Impact-rolling construction method for high-water-level sand layer foundation in non-stop airport channel area

Abstract

The invention relates to the field of foundation treatment, in particular to a non-stop airport channel area high-water-level sand layer foundation flushing and rolling construction method which comprises the steps that two open ditches are dug in the two sides of a foundation body, water collecting wells are arranged at the bottoms of the open ditches every 30-50 m, silt collecting pits are dug in the sides, away from the foundation body, of the water collecting wells, and vertically-arranged box bodies are arranged in the water collecting wells; a replaceable filter plate is horizontally arranged in the middle of the interior of the box body, a notch is formed in the side wall of the upper section of the box body, a lifting plate is slidably arranged in the notch, a vertical scraper is slidably arranged on the upper section of the interior of the box body, the lifting plate and the scraper are in linkage through a rotating lead screw, and the scraper is close to the lifting plate when the lifting plate moves in the direction away from the box body. And when the underground water level is reduced to 1.5 m away from the surface of the foundation, a vibratory roller is adopted for multiple times of rolling, a mixed stone cushion layer is laid on the surface of a foundation body after vibratory rolling, then impact rolling equipment is adopted for multiple times of rolling, and the effect of enhancing the stability and flatness of the high-water-level sand layer foundation under the condition that the airport does not stop air is achieved.

Description

Technical Field

[0001] The present application relates to the field of foundation treatment, and in particular to a method for rolling and constructing a foundation of a high-water-level sand layer in a roadway trough area of ​​an airport without stopping flights. Background Art

[0002] At present, in the field of foundation treatment, the quality of foundation treatment in the airport runway area is not only a technical challenge, but also a critical safety issue. As a key infrastructure for aircraft takeoff and landing, the stability and flatness of the airport runway directly determine the operational safety of the aircraft. If the foundation of the runway area is not properly treated, it may cause uneven settlement of the runway, which in turn affects the smooth takeoff and landing of the aircraft and increases the risk of flight accidents.

[0003] In the existing practice of foundation treatment in the road trench area of ​​the airport, the traditional construction method usually relies on vibration rolling technology, which uses a vibrating roller to compact the soil to improve the density and bearing capacity of the soil. However, in the face of high-water-level sand layer geology, vibration rolling technology is not enough to provide the required foundation stability. In this case, dynamic compaction technology becomes a more effective treatment method. Dynamic compaction technology, also known as dynamic compaction, is a technology that uses a heavy hammer to fall freely from a high altitude to strongly impact and compact the soil. This powerful impact force can penetrate deeper soil layers, increase the density of the soil, and improve the compressibility and shear strength of the soil. It is especially suitable for treating high-water-level sand layer foundations.

[0004] The above-mentioned existing technical solutions have the following defects: the foundation of the airport road trench area is treated by the dynamic compaction process, and the vibration generated during the construction of the dynamic compaction process may affect the structural safety of the airport runway. Frequent and strong vibrations may cause cracks on the runway surface and may even affect the soil structure under the runway, thereby affecting the safety of aircraft takeoff and landing. At the same time, the airport is a complex system that operates 24 hours a day. Any construction activities must be carried out under the premise of ensuring that the normal takeoff and landing of flights are not affected. Therefore, the dynamic compaction process is limited in non-stop construction. Summary of the invention

[0005] In order to enhance the stability and flatness of the high-water-level sand layer foundation without stopping flights at the airport, the present application provides a method for rolling the high-water-level sand layer foundation in the roadway trough area of ​​the airport without stopping flights.

[0006] The above technical objectives of this application are achieved through the following technical solutions: A method for rolling and scouring a high-water-level sand layer foundation in a non-stop airport runway trough area, comprising the steps of: first, digging two parallel open trenches on both sides of the length direction of the foundation body, wherein the open trench and the side wall adjacent to the foundation body form an inclined slope; Step 2: A water collection well is set every 30m-50m at the bottom of the open ditch, a water pump is set inside the water collection well, and a silt collection pit is dug on the side of the water collection well away from the foundation body; A vertically arranged box is provided in the water collection well, a replaceable filter plate is horizontally arranged in the middle of the box, a notch is provided on the upper side wall of the box, a lifting plate is slidably arranged in the notch, a mounting groove is provided on the side wall of the box opposite to the lifting plate, a scraper is arranged in the mounting groove, the lifting plate and the scraper are linked by a rotating lead screw, the lifting plate can move along the length direction of the box, and when the lifting plate moves away from the box, the scraper approaches the lifting plate; Step 3: When the groundwater level drops to 1.5m from the foundation surface, use a vibratory roller to perform static compaction twice, vibratory rolling three times, and static compaction and leveling twice; Step 4: After vibration rolling, lay a 50cm thick mixed stone cushion layer on the main surface of the foundation; Step 5: Use impact rolling equipment to roll 25 times.

