Active drainage minimally invasive grouting process method

Abstract

The invention relates to the technical field of road surface repairing processes, in particular to an active drainage minimally invasive grouting process method which comprises the steps that crack space distribution is analyzed through ground penetrating radar three-dimensional imaging, grouting holes and air suction holes are alternately distributed, and a deep and shallow layered drilling process is combined; establishing an air suction hole negative pressure field, dynamically adjusting the grouting pressure based on real-time pressure feedback, and finally judging that grouting is finished through two conditions that grouting slurry overflows or air suction hole negative pressure recovers atmospheric pressure. According to the crack grouting device, the defect of uneven diffusion of grouting liquid existing in traditional crack grouting is effectively overcome, accurate diffusion of grout along a preset path is achieved, meanwhile, gas in cracks is synchronously exhausted through the air suction holes, the air resistance effect during grout permeation is eliminated, the defect of road surface arching caused by too large grouting pressure is avoided, and the grouting efficiency is improved. The directional control precision of grouting construction is improved, and dense filling and rapid repairing of pavement cracks are achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of pavement repair technology, and in particular to an active drainage type minimally invasive grouting process method. Background Art

[0002] In the construction process of high-grade highways in China, semi-rigid bases have long been the first choice for pavement structural layers due to their initial high strength performance and relatively low material costs. Currently, most highway bases adopt cement stabilized crushed stone semi-rigid materials. The cement stabilized materials of semi-rigid bases will generate dry shrinkage stress during the hardening process, and at the same time, temperature changes will also cause temperature shrinkage stress. The combined action of the two leads to the irreversible formation of a microcrack network. With the increase of service time, the crack problem of semi-rigid base asphalt pavements becomes increasingly serious. Under the repeated action of vehicle dynamic loads, these cracks will expand vertically and eventually form reflective cracks that penetrate the base layer. Once the cracks extend to the asphalt surface layer, surface water will seep into the junction of the base layer and the subgrade through the cracks, resulting in structural damages such as interface softening and material spalling, thus significantly reducing the overall bearing capacity of the pavement. More seriously, the migration of moisture will also bring about a frost heave effect, further accelerating the expansion of cracks, forming a vicious cycle of "seepage - erosion - cracking", and leading to a sharp decline in the service life of the pavement.

[0003] Traditional milling and resurfacing techniques can only temporarily eliminate visible cracks, and their inherent defects severely limit their application value; trenchless grouting technology, as a new repair method, realizes structural reinforcement by injecting highly fluid grout into the crack system. Due to the lack of an active drainage mechanism, the diffusion process of the grout in the crack system shows obvious disorder. The traditional single-hole grouting mode mainly relies on the self-weight penetration of the grout under the grouting pressure and is difficult to overcome the anisotropic resistance of the crack network, easily resulting in the phenomenon that the main cracks are not fully filled while the secondary pores are oversaturated. More seriously, the fixed-pressure grouting strategy does not match the dynamic change of the crack penetration resistance. The grout in the high-pressure area may break through the pavement structural layer, causing local uplift of the pavement; while in the low-pressure area, the microcracks are not filled densely due to insufficient driving force of the grouting liquid. The superposition of these two effects leads to insufficient bearing strength of the repaired pavement structure, threatening the long-term service performance of the pavement. Therefore, an active drainage type minimally invasive grouting process method has become one of the current research directions. Summary of the Invention

[0004] The present invention provides an active drainage type minimally invasive grouting process method, which can effectively solve the problems of uncontrollable grout diffusion direction and insufficient crack filling density in the background art.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is:

[0006] An active drainage type minimally invasive grouting process method, the method comprising:

[0007] Using ground penetrating radar technology to systematically test the road surface cracks to obtain the test results of the road surface cracks;

[0008] According to the road surface test results, using high-contrast paint to accurately mark the projection positions of the road surface cracks;

[0009] Based on the accurately marked positions, arranging grouting holes and suction holes in an alternating layout mode, and performing drilling operations on the arranged grouting holes and suction holes according to a deep and shallow alternating mode;

[0010] Carrying out hole cleaning, and using plugs to seal the cleaned grouting holes and suction holes;

[0011] Controlling the negative pressure value of the suction holes through a vacuum pump group to establish a negative pressure field, and grouting the grouting holes when the pressure fluctuation rate of the vacuum pump group is ≤ ±2%;

[0012] Monitoring the negative pressure value of the suction holes, dynamically adjusting the grouting pressure according to the negative pressure value of the suction holes, and performing continuous grouting;

[0013] Observing that the grouting material overflows the suction holes or the negative pressure value of the suction holes returns to the atmospheric pressure value, and ending the grouting.

