Composite deviation rectifying method for non-preloading sea silt geological prefabricated square pile

Abstract

The invention provides a non-preloading sea silt geology prefabricated square pile composite deviation rectifying method. The method comprises the steps that (1) deviation is rectified by adopting a heaped loading method within the deviation range of 300 mm; (2) rectifying the deviation of the engineering pile with the deviation of 300mm-600mm by adopting a pushing and pulling method; and (3) when the deviation is more than 600mm, a pulling and stacking combined deviation correction method is adopted for deviation correction. The prefabricated concrete square pile is subjected to composite deviation rectifying treatment through a stacking method, a pushing method and a pulling method, the engineering cost is greatly reduced, the construction progress is accelerated, and good social benefits and economic benefits are achieved; besides, as long as the square pile has better pile body quality and pile body strength, the pile body is not obviously broken, the slight defect part of the square pile is not at the joint position, and the deviation belongs to the integral deviation of the pile body, the deviation can be corrected according to the construction process, so that the fund can be saved, the construction period can be ensured, and a reference can be provided for projects with similar conditions in the future.

Description

Technical Field

[0001] The invention relates to the technical field of prefabricated square pile deviation correction, and in particular to a composite deviation correction method for non-preloaded sea silt geological prefabricated square piles. Background Art

[0002] Under non-preloaded sea siltation geological conditions, during the foundation pit excavation process, it is easy to cause the precast concrete square piles to tilt and deviate due to inadequate foundation pit support, large-scale mechanical disturbance around the foundation pit, soil height difference and other reasons. Summary of the invention

[0003] In order to solve the above problems, the present invention discloses a composite deviation correction method for non-preloaded sea silt geological prefabricated square piles. By adopting the loading method, the jacking method and the pulling method to perform composite deviation correction treatment on the prefabricated concrete square piles, not only the project cost is greatly reduced, but also the construction progress is accelerated, which has good social and economic benefits.

[0004] The specific plan is as follows:

[0005] The composite deviation correction method of non-preloaded sea silt geological prefabricated square piles is characterized by comprising:

[0006] (1) If the deviation is within 300mm, the pile loading method is used for correction. The advantages of the pile loading method are simple operation, economy, and little damage to the pile body and joints. The disadvantages are that it requires a sufficient pile loading surface, requires a large distance between piles, is suitable for correction of a single axis, and has low correction accuracy.

[0007] (2) For engineering piles with a deviation of 300mm to 600mm, the jacking and pulling methods are used to correct the deviation; the advantages are that the correction has a wide range of application, high precision, and is suitable for group pile correction. The disadvantages are that the construction site needs to set up a jacking reaction structure and a pulling anchor point, which takes a relatively large amount of time and economic investment, and the pile body and joints are easily damaged during the operation;

[0008] (3) If the deviation is more than 600mm, the pulling and stacking combined deviation correction method is used to correct the deviation. The two methods are organically combined and are suitable for situations where the deviation is large and the site conditions are complex.

[0009] As a further improvement of the present invention, the construction scope of the loading method is: for engineering piles whose pile deviation exceeds the design specifications by 300mm due to excavation and piling construction, the pile spacing is large and there is sufficient loading working surface, the deviation is corrected by taking soil from one side of the pile and unloading it and loading it on the other side.

[0010] As a further improvement of the present invention, the construction process of the loading method is as follows: determine the pile with a smaller deviation, first mark the center point on the top of the pile, use RTK to place it on the top of the pile for real-time monitoring of the position, and after determining the direction of the deviation, use a small excavator to dig along the pile body on the other side of the deviation direction. Pay attention to protecting the pile body when digging, and use a high-pressure water gun to assist in flushing the soil close to the pile body; pile the excavated soil to one side of the deviation, the excavation depth is 2-3 meters, and the loading height exceeds 1.5 meters. After the operation is completed, observe and record the RTK correction data in real time, and adjust the excavation depth, loading height and excavation and loading position appropriately according to the correction effect.

[0011] As a further improvement of the present invention, the jacking method adopts a reaction force structure, that is, the concrete cushion layer is used as the supporting reaction force structure of the jacking jack, wherein the concrete cushion layer is strengthened and thickened, the concrete strength grade is increased to C40, the cushion layer thickness is set to 250mm, and grooves are added to increase the anti-slip force. If it is close to the steel plate guard pile, the steel sheet pile body is used as the reaction force support structure.