[0007] By adopting the above technical solution, in step 1, the groundwater level at the main body of the foundation can be effectively lowered by digging an open ditch; In step 2, groundwater is collected into the water collection well through the open ditch. The water flow carries a certain amount of silt. After being filtered by the filter plate, the silt remains in the upper part of the water collection well. If the silt is not cleaned for a long time, the water collection efficiency of the water collection well will be reduced. Therefore, the silt in the water collection well needs to be cleaned regularly. By moving the lifting plate and linking the scraper with the lead screw, the silt can be cleaned into the silt collection pit. In step 3, the initial static compaction is used for the initial compaction of the soil, reducing the volume, improving the density, and laying the foundation for the subsequent vibration rolling. Vibration rolling is performed 3 times to further compact the soil through vibration force, improve the compaction effect of deep soil, expel air and moisture, reduce compressibility, and reduce the risk of future settlement. Static compaction is performed 2 times to ensure that the soil surface is flat, eliminate minor bumps, and make the soil surface uniform; In step 4 and step 5, a 50 cm thick mixed stone cushion layer 4 is laid on the main body of the original sand foundation, and then a 32 ton impact rolling equipment is used to generate an interlocking effect between the mixed stone cushion layer and the surface sand during the impact process to form a plate body, which can effectively transmit the impact downward and fix the loose sand on the surface.

[0008] The vibration rolling and impact rolling technology used in this construction method is a non-destructive or low-destructive construction method compared to the traditional tamping process. It will not produce excessive vibration or noise, thereby not interfering with the takeoff and landing of aircraft. Moreover, this construction method allows local construction in specific areas of the airport without the need to fully close the airport.

[0009] Optionally, limiting grooves are provided on the two side walls opposite to the notch, and limiting members are provided on the side walls opposite to the lifting plate. The limiting members are adapted to the limiting grooves and are slidably arranged in the limiting grooves. Teeth are provided on the surface of the limiting member facing away from the lifting plate. Receiving grooves are provided on the side walls adjacent to the lifting plate in the box body, and the lead screw is rotatably arranged in the receiving groove. The end of the lead screw is located in the limiting groove and a gear is coaxially sleeved, and the gear meshes with the teeth on the limiting member. A protrusion is provided on the side wall opposite to the scraper, and the protrusion is sleeved on the lead screw and threadedly connected to the lead screw.

[0010] By adopting the above technical scheme, during the construction process, when collecting groundwater, a certain amount of silt is carried in the water flow. After being filtered by the filter plate, the silt remains in the upper part of the water collection well. If the silt is not cleaned for a long time, the water collection efficiency of the water collection well will be reduced. Therefore, it is necessary to clean the silt in the water collection well regularly. When cleaning, hold the handle on the lifting plate and move the lifting plate away from the box body. The lead screw is driven by the gear, and the lead screw drives the scraper to move, so as to clean the silt in the upper part of the box body into the silt collection pit. At the same time, the upper surface of the filter plate can be cleaned to improve the water collection effect of the water collection well.

[0011] Optionally, a sealing strip is provided at the notch of the receiving groove, and a gap is provided in the middle of the sealing strip along its length direction.

[0012] By adopting the above technical solution and providing a sealing strip, the sealing strip can seal the containing groove and reduce the possibility of mud and sand entering the sealing groove.

[0013] Optionally, the slope surface is paved with multiple geotextiles, and a fixing component is arranged at the intersection of two geotextiles, the fixing component includes an embedded part buried in the slope and a fixing anchor detachably inserted in the embedded part, the embedded part is a cylinder closed at one end, the cylinder wall of the embedded part is hollow, and an installation hole is provided on the inner wall of the embedded part, a hollow special-shaped fixing part with an arc-shaped protrusion is rotatably arranged in the mounting hole, a fixing ring groove is provided on the peripheral wall of the end of the fixing anchor, the fixing part is adapted to the fixing ring groove and can be clamped in the fixing ring groove to fix the position of the fixing anchor.

