A method for clearing soil between wharf piles

Abstract

The present invention relates to the technical field of wharf construction, and particularly relates to a method for clearing soil between wharf piles. Along the length direction of the wharf, sectional excavation is carried out, and each section includes the following steps: Build a water retaining dam outside the wharf front line. Use onshore excavation equipment to excavate from the side of the water retaining dam facing the land towards the land to form a first slope. Use offshore excavation equipment to excavate from the outside of the wharf front line towards the water area to form a second slope. Layered excavation is carried out on the soil under the first slope and the second slope. In the soil excavated in each layer, for the soil outside the wharf front line, use offshore excavation equipment for excavation, and for the soil inside the wharf front line, use a mud suction device to clear the soil. Through the mutual cooperation of the onshore excavation equipment, offshore excavation equipment and mud suction device, the soil clearing work between the wharf piles is realized, and the problem that the traditional grab dredger cannot effectively clean the soil between the piles due to the existence of pile foundations and pile caps is solved.

Description

Technical Field

[0001] The present invention relates to the technical field of wharf construction, and particularly relates to a method for clearing soil between wharf piles. Background Art

[0002] In the traditional operation process of wharf construction, construction teams generally use grab dredgers or cutter suction dredgers as the main tools to excavate the established wharf construction area, so as to shape the slope foundation of the wharf. Subsequently, on this slope area, pile foundation construction and the construction of the upper structure of the wharf are further carried out. In the process of technological evolution, the applicant has developed a new construction strategy: first, transform the wharf construction area into a land environment, which may be based on the original land or achieved by backfilling to create new land. Under this new construction strategy, the construction process is adjusted to first complete the construction of the wharf's pile foundation and pile cap structure on stable land, and then carry out the earthwork excavation operation in the pile foundation gap.

[0003] However, due to the existence of the pile foundation and pile cap structure, the grab dredger used in traditional underwater excavation cannot enter the area between the piles, resulting in the ineffective excavation and cleaning of the soil between the piles. Therefore, it is necessary to develop a new earthwork excavation plan to solve the problem that the traditional grab dredger cannot effectively clean the soil between the piles due to the existence of the pile foundation and pile cap. Summary of the Invention

[0004] The purpose of the present invention is to overcome the problem in the prior art that the traditional grab dredger cannot effectively clean the soil between the piles due to the existence of the pile foundation and pile cap, and provide a method for clearing soil between wharf piles.

[0005] The present invention provides a method for clearing soil between wharf piles. Along the length direction of the wharf, sectional excavation is carried out, and each section includes the following steps:

[0006] S1: Build a water retaining dam outside the wharf front line, and the water retaining dam is arranged along the length direction of the wharf;

[0007] S2: Use land excavation equipment to excavate from the side of the water retaining dam facing the land towards the land direction to form a first slope, and the first slope extends to the slope surface of the bank slope, and excavate the slope surface above the intersection of the slope surface and the first slope;

[0008] S3: Use underwater excavation equipment to excavate outside the wharf front line towards the water area direction to form a second slope;

[0009] S4: Excavate the soil below the first slope and the second slope in layers. In the soil excavated in each layer, use the water excavation equipment to excavate the soil outside the quay front line, and use the dredging device to clean the soil inside the quay front line to complete the soil cleaning work between the wharf piles.

[0010] The quay front line refers to the demarcation line between the water area and the wharf piles. The demarcation line is specifically located on the surface of the outermost pile cap facing the water area, that is, the side of the pile cap farthest from the land facing the water area. The outside of the quay front line refers to the side of the quay front line facing the water area, and the inside of the quay front line refers to the side of the quay front line facing the land area.

[0011] The length direction of the wharf specifically refers to the direction extending along the shoreline and parallel to the water area.

[0012] The present invention provides a method for cleaning the soil between the wharf piles. The water retaining dam is used to block the waves in the direction of the water area of the quay front line to prevent the waves from invading the first slope, thereby avoiding damage to the first slope due to water flow scouring.