[0014] Further, the obtaining of the road surface crack test results includes:

[0015] Using ground penetrating radar to systematically detect the road surface cracks;

[0016] Performing three-dimensional imaging analysis on the collected signals of the ground penetrating radar through professional data processing software;

[0017] Based on the three-dimensional imaging, determining the thickness of each structural layer of the road surface and accurately positioning the depth distribution of the road surface cracks and their expansion trend in the horizontal direction.

[0018] Further, arranging grouting holes and suction holes in an alternating layout mode, controlling the center distance between adjacent grouting holes within 35 cm ± 5 cm, and the suction holes are distributed at the middle positions between two grouting holes.

[0019] Further, drilling the arranged grouting holes and suction holes according to a deep and shallow alternating mode, the grouting holes penetrate at least 2 cm below the bottom base layer where the road surface cracks are located, the suction holes penetrate at least 2 cm into the upper base layer, the drilling angles are all perpendicular to the ground, and the drill bit diameter of the grouting holes is selected as 20 mm, and the drill bit diameter of the suction holes is selected as 12 cm.

[0020] Further, when performing the drilling operation, the dust suction device is started synchronously. After the drilling operation is completed, the holes are cleaned of dust, and the cleanliness of the holes is checked after the cleaning is completed.

[0021] Further, when using a plug to seal the injection and suction holes, a filtering device is provided in front of the plug.

[0022] Further, controlling the negative pressure value of the suction hole by a vacuum pump group to establish a negative pressure field includes:

[0023] Insert the vacuum pump group into the plug of the suction hole, start the vacuum pump group, control the negative pressure value of the suction hole to be -0.07 to -0.09 MPa. When the pressure fluctuation rate of the vacuum pump group is stable within ±2%, it is determined that the negative pressure field is established. The negative pressure value P of the suction hole v satisfies the following formula:

[0024]

[0025] wherein, is the average negative pressure of the suction hole, P v is the negative pressure value of the suction hole, and σ is the standard deviation of the negative pressure fluctuation.

[0026] Further, dynamically adjusting the grouting pressure according to the negative pressure value of the suction hole includes: if the negative pressure value of the suction hole > -0.07, increasing the grouting pressure; if the negative pressure value of the suction hole < -0.09, reducing the grouting pressure.

[0027] Further, the formula for the pressure adjustment range of the grouting hole is as follows:

[0028]

[0029] where α and β are pressure adjustment coefficients, and ΔP j is the pressure adjustment range of the grouting hole.

[0030] Further, immediately after the grouting stops, the grouting valve is closed, the hole is sealed with a cork, and the operation hole is repaired with cold patch material.

[0031] Through the technical solution of the present invention, the following technical effects can be achieved:

[0032] Effectively solve the defect of uneven diffusion of the grouting liquid existing in the traditional crack grouting, realize the precise diffusion of the slurry along the preset path, and at the same time synchronously discharge the gas inside the crack through the suction hole, eliminate the air resistance effect during slurry penetration, avoid the defect of road surface arching caused by excessive grouting pressure, improve the directional control accuracy of grouting construction, and realize the dense filling and rapid repair of road surface cracks.

[0033] The above description is only an overview of the technical solution of this application. In order to be able to understand the technical means of this application more clearly, it can be implemented according to the content of the specification. And in order to make the above and other purposes, features and advantages of this application more obvious and understandable, the specific embodiments of this application are specifically given below. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required to be used in the description of the embodiments or the prior art. Obviously, the drawings in the following description are only some embodiments recorded in the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0035] Figure 1 It is a schematic flow chart of an active drainage type minimally invasive grouting process method;

[0036] Figure 2 It is a schematic diagram of active drainage type minimally invasive grouting;

[0037] Reference numerals: 1, grouting equipment; 2, grouting pressure direction; 3, flow direction of grouting liquid under the action of suction hole drainage; 4, grouting liquid filling the crack; 5, suction hole filter screen; 6, negative pressure direction of suction hole; 7, vacuum pump; 8, pressure gauge. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0038] The following will clearly and completely describe the technical solutions in the embodiments of the present invention with reference to the drawings in the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, rather than all embodiments.