[0012] As a further improvement of the present invention, a deviation correction positioning guide groove is used in the jacking method, that is, a line is first drawn on the cushion layer to determine the position of the foundation pit after correction, and a guide groove is opened on the cushion layer between the deviated pile and the corrected position using a slotting machine, with a depth of passing through the concrete cushion layer; a drill rig / high-pressure water gun is used to flush water and take soil on the side of the guide groove, and the soil taking depth is determined according to the depth of the deviated pile, and the width is 800 mm. At the same time, the soil on the front side of the pile body is cleared, and the pile is reset with a small horizontal thrust.

[0013] As a further improvement of the present invention, before using the jacking and pulling method to correct the deviation, the design value of the pile top horizontal bearing capacity is determined. When the jacking force is less than the pile top horizontal bearing capacity, the jacking has no effect on the pile body. When there is a lack of single pile horizontal static load test data, the characteristic value of the single pile horizontal bearing capacity of the precast pile is estimated according to the following formula:

[0014]

[0015] Where α is the horizontal deformation coefficient of the pile, For soft clay, take m = 4MN / m 4 ; EI is the bending stiffness of the pile body. For reinforced concrete piles, EI = 0.85E0I0, E0 is the elastic modulus of concrete, I0 is the converted section moment of inertia of the pile body, and for circular cross-sections, I0 = W0d0 / 2; χ oa is the allowable horizontal displacement of the pile top; x is the horizontal displacement coefficient of the pile top.

[0016] As a further improvement of the present invention, the construction process of the jacking method is: jacking is performed with a jack, a dynamometer is set on the jack, and the force of the jack is uniform during the jacking process; the jack is used to push and shift on the other side of the pile, and the square pile is pushed to reset through several strokes, so that the pile body is corrected in a predetermined direction, and the rate is controlled at 10 strokes per hour, and a high-pressure grouting pipe is used to punch holes close to the pile body, deep to the bearing layer, and the pile is initially pushed and shifted by the jack, and the rate of pushing the pile top displacement is 2 to 3 cm / h. When 1 / 2 of the total offset is completed, stop for 30 to 60 minutes, keep expanding the hole with the high-pressure grouting pipe, and push the pile to reset for the second time; the verticality of the pile body is monitored in real time during the correction process, and the verticality of the pile body is measured once at the end of the correction; if there is still an axis error in the other direction, the above-mentioned jacking process is repeated in that direction, and the jacking is stopped after the verticality reaches the design allowable deviation (1 / 1000).

[0017] As a further improvement of the present invention, the pulling method uses a steel sheet pile support system as an anchor point for the hand winch; before the hand winch is in place, the design value of the horizontal bearing capacity of the pile top is determined for the pile foundation. When the horizontal pulling force is less than the horizontal bearing capacity of the pile top, pulling has no effect on the pile body.

[0018] As a further improvement of the present invention, the construction process of the pulling method is as follows: a 5T hand winch is used for pulling, and a force gauge is set on the hand winch. During the pulling process, the horizontal pulling force of the hand winch is uniform; a hand winch is used to pull and shift on the other side of the pile, and the square pile is pulled to its original position by pulling several times, and the rate is controlled at once per hour, and a high-pressure grouting pipe is used to punch holes close to the pile body, deep to the bearing layer, and the pile is initially pulled and shifted by the hand winch, and the rate of pile displacement is 2-3 cm / h. When 1 / 2 of the total offset is completed, stop for 30-60 minutes, keep expanding the hole with the high-pressure grouting pipe, and pull the pile top to its original position for the second time; during the correction process, the verticality of the pile body is monitored in real time, and the verticality of the pile body is measured once at the end of the correction. After the verticality reaches the design allowable deviation (1 / 1000), stop pulling to avoid damaging the original pile; if there is still an axis error in the other direction, repeat the above pulling process in that direction.

[0019] As a further improvement of the present invention, after the pile is corrected and tested to be qualified, it is temporarily fixed and stabilized, and then 5-25 mm crushed stone and fine sand are poured symmetrically in layers around the hole on the side of the pile and compacted in layers. At the same time, the density test is carried out on the spot for random inspection of the processed backfill layer.