[0013] The first slope is located between the wharf piles. This area is not flooded due to the presence of the water retaining dam and is not affected by water during excavation. Therefore, the land excavation equipment can move between the piles for excavation operations, solving the defect that traditional water excavation cannot enter between the piles due to the large volume of the equipment. At the same time, compared with the water excavation method, this excavation method can greatly improve the excavation efficiency because it is operated in a land environment. Excavate from the side of the water retaining dam facing the land area towards the land to avoid damaging the water retaining dam during excavation and retain the continuous water blocking function of the water retaining dam. The first slope extends to the slope of the bank slope, aiming to use the land excavation equipment to excavate as much soil between the piles as possible. Compared with the water excavation equipment and the dredging device, the land excavation equipment has obvious advantages in terms of efficiency and cost, so it can improve the overall excavation efficiency and save excavation costs.

[0014] When using the water excavation equipment to excavate in the direction of the water area outside the quay front line to form the second slope, the excavation area is located on the side of the quay front line facing the water area and is not affected by the piles. Therefore, the water excavation equipment can be used for excavation operations, and there is no need to use different excavation equipment for alternate switching, thus ensuring a relatively high excavation efficiency.

[0015] The reason for first excavating the first slope and then the second slope is that when the first slope is excavated, the soil mass above the second slope can naturally form a barrier. This barrier helps to extend the seepage path of the water flow in the water area towards the first slope, thereby reducing the direct seepage of water to the first slope, and further enabling the first slope to be more stable after excavation is completed.

[0016] The slope ratios of the first slope and the second slope are determined according to the characteristics of the soil quality at the actual excavation site to ensure the structural stability of the first slope and the second slope, and prevent landslides, providing stable and favorable conditions for the excavation of the soil mass below the first slope and the second slope. The reason is that the first slope is located between the wharf piles. If the stability of the first slope or the second slope is insufficient, it may cause the soil mass between the wharf piles to slide, thereby exerting a squeezing effect on the piles. This squeezing may damage the piles and even pose a risk of pile fracture in severe cases.

[0017] To ensure the stability of the first slope and the second slope, a layered excavation method is adopted for the soil mass below the first slope and the second slope. For the soil mass outside the wharf front line, without the influence of the piles, the water excavation equipment can be used for excavation operations. For the soil mass inside the wharf front line, within the distribution range of the piles, it will be potentially affected by the piles, so the dredging device is used for soil cleaning. The dredging device can enter between the piles for soil cleaning operations, thereby overcoming the defect that traditional water excavations cannot enter between the piles for excavation due to the large volume of the equipment.

[0018] Through the mutual cooperation of the onshore excavation equipment, the water excavation equipment, and the dredging device, the soil cleaning work between the wharf piles is achieved, solving the problem that traditional grab dredgers cannot effectively clean the soil between the piles due to the existence of piles and pile caps.

[0019] The onshore excavation equipment can be one or more of a loader, an ordinary excavator, and a long-arm excavator. The width of the onshore excavation equipment needs to be less than the distance between adjacent rows of the piles so that the onshore excavation equipment can move between the piles.

[0020] The water excavation equipment can be one or more of a bucket ladder dredger, a grab dredger, and a cutter suction dredger. The bucket ladder dredger excavates sediment from the bottom of the water and lifts it onto the ship through the continuous movement of a series of bucket chains on the bucket bridge. The grab dredger grabs the sediment at the bottom of the water through a grab on the crane. The cutter suction dredger uses a cutter to loosen the sediment at the bottom of a river or other water area, and then sucks the sediment slurry into the cabin through a suction pipe by a mud pump.

[0021] The sludge suction device can be a pump suction dredger installed on land or a suction vessel that can move on water.

