verified by water pressure testing or rock mass acoustic testing.

[0052] In this embodiment, for roadway floor heave caused by water, the floor is drained using electroosmosis. This actively and quickly drains the pores in the roadway floor rock strata, fundamentally eliminating or weakening the hydrophysical effects that cause mudstone softening and expansion, achieving dehydration and consolidation, and significantly improving the mechanical strength and bearing capacity of the floor rock mass. This achieves proactive prevention and root cause treatment of floor heave. After electroosmosis drainage, the drained cracks are quickly and efficiently permanently sealed using chemical sealing, or localized sudden water seepage is addressed during the floor treatment process to ensure the continuity and final effect of the floor treatment project, achieving long-term waterproofing and structural reinforcement of the floor.

[0053] This embodiment also provides a system for assessing and mitigating floor heave disasters in water-sensitive soft rock roadways. The system employs any of the above-described methods for assessing and mitigating floor heave disasters in water-sensitive soft rock roadways, such as... Figure 5 As shown, the system includes: Preprocessing unit 501 is configured to measure the displacement of the roadway floor rock obtained from the water-soaking expansion test. Calculate the cross-sectional shrinkage rate after the roadway floor heave. ; The primary treatment unit 502 is configured to respond to the cross-sectional area contraction rate. If the problem exceeds the repair and treatment threshold, the base slab will be treated initially by electroosmosis drainage and chemical sealing in sequence. The assessment and treatment unit 503 is configured to perform secondary disturbance monitoring and assessment on the base plate after the initial disturbance to determine the secondary disturbance level of the base plate.

[0054] The water-sensitive soft rock roadway floor heave disaster assessment and treatment system provided in this embodiment can realize the steps and processes of the water-sensitive soft rock roadway floor heave disaster assessment and treatment method in any of the above embodiments, and achieve the same technical effect, which will not be described in detail here.

[0055] In the description of this invention, the terms "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to a specific feature, structure, material, or characteristic described in connection with that embodiment or example, which is included in at least one embodiment or example of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0056] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A method for assessing and managing floor heave disasters in water-sensitive soft rock roadways, characterized in that, This method is used for assessing and treating floor heave disasters in water-sensitive soft rock roadways. It includes: The displacement of the floor slab obtained from the water swelling test of the rock floor slab in the tunnel. Calculate the cross-sectional shrinkage rate after the roadway floor heave. ; Response to reduction of area If the problem exceeds the repair and treatment threshold, the base slab will be treated initially by electroosmosis drainage and chemical sealing in sequence. After the initial treatment of the base plate, a secondary disturbance monitoring and assessment is conducted on the base plate to determine the level of secondary disturbance.

2. The method according to claim 1, characterized in that, Based on the peak depth of plastic failure of the roadway floor under mining stress, the water absorption and swelling rate of the roadway floor strata, and the length of the roadway floor heave region, the displacement of the floor after the roadway floor heave is determined. .

3. The method according to claim 2, characterized in that, According to the base plate failure model: Determine the displacement of the floor slab after the roadway floor heaves ; In the formula, This represents the maximum failure depth of the tunnel floor under mining stress. This represents the peak width of the roadway floor when plastic failure occurs under mining stress. The internal friction angle of the tunnel floor; The width of the alleyway, The length of the bulging area at the bottom of the tunnel. It represents the water absorption and swelling rate of the rock strata at the bottom of the tunnel.

4. The method according to claim 1, characterized in that, Response to reduction of area If the moisture content exceeds the repair and treatment threshold, the water in the floor slab is drained using electroosmosis. After confirming that the water content of the mudstone in the floor slab has decreased, the cracks in the floor slab are grouted and sealed with malissa to prevent water from seeping into the floor slab from the roadway.

5. The method according to claim 4, characterized in that, The length is greater than the maximum damage depth of the roadway floor under mining stress. A brass tube was vertically buried in the bottom rock layer to be treated, serving as the cathode. Centered on the cathode brass tube, a horizontal area is covered with a side length of... The square area uses a width of The iron plate anode is buried in the bottom rock layer; A voltage is applied between the cathode and anode. Current intensity is The direct current is used to drain the water from the base plate for more than 24 hours.

6. The method according to claim 5, characterized in that, After dehydrating the water in the base plate by electroosmosis, steel strands of the same diameter are inserted into the brass pipes for sealing. Then, grouting is used to seal the cracks in the base plate.

7. The method according to claim 5, characterized in that, Based on the cross-sectional shrinkage rate after the bottom heave of the tunnel Determine the hazard level of roadway floor heave deformation; The layout of the electro-osmosis drainage method is determined based on the severity of the hazard level of the roadway floor heave deformation.

8. The method according to claim 4, characterized in that, The grouting sealing borehole penetrates to the potential expansion and disturbance zone of the mudstone floor, and the borehole opening is sealed through a grouting pipe; among which, the maximum failure depth of the roadway floor under mining stress is considered. To identify the potential expansion and disturbance zone of the bottom mudstone.

9. The method according to claim 1, characterized in that, After the initial treatment of the base plate, the secondary disturbance of the base plate is dynamically monitored according to different monitoring frequencies based on the original level of the base plate deformation. Based on the dynamic monitoring data of secondary disturbance of the base plate, the damage index of secondary disturbance of the base plate is evaluated; The secondary disturbance level of the base plate is determined based on the evaluation results of the damage indicators, so as to carry out secondary drainage and secondary sealing of the base plate.

10. A system for assessing and managing floor heave disasters in water-sensitive soft rock roadways, characterized in that, The system employs any one of the disaster assessment and treatment methods for water-sensitive soft rock roadways according to claims 1-9 to conduct disaster assessment and treatment of floor heave in water-sensitive soft rock roadways. The system includes: The preprocessing unit is configured to measure the displacement of the roadway floor rock obtained from the water-soaking expansion test. Calculate the cross-sectional shrinkage rate after the roadway floor heave. ; The initial treatment unit is configured to respond to the cross-sectional area contraction rate. If the problem exceeds the repair and treatment threshold, the base slab will be treated initially by electroosmosis drainage and chemical sealing in sequence. The assessment and treatment unit is configured to perform secondary disturbance monitoring and assessment on the base plate after the initial disturbance, and to determine the secondary disturbance level of the base plate.

Images