[0039] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by those of ordinary skill in the technical field to which this invention belongs. The terms used in the specification of this invention are only for the purpose of describing specific embodiments, and are not intended to limit this invention. The term "and / or" used herein includes any and all combinations of one or more of the related listed items.

[0040] Embodiment 1:

[0041] As Figure 1 and Figure 2 shown, an active drainage type minimally invasive grouting process method includes:

[0042] S1: Using ground penetrating radar technology to systematically test the road surface cracks to obtain the test results of the road surface cracks;

[0043] S2: According to the road surface test results, using high-contrast paint to accurately mark the projection positions of the road surface cracks;

[0044] Specifically, ground penetrating radar is used to scan the road surface cracks. It can not only detect the existence of cracks, but also obtain data on the depth distribution and horizontal expansion trend of the cracks. By performing three-dimensional imaging analysis on the detection data through three-dimensional imaging technology, the spatial orientation of the cracks can be determined. Then, high-contrast paint is used to project and mark the core area of the cracks on the road surface to ensure that the subsequent drilling layout can accurately correspond to the crack positions, thus achieving minimally invasive repair.

[0045] S3: Based on the accurately marked positions, arrange grouting holes and suction holes in an alternating layout mode, and perform drilling operations on the arranged grouting holes and suction holes according to the deep and shallow alternating mode;

[0046] S4: Conduct hole cleaning, and use plugs to seal the cleaned grouting holes and suction holes;

[0047] On the basis of the above embodiments, the core marking area is obtained by projecting and marking on the road surface with high-contrast paint, and then the grouting holes and suction holes are arranged alternately along the marked area. By adopting the alternating arrangement of grouting holes and suction holes, drilling can be carried out at different depths during construction, which can not only ensure that the grouting liquid can penetrate into the structural layer where the cracks are located, but also form an effective negative pressure field. It should be noted that during the drilling process, dust is sucked and slag is cleared synchronously, and the inside of the holes is cleaned in time to remove dust and debris to ensure that the cleanliness of the hole channels meets the grouting requirements. After ensuring that the holes are cleaned, plug sealing can be carried out. Use plugs to seal the cleaned holes to ensure that the pressure in the system can be effectively maintained during subsequent grouting and prevent external interference.

[0048] S5: Control the negative pressure value of the suction holes through a vacuum pump group to establish a negative pressure field, and perform grouting on the grouting holes when the pressure fluctuation rate of the vacuum pump group ≤ ±2%;

[0049] S6: Monitor the negative pressure value of the suction holes, dynamically adjust the grouting pressure according to the negative pressure value of the suction holes, and perform continuous grouting;

[0050] S7: When it is observed that the grouting material overflows from the suction holes or the negative pressure value of the suction holes returns to the atmospheric pressure value, stop grouting.

[0051] Specifically, in this step, a negative pressure field is established by a vacuum pump group. Grouting starts when the pressure fluctuation rate ≤ ±2%. During the grouting process, the grouting pressure can be dynamically adjusted in real time according to the negative pressure value of the suction hole. When the negative pressure value decreases, the grouting pressure is increased; when the negative pressure value increases, the grouting pressure is decreased, so as to keep the sum of the positive grouting pressure and the absolute value of the negative pressure in dynamic balance. Dynamically adjusting the grouting pressure ensures that the flow rate and pressure of the grouting liquid are maintained within a reasonable range, preventing both the situation where the material cannot be filled in time due to too slow grouting speed and problems such as the road surface arching caused by overpressure. Maintaining the dynamic balance state of the pressure, continuous grouting is carried out until the grout overflows from the suction hole or the negative pressure value returns to normal pressure. Immediately seal the grouting port and use a cork to seal the hole, and finally repair the operation hole with cold patch material.