[0022] When the soil mass below the first slope and the second slope is excavated in layers, it can be that for each layer, the soil mass outside the quay front line is excavated first, and then the soil mass inside the quay front line is excavated; it can also be that for each layer, the soil mass inside the quay front line is excavated first, and then the soil mass outside the quay front line is excavated; it can also be that in each layer, an alternating excavation method is adopted, that is, in one layer, the soil mass inside the quay front line is excavated first, and in the next layer, the soil mass outside the quay front line is excavated first, and so on.

[0023] Preferably, in step S2, when the first slope is excavated, the position where the first slope intersects the pile foundation is excavated into a platform. The purpose of forming the platform is to further improve the stability of the first slope and reduce the risk of landslides. At the same time, forming the platform can also reduce the soil pressure on both sides of the pile foundation, further ensuring the safety of the pile foundation.

[0024] Preferably, in step S2, the slope of the first slope is less than or equal to 1 / 3. This solution is to further ensure the stability of the first slope and reduce the risk of deformation.

[0025] Preferably, in step S4, when the soil mass below the first slope and the second slope is excavated in layers, the height of each layer is 1 m to 2 m. The purpose of this solution is to limit the excavation height of each layer during layered excavation, so that the excavation height is maintained within a construction range that takes into account both efficiency and safety. An excessive excavation height will cause a large height difference between soil layers, which may trigger the risk of soil landslides. Once a soil landslide occurs, it may squeeze the pile foundation, thereby causing damage to the pile foundation.

[0026] Preferably, when slope operations are carried out between the current segment and the next segment to be excavated, the slope of the slope is less than or equal to 1 / 3. Since each of the segments is arranged in sequence along the length direction of the quay, the slope operations are carried out along the length direction of the quay.

[0027] The purpose of this solution is to effectively prevent the lateral soil pressure generated by the segment to be excavated on the pile foundation between segment positions and ensure the structural safety of the pile foundation. Specifically, by implementing slope operations, the height of the soil mass is gradually reduced, forming a gently sloping transition surface. This solution can more effectively disperse the soil pressure, reduce its direct and concentrated action on the pile foundation, and thereby reduce the risk of damage to the pile foundation due to bearing lateral soil pressure, thus ensuring the safety and stability of the overall structure.

[0028] Preferably, in step S4, when the soil under the first slope and the second slope is excavated in layers, the following steps are included:

[0029] S41a: Excavate the soil outside the quay front line, and then clean the soil inside the quay front line.

[0030] S42a: Enter the excavation of the next layer, clean the soil inside the quay front line, and then excavate the soil outside the quay front line.

[0031] S43a: Loop through steps S41a and S42a until all layer excavation operations are completed.

[0032] During the process of layer-by-layer excavation of this solution, the soil outside the quay front line is first excavated, and then the soil inside the quay front line is cleaned. When entering the excavation of the next layer, the order is reversed. First, the soil on the land side is cleaned, and then the excavation turns to the water side. This alternating excavation method aims to avoid the unidirectional continuous extrusion effect on the pile foundation by changing the excavation order of each layer of soil and squeezing the pile foundation alternately from two directions, thereby effectively reducing the deformation risk of the pile foundation.

[0033] In step S41a, the purpose of first excavating the soil outside the quay front line is to ensure the feasibility when using a suction vessel to clean the soil inside the quay front line during the first layer excavation. Excavating the soil outside the quay front line aims to create enough working space for the suction vessel during the first layer excavation, enabling the suction vessel to smoothly approach and operate on the soil inside the quay front line.

[0034] Preferably, in step S2, when there is accumulated water between the slope surface of the first slope and the bank slope during the excavation process, pump out the accumulated water. After the first slope is formed by excavation, due to the osmotic pressure, the water in the water area will seep out through the first slope and gradually accumulate in the area between the slope surface of the first slope and the bank slope. This accumulated water will have an adverse impact on the excavation of the land excavation equipment. Therefore, a pumping device can be used to pump out the accumulated water to provide a good excavation working environment.

[0035] Preferably, in step S3, the following steps are included:

[0036] S31: Excavate a number of water inlets on the water retaining dam, so that the water outside the water retaining dam flows through the water inlets to the excavation area of the first slope.

