Foundation top surface frost heaving crack treatment device and foundation top surface detection and repair method

Abstract

The invention discloses a foundation top surface frost heaving crack treatment device and a foundation top surface detection and repair method.The inhibition structure comprises multiple layers of annular units distributed in the longitudinal direction of a concrete body, and each layer of annular unit is provided with multiple annular pipes distributed in a concentric circle array; all the annular pipes in the same layer of annular units are communicated with one another through first communicating pipes, and every two adjacent layers of annular units are communicated with one another through second communicating pipes. The detecting and repairing method comprises the steps that after a restraining structure is arranged and formed, concrete is poured, so that the concrete wraps the restraining structure, and a concrete body is obtained; a through hole penetrating into the restraining structure is formed in the surface of the concrete body; and pressure data in the inhibition structure is obtained, a hydrophobic material is poured into the inhibition structure after it is determined that cracks exist in the inhibition structure, and the cracks in the inhibition structure are repaired through the hydrophobic material. According to the invention, crack development inhibition and rapid crack repair of the top surface of the power transmission tower foundation in a high cold environment are realized.

Description

Technical Field

[0001] This invention relates to the field of concrete performance evaluation technology, specifically to a device for treating frost heave cracks on the top surface of a foundation and a method for detecting and repairing the top surface of a foundation. Background Technology

[0002] The top surface of the transmission tower foundation serves as the load-bearing zone for the steel frame, and the integrity of its concrete structure is crucial to ensuring the overall structural safety. Due to the structural requirement for connection between the top surface and the tower legs, distributed anti-crack reinforcement cannot be installed on the top surface during the design phase. Therefore, it cannot suppress the shrinkage deformation that occurs during the concrete hardening process, leading to the appearance of micro-cracks. Transmission towers are mostly located in harsh outdoor environments. The freeze-thaw cycles in frigid northern regions and high-altitude areas cause moisture that seeps into the micro-cracks to expand, generating expansion stress that leads to the development and propagation of micro-cracks, thereby increasing their width and depth.

[0003] Existing repair methods for the top surface of transmission tower foundations include sealing surface cracks with coatings and grouting internal cracks with materials such as epoxy resin, water glass, and cement grout. Both of these repair methods have the following problems: This repair method only seals the surface of the crack or a shallow layer. Often, due to the mismatch between the thermal expansion coefficients of the material and the concrete or the lack of compaction, microcracks remain, allowing moisture to seep in and cause frost heave, resulting in the continued development of cracks. This repair method uses external grouting, which has problems such as pressure attenuation and difficulty in venting gas from the cracks. This can easily lead to the grout not penetrating deep into the fine branches of the cracks, leaving voids inside after repair. In addition, the surface concrete needs to be removed during construction, which is a complicated process, causes secondary disturbance to the structure, and results in poor bonding between the repair layer and the original concrete, leading to insufficient durability.

[0004] Existing technologies cannot effectively prevent the continuous development of frost heave cracks, leading to frequent and unavoidable major repairs or reconstructions of concrete foundations in cold or high-altitude environments. Summary of the Invention

[0005] The purpose of this invention is to provide a device for treating frost heave cracks on the top surface of a foundation and a method for detecting and repairing the top surface of a foundation. This invention aims to solve the problems of incomplete repair, complex construction, and insufficient durability of ordinary repair methods when micro-cracks of concrete shrinkage occur on the top surface of a transmission tower foundation where anti-crack reinforcement cannot be installed.

[0006] To achieve the above objectives, the present invention adopts the following technical solution: This invention provides a device for treating frost heave cracks on the top surface of a foundation, comprising a concrete body and an inhibition structure. The inhibition structure is disposed inside the concrete body and includes multiple ring-shaped units distributed longitudinally along the concrete body. Each ring-shaped unit has multiple ring-shaped tubes arranged in a concentric array. All ring-shaped tubes in the same ring-shaped unit are interconnected through a first connecting pipe, and every two adjacent ring-shaped units are interconnected through a second connecting pipe.

[0007] Furthermore, the suppression structure is made of mortar material and prepared using rapid freezing technology.

[0008] Furthermore, it also includes a grouting port connected to the annular tube, for injecting crack detection material and / or crack repair material into the annular tube based on the grouting port.

[0009] Furthermore, it also includes a grouting assembly connected to the grouting port, the grouting assembly being used to inject crack repair material into the annular tube based on the grouting port when a crack is detected.

[0010] Furthermore, it also includes a pressure detection component connected to the grouting port. The pressure detection component is used to inject pressure detection material into the annular pipe to determine the crack detection result based on the pressure information fed back by the pressure detection material.

[0011] Furthermore, the width of the first connecting pipe and the second connecting pipe is 10-15mm; the width of the annular pipe is 20-25mm; the distance between each two adjacent annular units is the same, and this distance is set to 30mm.

[0012] Furthermore, the distance between each pair of adjacent annular tubes in the same layer of the annular unit is the same, and this distance is set to be greater than or equal to 20 mm; the projections of all annular tubes in each pair of adjacent annular units in the vertical direction are staggered.