[0014] By adopting the above technical solution, when the groundwater level drops, water seepage on the slope surface on both sides of the foundation body will carry away the sand and soil on the slope. In order not to interfere with the construction of the foundation body, a layer of geotextile needs to be laid on the slope surface to prevent sand and soil loss, thereby improving the stability of the foundation body. Multiple geotextiles are provided, and the edges of the geotextiles are clamped and fixed by two fixing components between adjacent geotextiles. During the subsequent construction of the foundation body, the geotextile is loose, and the clamping position of the fixing component can be adjusted to keep the geotextile in contact with the slope surface. The detachable fixing anchors and embedded parts facilitate the adjustment of the loose geotextile to improve efficiency.

[0015] Optionally, an annular thickened portion is formed on the end of the peripheral wall of the fixing anchor away from the fixing ring groove.

[0016] By adopting the above technical solution, by setting the annular thickened portion, the surface of the annular thickened portion close to the embedded part and the surface of the embedded part away from the closed end can clamp and fix the edge of the geotextile, so that the geotextile fits the surface of the slope, thereby preventing the sand on the slope from being lost as the groundwater level drops.

[0017] Optionally, an annular reinforcing rib is provided between the inner and outer walls of the embedded part.

[0018] By adopting the above technical solution and providing reinforcing ribs, the bearing capacity of the embedded parts can be improved without excessive deformation under pressure.

[0019] Optionally, a power-assisting plate is slidably provided in the inner wall of the embedded part, a second spring is provided between the power-assisting plate and the closed end of the embedded part, one end of the second spring is fixedly connected to the closed end of the embedded part, and the other end is fixedly connected to the surface of the power-assisting plate.

[0020] By adopting the above technical solution and setting up an assisting plate and a second spring, the surface of the main foundation will inevitably sink during the rolling process, thereby loosening the geotextile laid on the slope surface, resulting in a reduction in the soil fixing effect of the geotextile. Therefore, the fixed anchor needs to be removed from the embedded parts, and the geotextile needs to be adjusted and fixed again. The assisting plate and the second spring can provide assistance when removing the fixed anchor, thereby improving efficiency.

[0021] Optionally, a strip groove is provided at the bottom of the installation groove, a first spring is arranged in the strip groove, one end of the first spring is fixedly connected to the bottom of the strip groove, and the other end is fixedly connected to the scraper plate surface.

[0022] By adopting the above technical solution and setting the first spring, the scraper can be assisted when the lifting plate drives the scraper to clean the sludge, thereby reducing the possibility of the scraper tilting, thereby improving the scraper's cleaning effect on the sludge on the filter plate.

[0023] Optionally, a water filtering hole is provided on the box wall of the lower section of the box body adjacent to the lifting plate.

[0024] By adopting the above technical solution, the water filter can collect the groundwater at the bottom of the open ditch into the box, reducing the possibility of sand flowing into the box with the groundwater and clogging the water pump.

[0025] Optional, mixed stone cushion material requirements: maximum particle size not exceeding 20cm, fine-grained soil content less than 0.075mm not exceeding 20%, and uneven coefficient Cu≥5.

[0026] By adopting the above technical solution, the maximum particle size is less than or equal to 20cm, which can ensure the uniformity and integrity of the mixed stone cushion layer, avoid stress concentration and uneven settlement, and improve the contact effect between the mixed stone cushion layer and the main body of the foundation. The content of fine-grained soil less than 0.075mm is not more than 20%, which can prevent excessive settlement of the foundation during construction, reduce the compressibility of the mixed stone cushion layer, and improve the bearing capacity and stability. The uneven coefficient Cu≥5 can improve the permeability and deformation resistance of the mixed stone cushion layer, reduce the porosity, and enhance the overall stability and bearing capacity of the mixed stone cushion layer.