[0037] S32: After the water levels on both the inner and outer sides of the water retaining dam are the same, use the above-mentioned underwater excavation equipment to excavate from the outside of the quay front line towards the water area to form the second slope.

[0038] The purpose of this solution is to smoothly adjust the water levels on both sides of the water retaining dam to gradually reach a balanced state, thereby preventing potential scouring damage to the already excavated first slope or the slope surface due to the rapid influx of water into the inner side of the water retaining dam.

[0039] Preferably, in step S2, the above-mentioned onshore excavation equipment is a long-arm excavator; in steps S3 and S4, the above-mentioned underwater excavation equipment includes a grab dredger and / or a cutter suction dredger. Compared with an ordinary excavator, due to the lengthening of its working arm, the long-arm excavator can operate at a farther distance, reducing the number of times of moving the excavator, thus saving time and improving the excavation efficiency. The underwater excavation equipment can only include the grab dredger or the cutter suction dredger, or can also include both the grab dredger and the cutter suction dredger at the same time.

[0040] Preferably, in step S4, the above-mentioned mud suction device is a suction vessel, and the suction vessel includes a high-pressure water gun and a silt pumping pump. When clearing the soil on the inner side of the quay front line, the following steps are included:

[0041] S41b: Use the above-mentioned high-pressure water gun to spray the soil so that the soil is mixed with water to form a muddy water mixture;

[0042] S42b: Use the above-mentioned silt pumping pump to carry out suction operation on the muddy water mixture.

[0043] Compared with the pump suction dredger installed on land, the suction vessel has higher mobility, which is conducive to further improving the construction efficiency.

[0044] The high-pressure water gun uses the high-pressure water generated by a high-pressure water pump to form a powerful water column, and the water column is used to impact the sediment or silt, changing it from a sedimented state to a loose or floating state to form the muddy water mixture. The silt pumping pump is used to pump up the muddy water mixture and transport it to a designated location through a pipeline. Through the coordinated cooperation of the high-pressure water gun and the silt pumping pump, the construction efficiency of the overall excavation and soil clearing operation can be further improved.

[0045] Compared with the prior art, the beneficial effects of the present invention:

[0046] The present invention provides a method for clearing soil between wharf piles. Through the mutual cooperation of the onshore excavation equipment, the offshore excavation equipment and the mud suction device, the soil clearing work between wharf piles is realized, and the problem that the traditional grab dredger cannot effectively clean the soil between piles due to the existence of pile foundations and pile caps is solved. BRIEF DESCRIPTION OF THE DRAWINGS

[0047] Figure 1 It is a schematic diagram of the excavation in the first excavation area of the present invention.

[0048] Figure 2 It is a schematic diagram of the excavation in the second excavation area of the present invention.

[0049] Figure 3 It is the first schematic diagram of the excavation in the third excavation area of the present invention.

[0050] Figure 4 It is the second schematic diagram of the excavation in the third excavation area of the present invention.

[0051] Figure 5 It is a schematic diagram after the wharf excavation of the present invention is completed.

[0052] Markings in the figure:

[0053] 1 - bank slope,

[0054] 101 - slope surface,

[0055] 2 - first excavation area,

[0056] 201 - first slope,

[0057] 3 - second excavation area,

[0058] 301 - second slope,

[0059] 4 - water retaining dam,

[0060] 5 - third excavation area,

[0061] 6 - pile foundation,

[0062] 7 - pile cap,

[0063] 8 - onshore excavation equipment,

[0064] 9 - offshore excavation equipment,

[0065] 10 - mud suction device,

[0066] 11 - water level line,

[0067] 12 - wharf front line. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0068] The present invention will be further described in detail below in conjunction with specific embodiments. However, this should not be construed as limiting the scope of the above-mentioned subject matter of the present invention to the following embodiments. Any technology implemented based on the content of the present invention belongs to the scope of the present invention.