[0013] This invention also provides a method for detecting and repairing the top surface of a foundation, using the aforementioned foundation top surface frost heave crack treatment device, comprising the following steps: The pressure data obtained inside the suppression structure; If the change in pressure data meets the crack detection criteria, then a crack is determined to exist, and a hydrophobic material is injected into the interior of the suppression structure to repair the crack within the suppression structure.

[0014] Furthermore, the following specific steps are included: Step 1: After the suppression structure is laid out and formed, concrete is poured to enclose the suppression structure, thus preparing the concrete body. Step 2: When it is necessary to detect the development of cracks in the concrete body, a through hole is made on the surface of the concrete body, extending into the suppression structure; Step 3: Collect pressure data inside the suppression structure through the through hole. If the pressure data change information meets the crack judgment condition, it is determined that there is a microcrack in the concrete body. At the same time, the microcrack has expanded and penetrated the suppression structure. Proceed to Step 4. If the pressure data change information does not meet the crack judgment condition, it is determined that there is no microcrack in the concrete body. Proceed to Step 5. Step 4: Pour water-repellent material into the interior of the concrete body through the through hole until the water-repellent material fills the through hole; Step 5: Seal the through hole.

[0015] Furthermore, in step one, the distance between the top surface of the suppression structure and the top surface of the concrete body is controlled to be 10-20 mm, and the distance between each two adjacent annular tubes in the same layer of the annular unit is required to be greater than the maximum aggregate particle size of the concrete body. In step three, the process for determining whether microcracks exist within the concrete structure is as follows: First, connect a water source using an electric water injection pressure pump. Then, inject water into the suppression structure through the through-hole. Observe the pressure changes displayed by the pressure sensor built into the electric water injection pressure pump. Determine which of the following conditions the pressure change meets, and then execute the corresponding processing step. The specific conditions are: (1) If the pressure value drops during the water injection process, or if the pressure value displayed is greater than the preset pressure threshold after the water is filled to the through hole, it is determined that there is a microcrack in the concrete body, and the microcrack has expanded and penetrated the suppression structure. Then proceed to step four. (2) If the pressure value remains constant and equal to the preset pressure threshold during the process from the start of water injection until the water is filled to the through hole, it is determined that there are no microcracks inside the concrete body, and the process is skipped to step five. Before performing the corresponding processing steps, a vacuum pump is first connected to the through hole, and the interior of the concrete body is vacuum-pumped until all the water inside the concrete body is drained.

[0016] The beneficial effects of this invention are: 1. The suppression structure described in this invention is obtained by physically shaping mortar through rapid freezing technology and embedding it within a concrete body, thus serving as the main structure of the top surface of the transmission tower foundation. The concrete body is made of cement and mortar mix, and both the concrete body and the suppression structure are homogeneous materials without the introduction of any heterogeneous materials. This allows the concrete body and the suppression structure to hydrate and form during assembly, with the hydration process being completely synchronized, ultimately forming an integral structure without interface defects. This not only ensures the mechanical properties of the suppression structure, enabling it to stably sense the development and propagation of cracks, but also effectively avoids stress concentration or interface delamination caused by heterogeneous materials.

[0017] 2. The suppression structure described in this invention has multiple layers of longitudinally distributed annular units. Each annular unit has multiple annular tubes arranged in a concentric array. All annular tubes in every two adjacent annular units are staggered. This arrangement allows the suppression structure to be formed three-dimensionally inside the concrete body. The suppression structure can physically block the lateral expansion of cracks in the horizontal direction and cover the expansion depth and surrounding area of ​​cracks in the vertical direction, preventing cracks from extending and developing in the vertical direction. This effectively suppresses the overall development and expansion of cracks, thereby extending the actual service life of the concrete body.

[0018] 3. Regarding the suppression structure described in this invention, all the annular tubes are interconnected through the first connecting tube and the second connecting tube, forming a liquid injection channel. Its function is twofold: firstly, by filling the liquid injection channel with water and detecting the pressure changes inside, it is possible to macroscopically determine whether there are cracks expanding or penetrating inside the concrete body; secondly, it provides a continuous and uniform pressure channel for the injection of water-repellent material. Through this liquid injection channel, water-repellent material is directly injected into the interior of the concrete body, realizing a crack repair method from the inside out. This solves the problem that traditional external grouting repair methods cannot fill cracks. The water-repellent material can form a water-repellent layer by physically adsorbing onto the crack wall and capillary channels, blocking water intrusion from the source, preventing expansion damage caused by freeze-thaw cycles, and achieving long-term protection of the concrete body. Attached Figure Description

[0019] Figure 1 This is a cross-sectional schematic diagram of a foundation top surface frost heave crack treatment device of the present invention, viewed from one angle.

[0020] Figure 2 This is a cross-sectional schematic diagram of a foundation top surface frost heave crack treatment device of the present invention, viewed from another angle.