[0020] The beneficial effects of the present invention are as follows: by adopting the loading method, the jacking method and the pulling method to carry out composite deviation correction treatment on the precast concrete square piles, not only the engineering cost is greatly reduced, but also the construction progress is accelerated, which has good social and economic benefits; in addition, as long as the square pile has good pile body quality and pile body strength, the pile body has no obvious fracture and the slightly defective part of the square pile is not at the joint position, and the deviation belongs to the overall displacement of the pile body, the deviation can be corrected according to the present construction process, which can save money and ensure the construction period, and can provide a reference for future projects with similar situations. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 This is the construction section diagram of the pile loading method.

[0022] Figure 2 This is the construction section diagram of the jacking method.

[0023] Figure 3 for Figure 2 Sectional view of AA. DETAILED DESCRIPTION

[0024] The present invention will be further explained below in conjunction with the accompanying drawings and specific embodiments. It should be understood that the following specific embodiments are only used to illustrate the present invention and are not used to limit the scope of the present invention.

[0025] As shown in the figure, a certain area is close to the sea. The geological report shows that the average thickness of the silt layer is about 14m. This kind of geology usually requires vacuum preloading before excavation. Since vacuum preloading is not done, the geological conditions are very poor, which makes excavation construction difficult. The engineering piles are affected by the thickness of the layered excavation; the large-scale mechanical disturbance around the foundation pit, the timeliness of the installation of the steel sheet pile support system, and many other factors, especially the sea silt soil has little effect on the embedding of the engineering piles. The lateral stress formed by the height difference of the soil during the layered excavation process can easily cause the engineering piles to shift as a whole to the side with a low elevation. Although measures have been taken to strictly control the layered thickness, timely cut off high piles in multiple times, lay double-layer steel plates on the excavation route, and use small excavators to dig soil and small muck trucks to excavate soil to reduce the height difference of the soil and mechanical disturbance during the excavation process, the engineering piles still have different sizes of deviations during the actual construction process. Usually, if the engineering piles are deviated, the cap or raft foundation can be appropriately increased if the deviation is small, and the pile can only be supplemented if the deviation is large.

[0026] After the excavation of the foundation pit was completed, it was found through on-site measurement that a total of 61 square piles had large displacements, with the maximum displacement exceeding 900mm, of which 16 were within 300mm, 32 were between 300mm and 600mm, and 13 were above 600mm. Low-strain detection was carried out on the 61 deflected engineering piles, and the results of the low-strain detection were: 46 were Class I piles and 12 were Class II piles. Class II piles had slight defects in the pile body, and no defects or abnormal problems occurred at the joints. Therefore, it can be determined that the integrity of the pile body is good, and the displacement is the overall displacement of the pile body, which meets the prerequisite for correction. 3 are Class III piles, and there are obvious defects at the joints of Class III piles. There is no meaning in correcting the obvious defects in integrity, so the piles are supplemented. In summary, if the quality of the pile body is intact and reliable, the pile position can be corrected. If the quality of the pile body is slightly defective and the defective part is not at the joint of the first section of the pile, it can also be corrected. If the square pile has obvious defects in the joints and pile body quality after pile inspection, additional pile treatment will be carried out.

[0027] Finally, it was decided to take corrective measures for 58 engineering piles with large deviations, and the scheme of the present invention was formulated.

[0028] The composite deviation correction method of non-preloaded sea silt geological prefabricated square piles is characterized by comprising:

[0029] (1) If the deviation is within 300mm, the pile loading method is used for correction. The advantages of the pile loading method are simple operation, economy, and little damage to the pile body and joints. The disadvantages are that it requires a sufficient pile loading surface, requires a large distance between piles, is suitable for correction of a single axis, and has low correction accuracy.

[0030] (2) For engineering piles with a deviation of 300mm to 600mm, the jacking and pulling methods are used to correct the deviation; the advantages are that the correction has a wide range of application, high precision, and is suitable for group pile correction. The disadvantages are that the construction site needs to set up a jacking reaction structure and a pulling anchor point, which takes a relatively large amount of time and economic investment, and the pile body and joints are easily damaged during the operation;

[0031] (3) If the deviation is more than 600mm, the pulling and stacking combined deviation correction method is used to correct the deviation. The two methods are organically combined and are suitable for situations where the deviation is large and the site conditions are complex.