[0069] Unless otherwise specified, in the description of the specific embodiments of the present invention, the expression terms indicating the orientation or positional relationship such as "upper", "lower", "left", "right", "center", "inner", "outer", etc. are all based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship when the invention product / device / equipment is usually used and placed. These terms of orientation or positional relationship are only for the convenience of describing the solution of the present invention or simplifying the description in the specific embodiments, so as to facilitate technicians to quickly understand the solution, rather than indicating or implying that a specific device / component / element must have a specific orientation or be constructed and operated in a specific positional relationship. Therefore, it should not be construed as a limitation to the present invention.

[0070] In addition, if terms such as "horizontal", "vertical", "hanging", "parallel" appear, it does not mean that the corresponding device / component / element is required to be absolutely horizontal or vertical or hanging or parallel, but it can be slightly inclined or have a deviation. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and it does not mean that the structure must be completely horizontal, but it can be slightly inclined. Or, it can be simply understood that the corresponding device / component / element is arranged in the directions of "horizontal", "vertical", "hanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, more preferably within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the solution of the present invention.

[0071] In addition, the expressions such as "first", "second", "third", etc. that appear in the terms are only used to distinguish the description of the same or similar components, and should not be construed as emphasizing or implying the relative importance of specific components.

[0072] In addition, in the description of the embodiments of the present invention, "several", "multiple", "a number of" represent at least 2. It can be any situation such as 2, 3, 4, 5, 6, 7, 8, 9, etc., and even can be more than 9.

[0073] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, where the terms "set", "install", "connect", "couple", "provided with", "lay", "arrange" appear, they should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection, and can be connection means commonly used in the art such as welding, riveting, bolting, threaded connection, etc. Such a connection can be a mechanical connection, an electrical connection or a communication connection; it can be directly connected, or indirectly connected through an intermediate medium, and can be the communication inside two components.

[0074] Embodiment 1

[0075] A method for clearing soil between wharf piles, as Figures 1 to 5 shown, along the length direction of the wharf, it is excavated in sections, and each section includes the following steps:

[0076] S1: Build a water retaining dam 4 outside the wharf front line 12, and the water retaining dam 4 is arranged along the length direction of the wharf. The top surface height of the water retaining dam 4 is higher than the water level line 11, and the water retaining dam 4 is piled up by taking soil locally, and the height of the dam body of the water retaining dam 4 is 1m to 1.5m.

[0077] S2: Use the onshore excavation equipment 8 to excavate from the side of the water retaining dam 4 facing the land towards the land, forming a first slope 201. The first slope 201 extends to the slope surface 101 of the bank slope 1, and the slope surface 101 above the intersection of the slope surface 101 and the first slope 201 is excavated. The excavation area corresponds to Figure 1 the first excavation area 2 in

[0078] It is possible to excavate towards the land at a predetermined distance on the side of the water retaining dam 4 facing the land to avoid unnecessary disturbance to the water retaining dam 4 during excavation and improve the stability of the water retaining dam 4. The predetermined distance can be 0.5m to 2m, and the specific distance can be 0.5m, 1m, 1.5m or 2m.

[0079] When excavating the first excavation area 2, it is possible to excavate in a retreating manner from a distance of 1m on the side of the water retaining dam 4 facing the land towards the land. By adopting the retreating excavation method for the first excavation area 2, the onshore excavation equipment 8 can operate continuously without frequently moving positions, thereby improving the excavation efficiency. At the same time, the area to be excavated can provide stable support for the onshore excavation equipment 8 and reduce the risk of the onshore excavation equipment 8 sinking into the soil body.

[0080] S3: Use the offshore excavation equipment 9 to excavate outside the wharf front line 12 towards the water area to form a second slope 301. The second slope 301 can be in the form of a slope or a stepped form, as Figure 1 shown. The excavation area corresponds to Figure 1The second excavation area 3 in it. When excavating the second excavation area 3, a layered excavation method can be adopted, and the height of each layer does not exceed 2m.