[0021] Figure 3 This is a schematic diagram illustrating an application scenario of the foundation top surface frost heave crack treatment device of the present invention.

[0022] Figure 4This is a comparison and evaluation diagram of the maximum crack width between the implementation group and the control group in this invention.

[0023] Figure 5 This is a comparison and evaluation diagram of the maximum crack depth between the implementation group and the control group in this invention. Detailed Implementation

[0024] To enable those skilled in the art to better understand the technical solutions in this specification, the technical solutions in the embodiments of this specification will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments.

[0025] In the description of the embodiments of this application, the words "for example" or "for instance" are used to indicate examples, illustrations, or explanations. Any embodiment or design that is described as "for example" or "for instance" in the embodiments of this application should not be construed as being more preferred or advantageous than other embodiments or design options. Rather, the use of the words "for example" or "for instance" is intended to present the relevant concepts in a specific manner.

[0026] In the description of the embodiments of this application, the term "multiple" means two or more. For example, multiple systems means two or more systems, and multiple screen terminals means two or more screen terminals. Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the indicated technical features. Thus, a feature defined with "first" or "second" may explicitly or implicitly include one or more of that feature. The terms "comprising," "including," "having," and variations thereof all mean "including but not limited to," unless otherwise specifically emphasized. Example 1

[0027] like Figure 1 , Figure 2 , Figure 3 As shown, the present invention provides a device for treating frost heave cracks on the top surface of a foundation, comprising a concrete body 1 and an inhibition structure 2. The inhibition structure 2 is disposed inside the concrete body 1 and includes multiple annular units 2a distributed longitudinally along the concrete body 1. Each annular unit 2a has multiple annular tubes 2b arranged in a concentric array. All annular tubes 2b in the same annular unit 2a are interconnected through a first connecting pipe 2c, and every two adjacent annular units 2a are interconnected through a second connecting pipe 2d.

[0028] It should be noted that the suppression structure 2 uses mortar material. The mortar material is rapidly frozen using liquid nitrogen or a cryogenic freezer. The freezing intervention time is within 3 hours after the mortar is mixed, so as to allow the mortar to physically set. Then, the suppression structure 2 is embedded in the concrete body 1 using concrete pouring. The concrete body 1 serves as the main structure of the top surface of the transmission tower foundation. The concrete body 1 is made of cement and mortar with the same mix ratio as the suppression structure 2. After the suppression structure 2 recovers hydration at room temperature, its unhydrated mortar particles can spontaneously heal the micro-stress cracks generated during the freezing process, ensuring the integrity and mechanical properties of the suppression structure 2, and providing a stable carrier for subsequent crack resistance and repair. At the same time, both the concrete body 1 and the suppression structure 2 are homogeneous materials, without the introduction of any heterogeneous materials. This allows the concrete body 1 and the suppression structure 2 to hydrate and form during assembly, and the hydration process is completely synchronized, ultimately forming an integral structure without interface defects. This not only ensures the crack sensing sensitivity of the suppression structure 2, so as to suppress the stable sensing of the development and expansion of cracks inside the concrete body 1, but also effectively avoids stress concentration or interface peeling caused by heterogeneous materials.

[0029] It should be noted that the suppression structure 2 described in this invention has multiple layers of longitudinally distributed annular units 2a, each layer of annular units 2a having multiple annular tubes 2b arranged in a concentric array. This arrangement allows the suppression structure 2 to be formed three-dimensionally inside the concrete body 1. Furthermore, based on the tight structure formed by the hydration molding process, the suppression structure 2 can physically block the lateral expansion of cracks in the horizontal direction, and in the vertical direction, it covers the expandable depth of the crack and its surrounding area, preventing the crack from extending and developing vertically. This effectively suppresses the overall development and expansion of cracks, thereby extending the actual service life of the concrete body 1.

[0030] It should be noted that, in the suppression structure 2 described in this invention, all the annular pipes 2b are interconnected through the first connecting pipe 2c and the second connecting pipe 2d, forming a liquid injection channel. The design principle of this liquid injection channel is as follows: the cracking phenomenon of the concrete body 1 is caused by internal or external factors that generate tensile stress within it, exceeding its own tensile strength, thereby triggering the expansion and penetration of micro-cracks within it, eventually forming macro-cracks visible to the naked eye. A through hole 3 is opened on the surface of the concrete body 1, connecting to the liquid injection channel, and water is injected into the liquid injection channel through the through hole 3. The water injection operation is used to detect the internal pressure. Based on the changes in the internal pressure of the liquid injection channel, it is determined whether there are cracks inside the concrete body 1 sufficient to destroy the suppression structure 2. If the pressure suddenly drops during water injection, or if the final pressure value exceeds the predicted pressure threshold after the suppression structure 2 is filled with water, it indicates that there are continuously developing and expanding cracks inside the concrete body 1, and that these cracks have severely damaged the suppression structure 2. Specifically, a sudden pressure drop indicates that cracks endangering the surface of the suppression structure have expanded due to the impact of the water injection pressure, while a pressure value exceeding the predicted pressure threshold indicates that the internal space of the injection channel has increased due to crack development and expansion. Conversely, if the pressure remains constant throughout the water injection process and equals the predicted pressure threshold, it indicates that the suppression structure 2 is in an intact state, and there are no cracks inside the concrete body 1 that would affect its service strength.