[0027] In summary, this application has the following technical effects: 1. Through the setting of the filter plate, lifting plate, lead screw and scraper, during the construction process, during the groundwater collection process, the water flow carries a certain amount of silt, which is filtered by the filter plate and remains in the upper part of the water collection well. If the silt is not cleaned for a long time, the water collection efficiency of the water collection well will be reduced. Therefore, the silt in the water collection well needs to be cleaned regularly. When cleaning, hold the handle on the lifting plate and move the lifting plate away from the box body. The lead screw is driven by the gear, and the lead screw drives the scraper to move, so that the silt in the upper part of the box body is cleaned into the silt collection pit, and the upper surface of the filter plate can be cleaned at the same time; 2. By setting up fixed components, when the groundwater level drops, the seepage on the slope surface on both sides of the foundation body will carry away the sand and soil on the slope. In order not to interfere with the construction of the foundation body, a layer of geotextile needs to be laid on the slope surface to prevent the loss of sand and soil and improve the stability of the foundation body. There are multiple geotextiles, and the edges of the adjacent geotextiles are clamped and fixed by two fixed components. During the subsequent construction of the foundation body, the geotextile is loose, and the clamping position of the fixed component can be adjusted to make the geotextile always fit the slope surface. The detachable fixed anchors and embedded parts are convenient for adjusting the loose geotextile to improve efficiency; 3. By setting up a mixed stone cushion layer with a maximum particle size of less than or equal to 20cm, the uniformity and integrity of the mixed stone cushion layer can be ensured, stress concentration and uneven settlement can be avoided, and the contact effect between the mixed stone cushion layer and the main body of the foundation can be improved. The content of fine-grained soil less than 0.075mm is not more than 20%, which can prevent excessive settlement of the foundation during construction, reduce the compressibility of the mixed stone cushion layer, and improve the bearing capacity and stability. The uneven coefficient Cu≥5 can improve the permeability and deformation resistance of the mixed stone cushion layer, reduce the porosity, and enhance the overall stability and bearing capacity of the mixed stone cushion layer. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 It is the appearance structure diagram of this application; Figure 2 It is the appearance structure diagram of the water collection well of the present application; Figure 3 This is a diagram of the protruding structure after the water collection well of this application is opened; Figure 4 It is the appearance structure diagram of the fixed component of this application; Figure 5 It is a prominent structural diagram inside the embedded parts of this application; Figure 6 yes Figure 5 Enlarged view of point A in the middle.

[0029] Explanation of the reference numerals: 1. foundation body; 11. open ditch; 12. slope; 13. silt collection pit; 14. geotextile; 2. water collection well; 21. box; 211. water filter hole; 212. notch; 213. limit groove; 214. accommodating groove; 215. installation groove; 22. filter plate; 23. lifting plate; 231. limit piece; 232. handle; 24. lead screw; 25. scraper; 26. first spring; 3. fixing assembly; 31. embedded part; 311. reinforcing rib; 312. limit slide groove; 313. installation hole; 32. power assist plate; 321. second spring; 33. fixing anchor; 331. fixing ring groove; 332. annular thickening portion; 34. fixing piece; 35. third spring; 4. mixed stone cushion layer. DETAILED DESCRIPTION

[0030] The present application is further described in detail below in conjunction with the accompanying drawings.

[0031] The present application embodiment discloses a method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport roadway trough area, referring to Figure 1 , including the following construction steps: Step 1: dig two open trenches 11 parallel to each other in the length direction on both sides of the main foundation 1 to be constructed. The open trenches 11 are used to collect and guide groundwater to the designated drainage system. Drainage through the open trenches 11 can effectively lower the groundwater level, reduce the water content of the soil, and improve the bearing capacity of the soil. The height difference between the bottom of the open trench 11 and the surface of the main foundation 1 is 1.8m, and the side walls adjacent to the open trench 11 and the main foundation 1 form an inclined slope 12.

[0032] Step 2: A water collection well 2 is set at every 30m-50m at the bottom of the open ditch 11. The water collection well 2 is used to collect the water flow guided by the open ditch 11. A water pump is set in the water collection well 2 to pump out the groundwater in the water collection well 2. The open ditch 11 between the two water collection wells 2 is sloped 3% toward the water collection well 2 on one side, which is convenient for diverting the groundwater seeping from both sides of the foundation body 1, thereby lowering the groundwater level of the foundation body 1 and facilitating subsequent construction. A silt collection pit 13 is dug at the water collection well 2 away from the foundation body 1. A cover plate is set at the opening of the silt collection pit 13 to close its opening, reduce the flow of groundwater into the silt collection pit 13, and the silt accumulated in the water collection well 2 can be cleaned into the silt collection pit 13 to avoid silt blocking the water collection well 2 and reduce the water accumulation effect of the water collection well 2.