[0081] S4: Layered excavation is carried out on the soil body below the first slope 201 and the second slope 301. In the soil body excavated in each layer, for the soil body outside the wharf front line 12, an underwater excavation device 9 is used for excavation, and for the soil body inside the wharf front line 12, a dredging device 10 is used to clean the soil, and the soil cleaning work between the wharf piles is completed. This excavation area corresponds to Figure 1 the third excavation area 5 in it, and the bottom of the third excavation area 5 fits the slope surface 101 of the bank slope 1.

[0082] In an alternative embodiment, in step S2, when excavating to form the first slope 201, the position where the first slope 201 intersects the pile foundation 6 can be excavated into a platform. The width of the platform can be greater than the size of the pile foundation 6, and specifically, both sides of the platform can extend beyond the pile foundation 6 by at least 0.5 meters.

[0083] In an alternative embodiment, in step S2, the slope of the first slope 201 can be less than or equal to 1 / 3, and the specific slope can be 1 / 3, 0.3, 0.25, 0.2 or 0.15.

[0084] Specifically, on the landward side at the bottom of the water retaining dam 4 is the first platform, the width of the first platform 202 is 1m, and it slopes from the landward side edge of the first platform at a slope of 1 / 3 to the two pile foundations 6 corresponding to the pile caps 7 closest to the water area, and a second platform with a width of 2m is formed at this position. Then, it continues to slope from the landward side edge of the second platform 203 at a slope of 1 / 3 to the pile foundation 6 corresponding to the first pile cap 7 from the water area to the landward direction, and a third platform with a width of 2m is formed at this position. Then, it continues to slope from the landward side edge of the third platform at a slope of 1 / 3 to the position where it intersects the slope surface 101.

[0085] In an alternative embodiment, in step S4, when layer - by - layer excavating the soil body below the first slope 201 and the second slope 301, the height of each layer can be 1m to 2m. The specific height can be 1m, 1.2m, 1.5m, 1.6m, 1.8m, 2.0m.

[0086] In an alternative embodiment, when slope - forming operations are carried out between the current segment and the next segment to be excavated, the slope of the slope can be less than or equal to 1 / 3. The specific slope can be 1 / 3, 0.32, 0.3, 0.28. The length of each segment can be 40m - 60m, and specifically can be 40m, 45m, 50m, 55m, 60m.

[0087] In an alternative embodiment, in step S4, when the soil under the first slope 201 and the second slope 301 is excavated in layers, the following steps may be included:

[0088] S41a: Excavate the soil outside the quay front line 12, and then clear the soil inside the quay front line 12.

[0089] S42a: Proceed to the excavation of the next layer, clear the soil inside the quay front line 12, and then excavate the soil outside the quay front line 12.

[0090] S43a: Repeat steps S41a and S42a until all layers of excavation operations are completed.

[0091] In an alternative embodiment, in step S2, when there is accumulated water between the first slope 201 and the slope surface 101 of the bank slope 1 during the excavation process, the accumulated water can be pumped out. This step is specifically as follows: If there is accumulated water in the first excavation area 2, pump out the accumulated water in the first excavation area 2. The maximum depth position of the first excavation area 2 can be lower than the water level line 11, and under the action of water osmotic pressure, the first excavation area 2 gradually accumulates water. Specifically, a water pump can be used to pump the accumulated water into the water area outside the water retaining dam 4.

[0092] The water level line 11 is the designed water level line, generally the average water level of the quay during construction.

[0093] In an alternative embodiment, step S3 may include the following steps:

[0094] S31: Excavate a number of water inlet channels on the water retaining dam 4 so that the water outside the water retaining dam 4 flows through the water inlet channels to the excavation area of the first slope 201. The water inlet channels allow the water outside the water retaining dam 4 to flow into the first excavation area 2. The water inlet channels can be set at intervals of 10m, 15m or 20m. The bottom elevation of the water inlet channels is 10 cm - 20 cm lower than the water level line 11, and the width of the water inlet channels is 1m - 2m. The side walls and bottom surface of the water inlet channels can be laid with thin steel plates, and the purpose of doing this is to reduce the scouring effect of the water flow on them and control the water flow in the water inlet channels within a certain range.