[0031] Specifically, the water injection detection process and grouting repair process are as follows: An electric water injection pressure pump equipped with a pressure sensor injects water into the injection channel through through-hole 3. The pressure sensor converts the pressure signal into an electrical signal, enabling real-time pressure value display and feedback. Based on the feedback pressure value, if it is determined that there are cracks inside the concrete body 1, a vacuum pump is used to perform vacuum drainage treatment on the concrete body 1 to remove the water inside. Then, a hydrophobic material is injected into the injection channel through through-hole 3 until a continuous flow of hydrophobic material is observed at through-hole 3. The crack repair material used is hydrophobic. Its effect is that the hydrophobic material can physically adsorb onto the crack wall and capillary channels to form a hydrophobic layer, blocking water intrusion at the source and preventing expansion damage caused by freeze-thaw cycles, thus achieving long-term protection of the concrete body 1. Water injection pressure detection can directly reflect the penetration and development degree of cracks, avoiding the missed detection of hidden cracks. Directional pressure injection based on the injection channel ensures that the hydrophobic material firmly bonds to the crack wall.

[0032] Specifically, the hydrophobic material used is a silane-based hydrophobic material, such as long-chain alkylalkoxysilanes, tridecafluorooctyltriethoxysilanes, etc.

[0033] It is understandable that the through hole 3 is used to inject crack detection material into the annular tube 2b in order to suppress the acquisition of internal pressure data of structure 2. The crack detection material can be either liquid or gas.

[0034] It is understandable that, due to the harsh and cold environment in which the concrete body 1 is located, after the crack detection of the concrete body 1 is completed through the through hole 3, it is necessary to drain the crack detection material in the suppression structure 2 and seal the through hole 3, so that the interior of the suppression structure 2 changes from an open state to a closed state, in order to prevent moisture from severely seeping into the interior of the concrete body 1 and causing frost heave.

[0035] The width of the annular tube 2b ranges from 20 to 25 mm.

[0036] The widths of the first connecting pipe 2c and the second connecting pipe 2d are both in the range of 10 to 15 mm.

[0037] The distance between each pair of adjacent annular units 2a is the same, and this distance is set to 30mm.

[0038] The distance between any two adjacent annular tubes 2b in the same layer of the annular unit 2a is the same, and this distance is set to be greater than or equal to 20 mm.

[0039] The projections of all annular tubes 2b in the vertical direction of each pair of adjacent annular units 2a are staggered.

[0040] It is understandable that the above further limits the three-dimensional spatial coverage of the suppression structure 2 so that the suppression structure 2 can stably sense and suppress cracks of different depths and widths, and the corresponding staggered arrangement can effectively increase the sensitivity of the annular tube 2b to cracks inside the concrete body 1.

[0041] It is important to understand that, for the actual application scenarios of the foundation top surface frost heave crack treatment device described in this invention, [the following is unclear and likely requires further context: "by..."] Figure 3 It is known that the concrete body 1 with built-in suppression structure 2 is installed on the top surface of the transmission tower 4. The side of the transmission tower 4 is provided with a plurality of radially symmetrical pile foundation steel bars 5. The top of the pile foundation steel bars 5 abuts against the lower surface of the concrete body 1, and the bottom of the pile foundation steel bars 5 is set on the ground. Example 2

[0042] This invention also provides a method for detecting and repairing the top surface of a foundation, using the aforementioned foundation top surface frost heave crack treatment device, comprising the following specific steps: Step 1: After the inhibition structure 2 is arranged and formed, concrete is poured to enclose the inhibition structure 2, thus preparing the concrete body 1. Step 2: When it is necessary to detect the development of cracks in the concrete body 1, a through hole 3 is opened on the surface of the concrete body 1, extending into the suppression structure 2; Step 3: Collect pressure data inside the suppression structure 2 through the through hole 3. If the pressure data change information meets the crack judgment condition, it is determined that there is a microcrack in the concrete body 1. At the same time, the microcrack has expanded and penetrated the suppression structure 2. Proceed to step 4. If the pressure data change information does not meet the crack judgment condition, it is determined that there is no microcrack in the concrete body 1. Jump to step 5. Step 4: Pour water-repellent material into the interior of the concrete body 1 through the through hole 3 until the water-repellent material fills the through hole 3; Step 5: Seal the through hole 3.

[0043] In step one, the distance between the top surface of the suppression structure 2 and the top surface of the concrete body 1 is controlled to be 10-20mm. It should be understood that this distance setting is important because if the distance is too close, it will affect the pouring quality of the upper surface of the concrete body 1; if the distance is too far, it will be unable to detect surface cracks and achieve the crack suppression effect.