[0033] Combination Figure 2 and Figure 3 A box body 21 with an opening upward is provided in the water collection well 2, and a water filter hole 211 is provided on the box body 21 at the lower section adjacent to the open ditches 11 on both sides. The water filter hole 211 can collect groundwater at the bottom of the open ditch 11 into the box body 21, reducing the possibility of sand flowing into the box body 21 with the groundwater and clogging the water pump.

[0034] Combination Figure 2 and Figure 3 The thickness of the upper wall of the box body 21 is less than that of the lower wall of the box body 21, thereby forming a step-like shape inside the box body 21. A replaceable filter plate 22 is horizontally provided in the middle section of the box body 21. The groundwater level in the foundation body 1 is lowered, and the groundwater seeps out from the surface of the slopes 12 on both sides of the foundation body 1, and flows in the open ditch 11 to the water collection well 2. The water flow will carry a certain amount of sediment, and the filter plate 22 can filter the sediment in the water flow to prevent the sediment from entering the water pump, clogging the water pump and thus reducing the service life of the water pump.

[0035] Combination Figure 2 and Figure 3 A notch 212 is provided on the upper wall of the box body 21 near the sludge collecting pit 13, and the bottom of the notch 212 is flush with the upper plate surface of the filter plate 22. A lifting plate 23 is slidably arranged in the notch 212, and the two plate surfaces of the lifting plate 23 are flush with the upper side walls of the box body 21. The length direction of the lifting plate 23 is perpendicular to the length direction of the box body 21, and the lifting plate 23 can slide along the length direction of the box body 21. A handle 232 is provided on the side wall of the lifting plate 23 away from the filter plate 22, and a limiting groove 213 is provided on the two opposite side walls of the notch 212. A limiting member 231 is provided on the two opposite side walls of the lifting plate 23, and the limiting member 231 is adapted to the limiting groove 213 and is slidably arranged in the limiting groove 213, and teeth are attached to the surface of the limiting member 231 away from the lifting plate 23.

[0036] Combination Figure 2 and Figure 3 , a receiving groove 214 is provided on the two inner walls adjacent to the lifting plate 23 in the upper section of the box body 21, the length direction of the receiving groove 214 is perpendicular to the length direction of the box body 21, the receiving groove 214 is spaced apart from the box opening of the box body 21, a lead screw 24 is rotatably provided in the receiving groove 214, the end of the lead screw 24 is rotatably embedded in the end wall of the receiving groove 214, the axis of the lead screw 24 is parallel to the length direction of the receiving groove 214, and the peripheral wall of the lead screw 24 is spaced apart from the groove wall of the receiving groove 214. The end of the lead screw 24 facing away from the foundation body 1 is located in the limiting groove 213, and a gear is coaxially sleeved at the end of the lead screw 24, and the teeth on the surface of the limiting member 231 are meshed with the gear. When the lifting plate 23 moves upward, the meshing teeth and gears can drive the lead screw 24 to rotate.

[0037] Combination Figure 2 and Figure 3 The side wall opposite to the lifting plate 23 in the upper section of the box body 21 is provided with a mounting groove 215, and the mounting groove 215 is provided with an opening at the box mouth of the box body 21. The side wall of the mounting groove 215 close to the water filter hole 211 is flush with the upper plate surface of the filter plate 22, and the end wall of the receiving groove 214 away from the lifting plate 23 is flush with the bottom of the mounting groove 215 and is connected. A scraper 25 is vertically arranged in the mounting groove 215, and the scraper 25 is slidably arranged in the box body 21. The plate surface of the scraper 25 opposite to the lifting plate 23 is flush with the side wall of the filter plate 22, and the scraper 25 can slide along the vertical length direction of the foundation body 1. A protrusion is arranged on the upper part of the side wall opposite to the scraper 25, and the protrusion is adapted to the receiving groove 214 and is slidably arranged in the receiving groove 214, and the protrusion is threadedly sleeved on the lead screw 24.

[0038] Combination Figure 2 and Figure 3 A strip groove is provided at the bottom of the installation groove 215 near the filter plate 22, and a first spring 26 is provided in the strip groove, one end of the first spring 26 is fixedly connected to the bottom of the strip groove, and the other end is fixedly connected to the surface of the scraper 25. A sealing strip (not shown in the figure) is provided at the notch of the receiving groove 214, and a gap is provided in the middle of the sealing strip along the length direction to facilitate the penetration of the protrusion. The sealing strip can seal the receiving groove 214 and reduce the possibility of mud and sand entering the sealing groove.