[0052] The present invention effectively solves the defect of uneven diffusion of grouting liquid existing in traditional crack grouting by opening a suction hole near the grouting port and forming a negative pressure area through active suction. It realizes the precise diffusion of the grout along the preset path. At the same time, the gas inside the crack is synchronously discharged through the suction hole, eliminating the gas resistance effect during grout penetration, avoiding the defect of road surface arching caused by too large grouting pressure, improving the directional control accuracy of grouting construction, and achieving the dense filling and rapid repair of road surface cracks.

[0053] Furthermore, obtaining the road surface crack test results includes:

[0054] S11: Systematically detect the road surface cracks using a ground penetrating radar;

[0055] S12: Perform three-dimensional imaging analysis on the collected signals of the ground penetrating radar through professional data processing software;

[0056] S13: Based on the three-dimensional imaging, determine the thickness of each road surface structural layer and accurately locate the depth distribution of the road surface cracks and their expansion trend in the horizontal direction.

[0057] Specifically, in order to obtain the internal information of the road surface non-destructively, a ground penetrating radar can be used to comprehensively and systematically detect the road surface cracks. The signals collected by the ground penetrating radar are subjected to three-dimensional imaging analysis through professional data processing software. The three-dimensional imaging can visually display the distribution of cracks in each layer, determine the thickness of each structural layer, making the data more intuitive and visual. This solution realizes the refined detection and accurate positioning of road surface cracks and structural layers by combining ground penetrating radar detection and three-dimensional imaging analysis, laying a solid data foundation for the active drainage type minimally invasive grouting process, and improving the scientificity and reliability of the overall repair work.

[0058] In order to ensure that the grouting holes and suction holes are arranged in sequence, an alternating layout mode is adopted to arrange the grouting holes and suction holes. The center distance between adjacent grouting holes is controlled within 35 cm ± 5 cm, and the suction holes are distributed in the middle position between two grouting holes.

[0059] Preferably, in this embodiment, in order to optimize the negative pressure field distribution, the grouting holes and the suction holes can be arranged in an alternating layout mode. By setting the suction holes between the grouting holes, a uniform negative pressure field can be formed in the construction area. Based on the comprehensive consideration of the crack propagation law, material properties and construction equipment performance, the center distance between adjacent grouting holes can be controlled within 35 cm ± 5 cm to maximize the drainage effect of the suction holes and promote the smooth progress of the grouting process.

[0060] On the basis of the above embodiment, the arranged grouting holes and suction holes are drilled in a deep and shallow alternating mode. The grouting holes penetrate at least 2 cm below the base course where the road surface crack is located, and the suction holes penetrate at least 2 cm into the upper base course. The drilling angles are all perpendicular to the ground. Among them, the drill bit diameter of the grouting hole is selected as 20 mm, and the drill bit diameter of the suction hole is selected as 12 cm.

[0061] Further, when performing the drilling operation, the dust collection equipment is started synchronously. After the drilling operation is completed, the holes are cleaned of dust, and the cleanliness of the holes is checked after the cleaning is completed.

[0062] When performing the drilling operation, the dust collection equipment is started synchronously to ensure that all the dust and debris generated during the drilling process are promptly and effectively sucked away from the inside of the holes and the drilling operation surface. After the drilling operation is completed, the inside of the holes is immediately and carefully cleaned of dust. After the cleaning is completed, the cleanliness of the holes is checked again, and only after confirming that there is no error can the next process be entered.

[0063] Preferably, in this embodiment, when using a plug to seal the injection and suction holes, a filtering device is equipped in front of the plug.

[0064] Specifically, in this step, the grouting holes are sealed with plugs, and then the suction holes are sealed. When sealing the suction holes, since the suction holes are used to establish the negative pressure field and the outside air may carry dust or other fine particles, a filtering device needs to be equipped in front of the plug to effectively block these impurities from entering the holes and prevent the needle holes from being blocked during the negative pressure exhaust.