[0044] In step one, the distance between any two adjacent annular tubes 2b in the same layer of the annular unit 2a must be greater than the maximum aggregate particle size of the concrete body 1. It should be understood that the limitation on the maximum aggregate particle size of the concrete body 1 is intended to ensure that the crack induction sensitivity of the structure 2 is suppressed while guaranteeing that the concrete body 1 meets the foundation strength standards for the top surface of the transmission tower foundation.

[0045] In step three, the process for determining whether microcracks exist within the concrete main body 1 is as follows: First, connect a water source using an electric water injection pressure pump, then inject water into the interior of the suppression structure 2 through the through-hole 3. Observe the pressure value change displayed by the pressure sensor built into the electric water injection pressure pump, and determine which of the following conditions the pressure value change meets. If so, execute the corresponding processing step. The specific conditions are: (1) If the pressure value drops during the water injection process, or if the pressure value displayed is greater than the preset pressure threshold after the water is filled to the through hole 3, it is determined that there is a microcrack in the concrete body 1, and the microcrack has expanded and penetrated the inhibition structure 2, and step four is executed. (2) If the pressure value remains constant and equal to the preset pressure threshold during the process from the start of water injection until the water is filled to the through hole 3, it is determined that there are no microcracks inside the concrete body 1, and the process is skipped to step five. Before performing the corresponding processing steps, a vacuum pump is first connected to the through hole 3, and the interior of the concrete body 1 is vacuum-pumped until all the water inside the concrete body 1 is drained.

[0046] In this embodiment, based on the steps and methods proposed in this invention, the development of concrete cracks after freeze-thaw cycles is evaluated using both methods and traditional grouting repair methods. The evaluation is achieved through precast concrete crack tests in the implementation group and multiple control groups, as detailed below: Implementation Group The implementation team used the foundation top surface frost heave crack treatment device described in this invention, and the operation procedure for the precast concrete crack test is as follows: Step S1: Prepare ordinary concrete cube test blocks of a certain size; Step S2: The mortar is frozen and physically molded using rapid freezing technology to prepare the inhibition structure 2. This structure is then placed on the top surface of a regular concrete cube specimen. (Refer to a reference.) Figure 1 The suppression structure 2 has three layers of annular units 2a, which are, from top to bottom, a first annular unit, a second annular unit, and a third annular unit, wherein: (1) The first annular unit is provided with four annular tubes 2b arranged concentrically. The diameter of the annular tube 2b with the largest diameter is equal to the side length of the ordinary concrete cube specimen, and the diameter of the annular tube 2b with the smallest diameter is 1 / 4 of the side length of the ordinary concrete cube specimen. The spacing between each pair of the four annular tubes 2b is equal. (2) The second annular unit is provided with three concentrically spaced annular tubes 2b. The diameter of the annular tube 2b with the largest diameter is 7 / 8 of the side length of the ordinary concrete cube specimen, the diameter of the annular tube 2b with the smallest diameter is 3 / 8 of the side length of the ordinary concrete cube specimen, and the diameter of the middle annular tube 2b is 5 / 8 of the side length of the ordinary concrete cube specimen. All the annular tubes 2b in the second annular unit and the first annular unit are staggered in vertical projection. (3) The third annular unit is provided with four annular tubes 2b arranged concentrically. The diameter of the annular tube 2b with the largest diameter is equal to the side length of the ordinary concrete cube specimen, and the diameter of the annular tube 2b with the smallest diameter is 1 / 4 of the side length of the ordinary concrete cube specimen. The spacing between each pair of the four annular tubes 2b is equal. The projection of all the annular tubes 2b in the vertical direction of the third annular unit and the second annular unit is staggered, and the projection of the third annular unit and the second annular unit in the vertical direction is overlapped. (4) The distance between each pair of the first annular unit, the second annular unit, and the third annular unit is 30 mm; (5) The width of the annular tube 2b is set to 25mm, and the widths of the first connecting tube 2c and the second connecting tube 2d are both 15mm; Step S3: After the suppression structure 2 is stably laid out, concrete is poured to enclose the suppression structure 2, thus preparing the concrete body 1. The distance between the top surface of the suppression structure 2 and the top surface of the concrete body 1 is 15mm. Then, the suppression structure 2 and the concrete body 1 are hydrated and cured together for 28 days. Finally, a straight crack penetrating the top surface is precast on the surface of the concrete body 1. The width of the straight crack is 1mm and the depth is 10mm. Step S4: After hydration curing is completed, a through hole 3 is opened on the surface of the concrete body 1, extending into the inhibition structure 2, and a water injection pressure test is performed on the inhibition structure 2. When the pressure drop exceeds the preset pressure threshold (e.g., 5% of the initial pressure) within a preset test time (e.g., 30 seconds), it is determined that the crack in the concrete body 1 has expanded and penetrated into the inhibition structure 2. Then, silane-based hydrophobic material is injected into the injection channel through the through hole 3 until silane-based hydrophobic material continuously flows out of the through hole 3, and the pressure is maintained for a period of time. Step S5: Perform rapid freeze-thaw cycle treatment on the concrete main body 1, setting the number of freeze-thaw cycles to 100. After the freeze-thaw cycle treatment is completed, remeasure the maximum width and maximum depth of the cracks.