[0039] Combination Figure 2 and Figure 3 During the construction process, when collecting groundwater, the water flow carries a certain amount of silt. After being filtered by the filter plate 22, the silt remains in the upper section of the water collection well 2. If the silt is not cleaned for a long time, the water collection efficiency of the water collection well 2 will be reduced. Therefore, the silt in the water collection well 2 needs to be cleaned regularly. When cleaning, hold the handle 232 on the lifting plate 23, move the lifting plate 23 away from the box body 21, and drive the lead screw 24 to rotate through the gear. The lead screw 24 drives the scraper 25 to move. The scraper 25 can clean the silt in the upper section of the box body 21 into the silt collection pit 13, and at the same time clean the upper surface of the filter plate 22. The first spring 26 can provide a certain amount of assistance to the scraper 25 to improve efficiency.

[0040] Combination Figure 1 , Figure 4 and Figure 5When the groundwater level drops, water seepage on the surface of the slopes 12 on both sides of the foundation body 1 will carry away the sand and soil of the slopes 12. In order not to interfere with the construction of the foundation body 1, a layer of geotextile 14 needs to be laid on the surface of the slope 12 to prevent sand and soil loss and improve the stability of the foundation body 1. Multiple pieces of geotextile 14 are provided, and the edges of adjacent geotextiles 14 are clamped and fixed by two fixing components 3. During the subsequent construction of the foundation body 1, the geotextile 14 is loosened, and the geotextile 14 can be kept in contact with the surface of the slope 12 by adjusting the clamping position of the fixing component 3.

[0041] Combination Figure 5 and Figure 6 The fixing assembly 3 includes an embedded part 31 buried in the slope 12 and perpendicular to the surface of the slope 12, and a fixing anchor 33 inserted in the embedded part 31. The embedded part 31 is a cylinder with one end closed. The wall of the embedded part 31 is hollow and has an inner and outer two-layer structure. An annular reinforcing rib 311 is arranged inside the embedded part 31. The outer wall of the hollow embedded part 31 will produce a certain deformation after being subjected to pressure, so that it can adapt to the pressure generated by the subsequent rolling treatment of the foundation body 1. The closed end of the embedded part 31 is away from the surface of the slope 12, and a power-assisting plate 32 is slidably arranged in the embedded part 31. The power-assisting plate 32 is circular, coaxially arranged with the embedded part 31 and close to the closed end of the embedded part 31, and a second spring 321 is arranged between the power-assisting plate 32 and the closed end of the embedded part 31, one end of the second spring 321 is fixedly connected to the inner wall of the closed end of the embedded part 31, and the other end is fixedly connected to the plate surface of the power-assisting plate 32, a limiting slide groove 312 is provided on the inner wall of the embedded part 31, and protrusions are arranged on the opposite side peripheral walls of the power-assisting plate 32, and the protrusions are adapted to the limiting slide groove 312 and are slidably arranged in the limiting slide groove 312.

[0042] Combination Figure 5 and Figure 6 , square grooves are provided on the side walls on opposite sides of the assisting plate 32, and the square grooves are arranged at intervals with the protrusions. Two opposite mounting holes 313 are provided at the assisting plate 32 on the inner wall of the embedded part 31, and fixing parts 34 are rotatably arranged in the mounting holes 313. The fixing parts 34 are hollow special-shaped parts with arc-shaped protrusions. The arc-shaped protrusions of the two fixing parts 34 are arranged opposite to each other. The tip of one side of the arc-shaped protrusion of the fixing part 34 is hinged on the hole wall of the mounting hole 313 near the closed end of the embedded part 31, and an extension plate is formed on the other side of the arc-shaped protrusion of the fixing part 34, which is located in the hollow cylinder wall of the embedded part 31. A third spring 35 is arranged in the mounting hole 313, and the third spring 35 is arranged between the inner and outer walls of the embedded part 31. The end of the third spring 35 is fixedly connected to the inner surface of the arc-shaped protrusion of the fixing part 34, and the fixing part 34 can rotate in the mounting hole 313 and the square groove. The fixing anchor 33 is a cylinder, one end of which is processed into a spherical surface. The spherical end of the fixing anchor 33 is inserted into the inner wall of the embedded part 31 , and a fixing annular groove 331 is coaxially opened on the peripheral wall of the spherical end of the fixing anchor 33 .