[0065] Preferably, in this embodiment, the negative pressure value of the suction holes is controlled by a vacuum pump group. Establishing the negative pressure field includes:

[0066] Insert the vacuum pump group into the plug of the suction hole, start the vacuum pump group, and control the negative pressure value of the suction hole to be -0.07~-0.09 MPa. When the pressure fluctuation rate of the vacuum pump group is stable within ±2%, it is determined that the negative pressure field is established, and the negative pressure value P of the suction hole v Satisfies the following formula:

[0067]

[0068] Wherein, is the average negative pressure of the air intake hole, P v is the negative pressure value of the air intake hole, and σ is the standard deviation of the negative pressure fluctuation.

[0069] As an optimization of this implementation, the establishment of the negative pressure field can guide the grouting liquid to flow along the preset crack path to ensure uniform distribution of the liquid in the crack; the stability of the pressure is the prerequisite for ensuring that the grouting liquid flows as expected and fills the crack. When the pressure fluctuation rate of the vacuum pump group is stable within ±2%, it is determined that the establishment of the negative pressure field is completed. A low fluctuation rate indicates that the pressure in the system is very stable. If the fluctuation rate is too large, it may cause uneven filling of the grouting liquid or local pressure anomalies, thus affecting the overall repair effect. After the establishment of the negative pressure field, grouting starts at the grouting port. The initial grouting pressure is controlled at 0.2 MPa, increasing by 0.03 MPa every 5 minutes, and the upper limit of the grouting pressure is controlled at 0.4 MPa. To maintain the dynamic balance between the positive grouting pressure and the absolute value of the negative pressure, the negative pressure value of the air intake hole can be monitored in real time, and the grouting pressure can be dynamically adjusted based on the negative pressure value of the air intake hole to prevent overpressure in the entire grouting system, which may cause damage to the road surface by arching. According to the negative pressure of the air intake hole, the pressure of the grouting hole is dynamically adjusted. The grouting pressure adjustment formula is:

[0070] P j ′(t) = P j (t) + ΔP j ;

[0071] Among them, P j ′(t) is the grouting pressure dynamically adjusted according to the change of the negative pressure value of the air intake hole, P j (t) is the real-time grouting pressure, and ΔP j is the pressure adjustment range of the grouting hole.

[0072] Furthermore, if the negative pressure value of the air intake hole > -0.07, increase the grouting pressure; if the negative pressure value of the air intake hole < -0.09, decrease the grouting pressure.

[0073] Specifically, the grouting pressure is dynamically adjusted in real time according to the negative pressure value of the air intake hole. When the negative pressure value > -0.07, increase the grouting pressure value until the pressure of the air intake hole resumes to -0.07~-0.09 MPa, preventing underpressure from causing too slow flow rate of the grouting liquid and reducing the grouting efficiency; when the negative pressure value < -0.09, decrease the grouting pressure value until the pressure of the air intake hole resumes to -0.07~-0.09 MPa, preventing overpressure in the entire grouting system, which may cause damage to the road surface by arching.

[0074] Furthermore, the formula for the pressure adjustment range of the grouting hole is as follows:

[0075]

[0076] Among them, α and β are pressure adjustment coefficients, and ΔP jis the pressure adjustment range of the grouting hole, where α and β satisfy that when the suction hole is underpressure or overpressure, the grouting hole restores the pressure dynamic balance state through pressure adjustment.

[0077] Furthermore, immediately after the grouting stops, close the grouting valve, seal the hole with a cork, and repair the operation hole with cold patch material.

[0078] Specifically, maintain the pressure dynamic balance state and conduct continuous grouting. When the grouting material overflows from the suction hole or the pressure gauge of the suction hole continuously drops rapidly and returns to the atmospheric pressure, it is determined that the grouting process is over; after the grouting stops, the grouting valve should be immediately closed, the hole should be sealed with a cork and pulled out after 3 - 5 minutes, the grouting material overflowing on the road surface should be promptly removed, and the drilling remaining hole should be repaired with cold patch material to restore the road surface to its original appearance. After the grouting material forms strength, the traffic can be restored.

[0079] Although the present application has been described in connection with specific features and their embodiments, it is obvious that various modifications and combinations can be made without departing from the spirit and scope of the present application. Accordingly, this specification and the drawings are merely exemplary illustrations of the present application as defined by the appended claims, and are considered to cover any and all modifications, variations, combinations, or equivalents within the scope of the present application. Obviously, those skilled in the art can make various changes and modifications to the present application without departing from the scope of the present application. Thus, if these modifications and variations of the present application fall within the scope of the present application and its equivalent technologies, the present application is intended to include these changes and modifications.