[0047] Comparison Group 1 The control group 1 used ordinary concrete cube test blocks with the same size as the concrete body 1 of the implementation group. The operation procedure for the precast concrete crack test was as follows: a straight crack with a width of 1 mm and a depth of 10 mm was precast on the surface of the test block, penetrating the top surface. Then, the test block was subjected to 100 rapid freeze-thaw cycles. After the freeze-thaw cycle treatment was completed, the maximum width and maximum depth of the crack were remeasured and its expansion was observed. No repair intervention was performed.

[0048] Comparison Group 2 For the precast concrete crack test of control group 2, control group 2 used the same suppression structure 2 and the concrete body 1 formed with it as control group 2. A precast straight crack with the same width and depth was configured for the concrete body 1. However, the crack repair material used was different. Specifically, after the water injection pressure test confirmed that the crack had expanded and penetrated to the corresponding suppression structure 2, cement mortar was injected into the injection channel through the through hole 3 until cement mortar flowed out continuously from the through hole 3. Then, the concrete body 1 was subjected to 100 rapid freeze-thaw cycles. After the freeze-thaw cycle was completed, the maximum width and maximum depth of the crack were remeasured, and it was observed whether the repair material itself showed shrinkage cracking or debonding from the substrate.

[0049] Comparison Group 3 Comparative group 3 used ordinary concrete cube test blocks with the same dimensions as concrete body 1 in the implementation group. A straight crack with a width of 1 mm and a depth of 10 mm was pre-cast on the surface of the test block, penetrating the top surface. After the straight crack was pre-cast, a grouting process from the outside to the inside was adopted. That is, holes were drilled at the crack on the top surface of the test block and grouting nozzles were installed. The same silane-based hydrophobic material as in the implementation group was injected for repair. After the freeze-thaw cycle treatment was completed, the maximum width and maximum depth of the crack were re-measured, and it was observed whether the repair material itself showed shrinkage cracking or debonding from the substrate.

[0050] Based on the test results of the above implementation group, control group 1, control group 2, and control group 3, the relevant maximum crack width is as follows: Figure 4 As shown, the maximum depth of the relevant cracks is as follows: Figure 5 As shown, by Figure 4 and by Figure 5 It can be known that: For the implementation group, after freeze-thaw cycles, the crack width was ≤0.2mm, the crack depth did not expand, and there were no secondary cracks or surface peeling. It effectively achieved the full functions of crack resistance, detection, repair and protection, and the repair effect and structural durability reached the optimal level.

[0051] For control group 1, it completely lost its crack resistance and protection capabilities. After freeze-thaw cycle treatment, the crack width was ≥2.5mm, the crack depth extended to more than 50mm, multiple secondary cracks appeared on the concrete surface, local surface spalling occurred, the structure deteriorated severely, and it was completely unable to resist freeze-thaw damage. Because control group 1 did not have the crack suppression function of structure 2, the precast cracks in control group 1 expanded freely under the temperature stress of freeze-thaw cycle, and the internal micro cracks and precast cracks quickly connected to form a macro crack network. The crack expansion was unrestricted, and eventually the cracks in the concrete penetrated from the inside to the surface. The precast cracks were directly exposed to the environment, and moisture continuously invaded the precast cracks and concrete capillary channels. During the freeze-thaw cycle treatment, the expansion stress generated by the freezing of water repeatedly acted on the crack walls, causing the cracks to continue to widen and deepen. The lack of water-repellent or sealing treatment further aggravated the water intrusion, ultimately causing the concrete structure to become loose and spall.

[0052] For control group 2, the protective effect failed due to defects in the repair material. After freeze-thaw cycles, the crack width was ≥0.8 mm and the depth extended to 20 mm. Microcracks appeared at both the injection channel and the concrete interface. The cement mortar repair layer peeled off locally, and the repair effect and structural durability were lower than those of the control group. Due to the high volume shrinkage rate of cement mortar during curing, voids are easily formed inside the repair layer, forming a weak layer with the crack wall and the interface of the inhibition structure 2. The high viscosity of cement mortar prevents it from penetrating to the fine branches of the precast crack. The remaining voids become channels for water intrusion. During freeze-thaw cycles, water freezes and expands in the voids, directly damaging the repair layer structure. Cement mortar has no water-repellent function and cannot prevent water from penetrating into the concrete around the crack. Although the inhibition structure 2 provides a structural crack-resistant barrier, microcracks are generated at the interface between the repair layer and the inhibition structure 2 due to shrinkage stress. The cracks extend along the concrete interface, eventually leading to the peeling of the repair layer and further development of the cracks.