[0095] S32: After the water levels on both sides of the water retaining dam 4 are the same, use the underwater excavation equipment 9 to excavate from the outside of the quay front line 12 towards the water area to form the second slope 301.

[0096] In an alternative embodiment, in step S2, the onshore excavation equipment 8 may be a long-arm excavator. In steps S3 and S4, the offshore excavation equipment 9 may include a grab dredger and / or a cutter suction dredger. Specifically, the long-arm excavator is crawler-mounted, and the long-arm excavator may be a long-arm excavator with an arm length of 22 m. The offshore excavation equipment 9 includes a grab dredger and a cutter suction dredger. The bucket capacity of the grab dredger may be 6 m³ - 8 m³. According to the different geological conditions of the excavation area, the grab dredger can be used for the silty soil layer, and the cutter suction dredger can be used for the sandy soil layer. The grab dredger can cooperate with a mud barge. The mud barge is used to load the soil excavated by the grab dredger and then transport it to a designated location for unloading.

[0097] When using the grab dredger for layered excavation, in order to ensure that the layered excavation accuracy during construction is controlled within 2 meters per layer, clear equidistant scale marks can be set at intervals of 2 meters on the steel wire rope used by the grab of the grab dredger to guide and control the excavation depth.

[0098] To ensure the safety of the wharf piles 6 and pile caps 7, both the grab dredger and the cutter suction dredger need to be at least 5 m away from the wharf front line 12.

[0099] In an alternative embodiment, in step S4, the mud suction device 10 may be a suction boat. The suction boat may include a high-pressure water gun and a silt pump. When clearing the soil inside the wharf front line 12, the following steps may be included:

[0100] S41b: Use the high-pressure water gun to spray the soil so that the soil is mixed with water to form a muddy water mixture;

[0101] S42b: Use the silt pump to perform a suction operation on the muddy water mixture.

[0102] Specifically, the suction boat may be a small suction boat with a length of 18.3 m and a width of 3 m. When the suction boat is working, the high-pressure water gun is responsible for stirring the bottom silt or sediment into mud, and then the silt pump is started to suck and transport the mud to a designated container. The nozzle of the high-pressure water gun and the suction pipe orifice of the silt pump move together in an S-shaped path between two adjacent rows of piles 6. The specific moving direction can be from the landward side to the waterward side or from the waterward side to the landward side.

[0103] When using the suction boat for layered excavation, the excavation depth is controlled by setting up a water gauge to ensure that the excavation thickness per layer is 2 meters.

[0104] In an alternative embodiment, before the first slope excavation 201 in step S2, the construction platform between the pile caps 7 can be treated to ensure the stable and safe standing of the onshore excavation equipment 8, and a reasonable loading position and route for the dump truck can be set. The onshore excavation equipment 8 transfers the excavated soil to the dump truck, and the dump truck then transports the soil to the designated dumping site or stockpile. If the construction platform between the pile caps 7 cannot support the onshore excavation equipment 8 or the dump truck, backfilling treatment with crushed stones is required to improve the bearing capacity.

[0105] In an alternative embodiment, when using the onshore excavation equipment 8 for excavation, the onshore excavation equipment 8 can maintain a distance of at least 50 cm from both the pile foundation 6 and the pile cap 7 to avoid damaging the pile foundation 6 or the pile cap 7. For the soil less than 50 cm away from the pile foundation 6 or the pile cap 7, and the soil that is not convenient for direct excavation due to the too-close spacing between two adjacent pile foundations 6, two treatment strategies can be adopted: one is to utilize the natural collapse characteristics of the soil during excavation to make it slide to an area where construction is easy; the other is to use a high-pressure water gun to wash these difficult-to-excavate soils to make them move to a convenient working position.