[0032] In this embodiment, the construction scope of the loading method is: for engineering piles whose pile deviation caused by excavation and piling construction exceeds the design specification by 300mm, the pile spacing is large and there is sufficient loading working surface, the deviation is corrected by taking soil from one side of the pile and unloading it and loading it on the other side.

[0033] In this embodiment, the construction process of the stacking method is as follows: determine the pile with a smaller deviation, first mark the center point on the top of the pile, use RTK to place it on the top of the pile for real-time monitoring of the position, and after determining the direction of the deviation, use a small excavator to dig close to the pile body on the other side of the deviation direction. Pay attention to protecting the pile body when digging, and use a high-pressure water gun to assist in flushing the soil close to the pile body; pile the excavated soil to one side of the deviation, the excavation depth is 2-3 meters, and the stacking height exceeds 1.5 meters. After the operation is completed, observe and record the RTK correction data in real time, and adjust the excavation depth, stacking height and excavation and stacking position appropriately according to the correction effect.

[0034] In this embodiment, the jacking method adopts a reaction force structure, that is, the concrete cushion layer is used as the supporting reaction force structure of the jacking jack, wherein the concrete cushion layer is strengthened and thickened, the concrete strength grade is increased to C40, the cushion layer thickness is set to 250mm, and grooves are added to increase the anti-slip force. If it is close to the steel plate guard pile, the steel sheet pile body is used as the reaction force support structure.

[0035] In this embodiment, a deviation correction positioning guide groove is used in the jacking method, that is, a line is first drawn on the cushion layer to determine the position of the foundation pit after correction, and a guide groove is opened on the cushion layer between the deviated pile and the corrected position using a slotting machine, with a depth of passing through the concrete cushion layer; a drill rig / high-pressure water gun is used to flush water and take soil on the side of the guide groove, and the soil taking depth is determined according to the depth of the deviated pile, with a width of 800 mm. At the same time, the soil on the front side of the pile body is cleared, and the pile is reset with a small horizontal thrust.

[0036] In this embodiment, before the jacking and pulling method is used to correct the deviation, the design value of the pile top horizontal bearing capacity is determined. When the jacking force is less than the pile top horizontal bearing capacity, the jacking has no effect on the pile body. When there is a lack of single pile horizontal static load test data, the characteristic value of the single pile horizontal bearing capacity of the precast pile is estimated according to the following formula:

[0037]

[0038] Where α is the horizontal deformation coefficient of the pile, For soft clay, take m = 4MN / m 4 ; EI is the bending stiffness of the pile body. For reinforced concrete piles, EI = 0.85E0I0, E0 is the elastic modulus of concrete, I0 is the converted section moment of inertia of the pile body, and for circular cross-sections, I0 = W0d0 / 2; χ oa is the allowable horizontal displacement of the pile top; x is the horizontal displacement coefficient of the pile top.

[0039] According to calculation, R ha =78285N=78.29KN, so use a smaller value than R ha The horizontal thrust is safe for the precast pile body.

[0040] In this embodiment, the construction process of the jacking method is: jacking is performed with a jack, a dynamometer is provided on the jack, and the force applied by the jack is uniform during the jacking process;

[0041] Use a jack to push and shift the pile on the other side. Push the square pile to its original position through several strokes so that the pile body is corrected in the predetermined direction. The speed is controlled at 10 strokes per hour. Use a high-pressure grouting pipe to punch holes close to the pile body, as deep as the bearing layer. Use a jack to initially push the pile to shift. The rate of pushing the pile top to shift is 2-3 cm / h. Stop for 30-60 minutes when 1 / 2 of the total offset is completed. Keep expanding the hole with a high-pressure grouting pipe and push the pile top to its original position for the second time. During the correction process, monitor the verticality of the pile body in real time and measure the verticality of the pile body once at the end of the correction. If there is still an axial error in the other direction, repeat the above-mentioned pushing process in that direction and stop pushing after the verticality reaches the designed allowable deviation (l / 1000).