[0043] Combination Figure 5 and Figure 6 When the fixing anchor 33 is inserted into the inner wall of the embedded part 31, the spherical end of the fixing anchor 33 contacts the fixing part 34, causing the two fixing parts 34 to rotate in a direction away from each other, and the fixing anchor 33 contacts the power plate 32, squeezing the second spring 321. When the fixing ring groove 331 is located between the two fixing parts 34, the two fixing parts 34 are moved closer to each other by the third spring 35 and stuck in the fixing ring groove 331. The fixing part 34 can enhance the effect of the fixing anchor 33 being inserted into the embedded part 31. The peripheral wall of the end of the fixing anchor 33 away from the spherical end is processed to form an annular thickened portion 332. The surface of the annular thickened portion 332 close to the embedded part 31 and the surface of the embedded part 31 away from the closed end can clamp and fix the edge of the geotextile.

[0044] Step 3: When the groundwater level drops to 1.5m from the surface of the foundation body 1, use a 26-ton roller to perform static compaction 2 times, vibration rolling 3 times, and static compaction and leveling 2 times on the surface of the foundation body 1. The initial static compaction 2 times is used to initially compact the soil, reduce the volume, increase the density, and lay the foundation for subsequent vibration rolling. Vibration rolling 3 times, through the vibration force to further compact the soil, improve the compaction effect of the deep soil, expel air and moisture, reduce compressibility, and reduce the risk of future settlement. Static compaction and leveling 2 times to ensure that the soil surface is flat, eliminate small bumps, and make the soil surface uniform.

[0045] Step 4: After completing the rolling work in step 2, lay a 50 cm thick mixed stone cushion layer 4 on the surface of the foundation body 1. The material of the mixed stone cushion layer 4 requires that the maximum particle size is less than or equal to 20 cm and the content of fine-grained soil less than 0.075 mm is not more than 20%, and the unevenness coefficient Cu≥5.

[0046] Reference Figure 1 , the maximum particle size is less than or equal to 20cm, which can ensure the uniformity and integrity of the mixed stone cushion layer 4, avoid stress concentration and uneven settlement, and improve the contact effect between the mixed stone cushion layer 4 and the foundation body 1. The content of fine-grained soil less than 0.075mm is not more than 20%, which can prevent excessive settlement of the foundation during construction, reduce the compressibility of the mixed stone cushion layer 4, and improve the bearing capacity and stability. The uneven coefficient Cu≥5 can improve the permeability and deformation resistance of the mixed stone cushion layer 4, reduce the porosity, and enhance the overall stability and bearing capacity of the mixed stone cushion layer 4.

[0047] Step 5: After laying the mixed stone cushion layer 4, use 32KJ impact rolling equipment to roll it 35 times.

[0048] Reference Figure 1A 50cm thick mixed stone cushion layer 4 is laid on the original sand foundation body 1, and then a 32-ton impact rolling equipment is used to create an interlocking effect between the mixed stone cushion layer 4 and the surface sand during the impact process to form a plate body, which can effectively transmit the impact downward and fix the loose sand on the surface.

[0049] Reference Figure 1 The vibration rolling and impact rolling technology used in this construction method is a non-destructive or low-destructive construction method compared to the traditional tamping process. It will not produce excessive vibration or noise, thereby not interfering with the takeoff and landing of aircraft. Moreover, this construction method allows local construction in specific areas of the airport without the need to fully close the airport.

[0050] This specific embodiment is merely an explanation of the present application and is not a limitation of the present application. After reading this specification, those skilled in the art may make modifications to the present embodiment without any creative contribution as needed, but such modifications are protected by the patent law as long as they are within the scope of the claims of the present application.