[0106] In an alternative embodiment, before excavation, the pile caps 7 of the pile foundations 6 in the same row can be integrally connected by an assembled channel steel steel frame to achieve the clamping operation of the pile caps 7 in the same row. The pile foundations 6 in the same row refer to those whose arrangement direction is perpendicular to the length direction of the wharf. Through the clamping operation, the pile caps 7 in the same row are integrally connected, which can improve the collaborative working ability between the pile foundations 6 and enhance the stability of the overall structure. During excavation, this integral connection can more effectively resist external loads and soil pressure, preventing the pile bodies of the pile foundations 6 from shifting, tilting or being damaged.

[0107] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, and improvements made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for clearing soil between wharf piles, characterized in that, Along the length direction of the wharf, segmented excavation is carried out, and each segment includes the following steps: S1: Build a water retaining dam (4) outside the wharf front line (12), and the water retaining dam (4) is arranged along the length direction of the wharf; S2: Use onshore excavation equipment (8) to excavate from the side of the water retaining dam (4) facing the land towards the land, forming a first slope (201), and the first slope (201) extends to the slope surface (101) of the bank slope (1), and excavate the slope surface (101) above the intersection of the slope surface (101) and the first slope (201); When excavating to form the first slope (201), excavate the position where the first slope (201) intersects the pile foundation (6) into a platform; When there is accumulated water between the first slope (201) and the slope surface (101) of the bank slope (1) during the excavation process, pump out the accumulated water; S3: Use offshore excavation equipment (9) to excavate towards the water area outside the wharf front line (12), forming a second slope (301), including the following steps: S31: Excavate several water inlet channels on the water retaining dam (4), so that the water outside the water retaining dam (4) flows through the water inlet channels to the excavation area of the first slope (201); S32: After the water levels inside and outside the water retaining dam (4) are the same, use the offshore excavation equipment (9) to excavate from the outside of the wharf front line (12) towards the water area to form the second slope (301); S4: Layered excavation is carried out on the soil body below the first slope (201) and the second slope (301). In the soil body excavated in each layer, the soil body outside the wharf front line (12) is excavated using the offshore excavation equipment (9), and the soil body inside the wharf front line (12) is cleaned using a mud suction device (10) to complete the soil cleaning work between the wharf piles; When carrying out layered excavation on the soil body below the first slope (201) and the second slope (301), it includes the following steps: S41a: Excavate the soil body outside the wharf front line (12), and then clean the soil body inside the wharf front line (12); S42a: Enter the excavation of the next layer, clean the soil body inside the wharf front line (12), and then excavate the soil body outside the wharf front line (12); S43a: Loop and execute the steps S41a and S42a until all levels of excavation operations are completed.

2. The method for clearing soil between wharf piles according to claim 1, characterized in that, In the step S2, the slope of the first slope (201) is less than or equal to 1 / 3.

3. A method for clearing soil between wharf piles according to claim 1, characterized in that, In the step S4, when carrying out layered excavation on the soil body below the first slope (201) and the second slope (301), the height of each layer is 1m to 2m.

4. A method for clearing soil between wharf piles according to claim 1, characterized in that, When carrying out slope operation between the current segment and the next segment to be excavated, the slope of the slope is less than or equal to 1 / 3.

5. A method for clearing soil between wharf piles according to any one of claims 1-4, characterized in that, In the step S2, the onshore excavation equipment (8) is a long-arm excavator; in the steps S3 and S4, the offshore excavation equipment (9) includes a grab dredger and / or a cutter suction dredger.

6. The method for clearing soil between wharf piles according to claim 5, characterized in that, In the step S4, the dredging device (10) is a suction dredger, and the suction dredger includes a high-pressure water gun and a silt suction pump. When clearing the soil inside the quay front line (12), the following steps are included: S41b: Use the high-pressure water gun to spray the soil so that the soil is mixed with water to form a muddy water mixture; S42b: Use the silt suction pump to carry out a suction operation on the muddy water mixture.

Images