[0042] In this embodiment, the pulling method uses a steel sheet pile support system as an anchor point for the hand winch; before the hand winch is in place, the design value of the horizontal bearing capacity of the pile top is determined for the pile foundation. When the horizontal pulling force is less than the horizontal bearing capacity of the pile top, pulling has no effect on the pile body.

[0043] In this embodiment, the construction process of the pulling method is as follows: a 5T hand winch is used for pulling, and a force gauge is set on the hand winch. During the pulling process, the horizontal pulling force of the hand winch is uniform; a hand winch is used to pull and shift on the other side of the pile, and the square pile is pulled to its original position by pulling several times, and the rate is controlled at once per hour. A high-pressure grouting pipe is used to punch holes close to the pile body, deep to the bearing layer, and the pile is initially pulled and shifted by the hand winch. The rate of pile displacement is 2-3 cm / h. When 1 / 2 of the total offset is completed, stop for 30-60 minutes, keep expanding the hole with a high-pressure grouting pipe, and pull the top of the pile to its original position for the second time; during the correction process, the verticality of the pile body is monitored in real time, and the verticality of the pile body is measured once at the end of the correction. After the verticality reaches the design allowable deviation (1 / 1000), the pulling is stopped to avoid damaging the original pile; if there is still an axis error in the other direction, the above pulling process is repeated in that direction.

[0044] In this embodiment, after the pile is corrected and tested to be qualified, it is temporarily fixed and stabilized, and then 5-25 mm crushed stone and fine sand are poured symmetrically in layers around the hole on the side of the pile and compacted in layers. At the same time, the density test is carried out on the spot for the processed backfill layer.

[0045] A total of 61 piles were deflected on site, and 58 of them were corrected. After correction, the position deviations of the 58 piles met the specifications and design requirements. The success rate of deviation correction reached 100%. The results of high and low strain tests on 56 piles showed that the integrity, bearing capacity and pile position of the square piles after correction and reinforcement met the requirements and could be used normally. The main reason for the 2 unqualified piles was that the piles were Class II piles before correction and Class III piles after correction. The deviations met the requirements, but the pile inspection results showed that there were serious defects in the pile joints. The pile inspection results did not meet the requirements and were later treated with pile supplements. The correction pass rate reached 97%.

[0046] The technical means disclosed in the scheme of the present invention are not limited to the technical means disclosed in the above-mentioned implementation mode, but also include technical schemes composed of any combination of the above-mentioned technical features. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principle of the present invention, and these improvements and modifications are also regarded as the protection scope of the present invention.

Claims

1. A composite deviation correction method for non-preloaded sea silt geological prefabricated square piles, characterized in that: include: (1) If the deviation is within 300 mm, the stacking method is used to correct the deviation; (2) For engineering piles with a deviation of 300mm to 600mm, the jacking and pulling methods are used to correct the deviation; (3) If the deviation is more than 600 mm, the combined correction method of pulling and piling shall be used to correct the deviation.

2. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 1 is characterized in that: The construction scope of the loading method is: for engineering piles whose pile deviation exceeds the design specifications by 300mm due to excavation and piling construction, the pile spacing is large and there is sufficient loading working surface, the deviation is corrected by taking soil from one side of the pile and unloading it and loading it on the other side.

3. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 2 is characterized in that: The construction process of the pile loading method is as follows: determine the pile with a small deviation, first mark the center point on the pile top, use RTK to place it on the pile top for real-time position monitoring, and after determining the deviation direction, use a small excavator to dig close to the pile body on the other side of the deviation direction. When digging, pay attention to protecting the pile body, and use a high-pressure water gun to assist in flushing the soil close to the pile body; The excavated soil is piled to one side of the deviation, with an excavation depth of 2-3 meters and a pile height of more than 1.5 meters. After the operation is completed, the RTK correction data is observed and recorded in real time, and the excavation depth, pile height and excavation pile position are appropriately adjusted according to the correction effect.

4. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 1 is characterized in that: The jacking method adopts a reaction force structure, that is, the concrete cushion layer is used as the supporting reaction force structure of the jacking jack, wherein the concrete cushion layer is strengthened and thickened, the concrete strength grade is C40, the cushion layer thickness is set to 250mm, and grooves are added to increase the anti-slip force. If it is close to the steel plate retaining pile, the steel sheet pile body is used as the reaction force support structure.

5. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 4 is characterized in that: In the jacking method, a deviation correction positioning guide groove is used, that is, a line is first drawn on the cushion layer to determine the position of the foundation pit after correction, and a guide groove is opened on the cushion layer between the deviated pile and the corrected position using a slotting machine, with a depth that passes through the concrete cushion layer; a drill rig / high-pressure water gun is used to flush water and take soil on the side of the guide groove, and the soil taking depth is determined according to the depth of the deviated pile, with a width of 800 mm. At the same time, the soil in front of the pile body is cleared, and the pile is reset with a small horizontal thrust.

6. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 5 is characterized in that: Before using the jacking and pulling method to correct the deviation, the design value of the pile top horizontal bearing capacity is determined. When the jacking force is less than the pile top horizontal bearing capacity, the jacking has no effect on the pile body. When there is a lack of single pile horizontal static load test data, the characteristic value of the single precast pile horizontal bearing capacity is estimated according to the following formula: Where α is the horizontal deformation coefficient of the pile, For soft clay, take m = 4MN / m 4 ; EI is the bending stiffness of the pile body. For reinforced concrete piles, EI = 0.85E0I0, E0 is the elastic modulus of concrete, I0 is the converted section moment of inertia of the pile body, and for circular cross-sections, I0 = W0d0 / 2; χ oa is the allowable horizontal displacement of the pile top; x is the horizontal displacement coefficient of the pile top.

7. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 1 is characterized in that: The construction process of the jacking method is: jacking is performed with a jack, a dynamometer is set on the jack, and the force of the jack is uniform during the jacking process; the jack is used to push and shift on the other side of the pile, and the square pile is pushed to reset through several strokes, so that the pile body is corrected in a predetermined direction, and the speed is controlled at 10 strokes per hour, and a high-pressure grouting pipe is used to punch holes close to the pile body, deep to the bearing layer, and the pile is initially pushed and shifted by the jack, and the rate of pushing the pile top to shift is 2-3cm / h. When 1 / 2 of the total offset is completed, stop for 30-60 minutes, keep expanding the hole with the high-pressure grouting pipe, and push the pile to reset for the second time; the verticality of the pile body is monitored in real time during the correction process, and the verticality of the pile body is measured once at the end of the correction; if there is still an axis error in the other direction, the above-mentioned jacking process is repeated in that direction, and the jacking is stopped after the verticality reaches the design allowable deviation.

8. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 7 is characterized in that: In the pulling method, a steel sheet pile support system is used as an anchor point for the hand chain hoist; before the hand chain hoist is in place, the design value of the pile top horizontal bearing capacity is determined for the pile foundation. When the horizontal pulling force is less than the pile top horizontal bearing capacity, pulling has no effect on the pile body.

9. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 1 is characterized in that: The construction process of the pulling method is as follows: a 5T hand chain hoist is used for pulling, and a force gauge is set on the hand chain hoist. The horizontal pulling force of the hand chain hoist is uniform during the pulling process; a hand chain hoist is used to pull and shift the pile on the other side of the pile, and the square pile is pulled to its original position by pulling several times, and the rate is controlled at once per hour. A high-pressure grouting pipe is used to punch holes close to the pile body, deep to the bearing layer, and the pile is initially pulled and shifted by the hand chain hoist. The rate of pulling and shifting the pile is 2-3 cm / h. When 1 / 2 of the total offset is completed, stop for 30-60 minutes, keep expanding the hole with the high-pressure grouting pipe, and pull the pile top to its original position for the second time; during the correction process, the verticality of the pile body is monitored in real time, and the verticality of the pile body is measured once at the end of the correction. The pulling is stopped after the verticality reaches the design allowable deviation to avoid damaging the original pile; if there is still an axis error in the other direction, repeat the above pulling process in that direction.

10. The composite deviation correction method for non-preloaded sea silt geological prefabricated square piles according to claim 9 is characterized in that: After the pile is corrected and tested to be qualified, it is temporarily fixed and stabilized. Then, 5-25 mm gravel and fine sand are poured symmetrically in layers around the hole on the side of the pile and compacted layer by layer. At the same time, the density test is carried out on the spot for the completed backfill layer.

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