Claims

1. An active drainage minimally invasive grouting process, characterized in that: The method comprises: Use ground penetrating radar technology to systematically test pavement cracks and obtain pavement crack test results; Based on the pavement test results, high-contrast spray paint is used to accurately mark the projected positions of pavement cracks; Based on the precisely marked positions, grouting holes and air suction holes are arranged in an alternating arrangement mode, and drilling operations are performed on the arranged grouting holes and air suction holes in an alternating deep and shallow mode; Cleaning the holes and sealing the cleaned grouting holes and air intake holes with plugs; The negative pressure value of the suction hole is controlled by a vacuum pump group to establish a negative pressure field, and grouting of the grouting hole is performed when the pressure fluctuation rate of the vacuum pump group is ≦±2%; Monitor the negative pressure value of the air suction hole, dynamically adjust the grouting pressure according to the negative pressure value of the air suction hole, and perform continuous grouting; When it is observed that the grouting material overflows the air intake hole or the negative pressure value of the air intake hole returns to the atmospheric pressure value, the grouting is terminated.

2. The active drainage minimally invasive grouting process according to claim 1, characterized in that: The pavement crack test results obtained include: Use ground penetrating radar to systematically detect road cracks; Performing three-dimensional imaging analysis on the collected signal of the ground penetrating radar through professional data processing software; Based on the three-dimensional imaging, the thickness of each structural layer of the road surface is determined and the depth distribution of road surface cracks and their expansion trend in the horizontal direction are accurately located.

3. The active drainage minimally invasive grouting process according to claim 1, characterized in that: The grouting holes and the air suction holes are arranged in an alternating pattern, the center distance between adjacent grouting holes is controlled at 35 cm ± 5 cm, and the air suction holes are distributed in the middle of the two grouting holes.

4. The active drainage minimally invasive grouting process according to claim 1, characterized in that: The grouting holes and air suction holes are drilled in an alternating deep and shallow pattern. The grouting holes are drilled at least 2 cm below the base layer where the pavement cracks are located, and the air suction holes are drilled at least 2 cm below the upper base layer. The drilling angles are both perpendicular to the ground. The drill bit diameter of the grouting holes is 20 mm, and the drill bit diameter of the air suction holes is 12 cm.

5. The active drainage minimally invasive grouting process according to claim 1, characterized in that: When performing the drilling operation, start the dust collection equipment simultaneously. After the drilling operation is completed, clean the dust from the hole. After cleaning, check the cleanliness of the hole.

6. The active drainage minimally invasive grouting process according to claim 1, characterized in that: When the plug is used to seal the injection and suction holes, a filtering device is provided in front of the plug.

7. The active drainage minimally invasive grouting process according to claim 1, characterized in that: The negative pressure value of the suction hole is controlled by the vacuum pump group, and the negative pressure field is established including: Use a vacuum pump group to insert into the suction hole plug, start the vacuum pump group, control the suction hole negative pressure value to -0.07 ~ -0.09MPa, when the pressure fluctuation rate of the vacuum pump group is stable within ±2%, it is judged that the negative pressure field is established. The suction hole negative pressure value P v The formula is as follows: in, is the mean negative pressure of the inhalation hole, P v is the negative pressure value of the suction hole, and σ is the standard deviation of negative pressure fluctuation.

8. The active drainage minimally invasive grouting process according to claim 1, characterized in that: The grouting pressure is dynamically adjusted according to the negative pressure value of the air suction hole, including: if the negative pressure value of the air suction hole is greater than -0.07, the grouting pressure is increased; if the negative pressure value of the air suction hole is less than -0.09, the grouting pressure is reduced.

9. The active drainage minimally invasive grouting process according to claim 1, characterized in that: The formula for the grouting hole pressure adjustment range is as follows: Among them, α and β are pressure adjustment coefficients, ΔP j It is the pressure adjustment range of grouting hole.

10. The active drainage minimally invasive grouting process according to claim 1, characterized in that: After grouting stops, close the grouting valve immediately, seal the hole with a cork, and repair the hole with cold patch material.

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