[0053] For control group 3, after freeze-thaw cycles, the crack width was ≥1.2mm and the depth extended to 30mm. The external hydrophobic material repair layer peeled off from the concrete, and the deep cracks were not effectively filled. This is because during the process of injecting hydrophobic material from the outside to the inside, there is a significant pressure attenuation phenomenon. The gas trapped inside the crack cannot be discharged, which easily leads to a state of surface sealing and internal voids. Although silane-based hydrophobic materials have excellent hydrophobic properties, they cannot penetrate to a depth of 1cm in the precast cracks. The deep cracks remain channels for water intrusion, and during the freeze-thaw cycle treatment, the deep cracks continue to expand. The secondary cracks generated by the temperature stress of the concrete under freeze-thaw cycles are connected to the precast cracks. External grooving and grouting damage the surface structure of the concrete. At the same time, the poor compatibility between the hydrophobic material repair layer and the original concrete interface, and the temperature deformation difference caused the concrete interface to crack first. The hydrophobic material repair layer failed, and water intrusion along the concrete interface aggravated the structural damage.

[0054] It is important to understand that, in summary, firstly, this invention employs an inhibition structure 2 with a specific shape and structure, which, after being hydrated and molded together with ordinary concrete, forms an integral structure without interface defects. This structure is highly sensitive to crack penetration and propagation, resulting in excellent injection performance. Furthermore, the use of water-repellent material injected from the inside out further enhances the injection and repair effects. Its core advantage lies in the fact that the injection channels within the inhibition structure 2 are used to deliver the water-repellent material, creating uniform and continuous injection pressure. This ensures that the water-repellent material penetrates the entire crack, including both fine and deep cracks, achieving complete filling. Moreover, the injection channels can hydrate and integrate with the concrete body 1, forming a unified whole. After the water-repellent material is injected, it forms a strong bond with the crack wall, significantly improving the structural integrity and durability. It eliminates the need for continuous chiseling of the surface concrete and searching for internal cracks, simplifying the construction process and causing no additional damage to the foundation structure. Additionally, the inhibition structure 2 can directly and accurately locate the crack position, improving repair efficiency and reliability. Secondly, this invention uses silane-based hydrophobic materials for crack repair. Silane-based hydrophobic materials not only have low viscosity and excellent fluidity, effectively penetrating and filling micro-cracks, but also their mechanism of action is physical adsorption and capillary wall hydrophobization, without chemical reaction or volume change, thus avoiding secondary damage caused by material shrinkage or expansion. The hydrophobic layer formed by the silane-based hydrophobic material inside the concrete pores can effectively and permanently block moisture, ensuring that water cannot enter, resulting in significant waterproofing and excellent durability, fundamentally preventing freeze-thaw damage caused by moisture intrusion. Third, this invention employs an inhibition structure 2 made of frozen mortar. Firstly, to ensure material consistency with the concrete substrate 1 serving as the foundation's top surface, the inhibition structure 2 is rapidly frozen and physically shaped. It is then pre-placed within the concrete substrate 1, ultimately achieving complete hydration and bonding, thus avoiding the introduction of any heterogeneous materials and ensuring the overall uniformity of the foundation's top surface in terms of physical and chemical properties. Secondly, the inhibition structure 2 utilizes rapid freeze-forming technology, which allows the mortar to solidify into the desired shape during the plastic stage. After molding, it can resume normal hydration upon returning to room temperature, allowing its mechanical properties to fully develop. More importantly, this technology possesses self-repairing capabilities against microscopic defects. The system possesses the ability to repair even micro-stress cracks that may develop during freezing. These cracks can be healed by unhydrated mortar particles during subsequent room-temperature hydration, ensuring the structural integrity of the injection channel itself. Furthermore, the empty injection pipes serve as a basis for accurate assessment. Water pressure testing can determine the development of cracks within the concrete, enabling directional detection from the inside out. This allows for precise timing of the injection of water-repellent material, ensuring that all micro-cracks are suppressed and that the water-repellent material accurately fills the cracks within the concrete core 1, achieving rapid and effective crack repair and extending the service life of the concrete core 1.

[0055] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the specific working processes of the systems, devices, and units described above can be referred to the corresponding processes in the foregoing method embodiments, and will not be repeated here.

[0056] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on the differences from other embodiments. The same or similar parts between the various embodiments can be referred to each other.

[0057] Those skilled in the art will understand that embodiments of the present invention can be provided as methods, apparatus, or computer program products. Therefore, embodiments of the present invention can take the form of entirely hardware embodiments, entirely software embodiments, or embodiments combining software and hardware aspects. Furthermore, embodiments of the present invention can take the form of computer program products implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0058] This invention is described with reference to flowchart illustrations and / or block diagrams of methods, terminal devices (systems), and computer program products according to embodiments of the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing terminal device to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing terminal device, generate instructions for implementing the flowchart illustrations and / or block diagrams. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0059] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing terminal device to operate in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0060] These computer program instructions can also be loaded onto a computer or other programmable data processing terminal equipment, causing a series of operational steps to be performed on the computer or other programmable terminal equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable terminal equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1The steps of the function specified in one or more boxes.