Claims

1. A method for rolling and scouring the foundation of a high-water-level sand layer in a non-stop airport runway trough area, characterized in that: The construction steps include: Step 1: digging two parallel open trenches (11) on both sides of the foundation body (1) in the length direction, wherein the open trench (11) and the side wall adjacent to the foundation body (1) form an inclined slope (12); Step 2: A water collection well (2) is arranged at every 30m-50m at the bottom of the open ditch (11), a water pump is arranged inside the water collection well (2), and a silt collection pit (13) is dug on the side of the water collection well (2) away from the foundation body (1); A vertically arranged box body (21) is provided in the water collection well (2), a replaceable filter plate (22) is horizontally arranged in the middle of the box body (21), a notch (212) is provided on the upper side wall of the box body (21), a lifting plate (23) is slidably arranged in the notch (212), a mounting groove (215) is provided on the side wall of the box body (21) opposite to the lifting plate (23), a scraper (25) is arranged in the mounting groove (215), the lifting plate (23) and the scraper (25) are linked by a rotating lead screw (24), the lifting plate (23) can move along the length direction of the box body (21), and when the lifting plate (23) moves in a direction away from the box body (21), the scraper (25) approaches the lifting plate (23); Step 3: When the groundwater level drops to 1.5m from the foundation surface, use a vibratory roller to perform static compaction twice, vibratory rolling three times, and static compaction and leveling twice; Step 4: After vibration rolling, a 50 cm thick mixed stone cushion layer (4) is laid on the surface of the foundation body (1); Step 5: Use impact rolling equipment to roll 25 times.

2. The method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport runway trough area according to claim 1 is characterized in that: Limiting grooves (213) are provided on the two side walls opposite to the notch (212), and limiting members (231) are provided on the side walls opposite to the lifting plate (23). The limiting members (231) are adapted to the limiting grooves (213) and are slidably arranged in the limiting grooves (213). Teeth are provided on the surface of the limiting members (231) facing away from the lifting plate (23). A receiving groove (214) is provided on the side walls adjacent to the lifting plate (23) in the box body (21), and the lead screw (24) is rotatably arranged in the receiving groove (214). The end of the lead screw (24) is located in the limiting groove (213) and is coaxially sleeved with a gear, which meshes with the teeth on the limiting member (231). A protrusion is provided on the side wall opposite to the scraper (25), and the protrusion is sleeved on the lead screw (24) and is threadedly connected to the lead screw (24).

3. The method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport runway trough area according to claim 2 is characterized in that: A sealing rubber strip is arranged at the notch of the receiving groove (214), and a gap is opened in the middle of the sealing rubber strip along its length direction.

4. The method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport runway trough area according to claim 1 is characterized in that: The surface of the slope (12) is paved with a plurality of geotextiles (14), and a fixing assembly (3) is arranged at the intersection of two geotextiles (14). The fixing assembly (3) comprises an embedded part (31) embedded in the slope (12) and a fixing anchor (33) detachably inserted in the embedded part (31). The embedded part (31) is a cylinder with one end closed, and the cylinder wall of the embedded part (31) is hollow. The inner wall of the embedded part (31) is provided with a mounting hole (313), and a hollow special-shaped fixing part (34) with an arc-shaped protrusion is rotatably arranged in the mounting hole (313). A fixing ring groove (331) is arranged on the peripheral wall of the end of the fixing anchor (33), and the fixing part (34) is adapted to the fixing ring groove (331) and can be clamped in the fixing ring groove (331) to fix the position of the fixing anchor (33).

5. The method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport runway trough area according to claim 4 is characterized in that: An annular thickened portion (332) is formed on the end of the peripheral wall of the fixing anchor (33) away from the fixing annular groove (331).

6. The method for rolling and scouring the high-water-level sand layer foundation in the non-stop airport runway trough area according to claim 5 is characterized by: An annular reinforcing rib (311) is provided between the inner and outer walls of the embedded part (31).

7. The method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport runway trough area according to claim 6 is characterized by: A boosting plate (32) is slidably arranged in the inner wall of the embedded part (31), a second spring (321) is arranged between the boosting plate (32) and the closed end of the embedded part (31), one end of the second spring (321) is fixedly connected to the closed end of the embedded part (31), and the other end is fixedly connected to the plate surface of the boosting plate (32).

8. The method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport runway trough area according to claim 3 is characterized by: A strip groove is provided at the bottom of the installation groove (215), a first spring (26) is arranged in the strip groove, one end of the first spring (26) is fixedly connected to the bottom of the strip groove, and the other end is fixedly connected to the surface of the scraper (25).

9. The method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport runway trough area according to claim 8 is characterized in that: A water filtering hole (211) is provided on the box wall of the lower section of the box body (21) adjacent to the lifting plate (23).

10. The method for rolling and constructing a high-water-level sand layer foundation in a non-stop airport runway trough area according to claim 1 is characterized in that: Material requirements for the mixed rock cushion layer (4): the maximum particle size shall not exceed 20 cm, the content of fine-grained soil less than 0.075 mm shall not exceed 20%, and the coefficient of uniformity Cu ≥ 5.

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