[0061] Although preferred embodiments of the present invention have been described, those skilled in the art, upon learning the basic inventive concept, can make other changes and modifications to these embodiments. Therefore, the appended claims are intended to be interpreted as including the preferred embodiments as well as all changes and modifications falling within the scope of the embodiments of the present invention.

[0062] The above description is merely a specific embodiment of the present invention, enabling those skilled in the art to understand or implement the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the present invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features of the invention herein.

Claims

1. A device for treating frost heave cracks on the top surface of a foundation, characterized in that, The system includes a concrete main body and a suppression structure. The suppression structure is located inside the concrete main body and includes multiple ring-shaped units distributed longitudinally along the concrete main body. Each ring-shaped unit has multiple ring-shaped tubes arranged in a concentric array. All ring-shaped tubes in the same ring-shaped unit are interconnected through a first connecting pipe, and each two adjacent ring-shaped units are interconnected through a second connecting pipe.

2. The foundation top surface frost heave crack treatment device according to claim 1, characterized in that, The suppression structure is made of mortar material and prepared using rapid freezing technology.

3. The foundation top surface frost heave crack treatment device according to claim 1, characterized in that, It also includes a grouting port connected to the annular tube for injecting crack detection material and / or crack repair material into the annular tube based on the grouting port.

4. The foundation top surface frost heave crack treatment device according to claim 3, characterized in that, It also includes a grouting assembly connected to the grouting port, the grouting assembly being used to inject crack repair material into the annular tube based on the grouting port when a crack is detected.

5. The foundation top surface frost heave crack treatment device according to claim 4, characterized in that, It also includes a pressure detection component, which is connected to the grouting port. The pressure detection component is used to inject pressure detection material into the annular tube to determine the crack detection result based on the pressure information fed back by the pressure detection material.

6. The foundation top surface frost heave crack treatment device according to claim 1, characterized in that, The width of the first connecting pipe and the second connecting pipe is 10-15 mm; the width of the annular pipe is 20-25 mm; the distance between each two adjacent annular units is the same, and this distance is set to 30 mm.

7. The foundation top surface frost heave crack treatment device according to claims 1 to 6, characterized in that, The distance between any two adjacent annular tubes in the same layer of the annular unit is the same, and this distance is set to be greater than or equal to 20 mm; the projections of all annular tubes in the vertical direction of any two adjacent layers of the annular unit are staggered.

8. A method for detecting and repairing the top surface of a foundation, characterized in that, The application of the foundation top surface frost heave crack treatment device according to any one of claims 1 to 7 includes the following steps: The pressure data obtained inside the suppression structure; If the change in pressure data meets the crack detection criteria, then a crack is determined to exist, and a hydrophobic material is injected into the interior of the suppression structure to repair the crack within the suppression structure.

9. The method for detecting and repairing the top surface of a foundation according to claim 8, characterized in that, The specific steps include the following: Step 1: After the suppression structure is laid out and formed, concrete is poured to enclose the suppression structure, thus preparing the concrete body. Step 2: When it is necessary to detect the development of cracks in the concrete body, a through hole is made on the surface of the concrete body, extending into the suppression structure; Step 3: Collect pressure data inside the suppression structure through the through hole. If the pressure data change information meets the crack judgment condition, it is determined that there is a microcrack in the concrete body. At the same time, the microcrack has expanded and penetrated the suppression structure. Proceed to Step 4. If the pressure data change information does not meet the crack judgment condition, it is determined that there is no microcrack in the concrete body. Proceed to Step 5. Step 4: Pour water-repellent material into the interior of the concrete body through the through hole until the water-repellent material fills the through hole; Step 5: Seal the through hole.

10. The method for detecting and repairing the top surface of a foundation according to claim 9, characterized in that, In step one, the distance between the top surface of the suppression structure and the top surface of the concrete body is controlled to be 10-20mm, and the distance between each two adjacent annular tubes in the same layer of the annular unit is required to be greater than the maximum aggregate particle size of the concrete body. In step three, the process for determining whether microcracks exist within the concrete structure is as follows: First, connect a water source using an electric water injection pressure pump. Then, inject water into the suppression structure through the through-hole. Observe the pressure changes displayed by the pressure sensor built into the electric water injection pressure pump. Determine which of the following conditions the pressure change meets, and then execute the corresponding processing step. The specific conditions are: (1) If the pressure value drops during the water injection process, or if the pressure value displayed is greater than the preset pressure threshold after the water is filled to the through hole, it is determined that there is a microcrack in the concrete body, and the microcrack has expanded and penetrated the suppression structure. Then proceed to step four. (2) If the pressure value remains constant and equal to the preset pressure threshold during the process from the start of water injection until the water is filled to the through hole, it is determined that there are no microcracks inside the concrete body, and the process is skipped to step five. Before performing the corresponding processing steps, a vacuum pump is first connected to the through hole, and the interior of the concrete body is vacuum-pumped until all the water inside the concrete body is drained.

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