River-adjacent pile foundation deviation rectifying and reinforcing system and construction method thereof

Abstract

The invention discloses a river-adjacent pile foundation deviation rectifying and reinforcing system and a construction method thereof. The river-adjacent pile foundation deviation rectifying and reinforcing system comprises a drilling device, a deviation rectifying device and a reinforcing structure. The drilling device comprises a sleeve with drilling teeth, a spiral drill bit and a flushing pipe with a high-pressure water nozzle, the sleeve is rotationally pressed on the outer side of the deviated pile foundation, the spiral drill bit drills holes in the periphery of the deviated pile foundation in the sleeve, and the flushing pipe is arranged in the spiral hole position; the deviation rectifying device comprises a steel casing, an air bag, an air compressor, a steel hoop, a steel wire rope, a precisely-rolled deformed steel bar, a jack and a counter-force frame. According to the river-adjacent pile foundation deviation rectifying and reinforcing system and the construction method thereof, the air bag is installed on the deviation side of the pile foundation in the steel casing, multi-point force application deviation rectifying of the deviation pile foundation is achieved, deviation rectifying displacement is large, time is short, safety is achieved, and large damage to the pile foundation body is avoided. The air bag installed at the bottom of the steel casing pile foundation in the opposite deviation direction can avoid damage caused by rigid contact between the deviation pile foundation and the steel casing.

Description

Technical Field

[0001] The present invention relates to the technical field of building construction, in particular to a riverside pile foundation deviation correction and reinforcement system and a construction method thereof. Background Art

[0002] In actual projects, pile foundations are prone to deflection due to factors such as adjacent pile loads, vehicle load compression, and soft soil rheology. Deflected pile foundations seriously impact project safety and require correction. Traditional methods for correcting pile foundation deflection typically involve jacking or pulling the pile foundation, or applying loads in the direction of the pile's deviation. Pushing or pulling with a jack is a common construction method, but the following problems exist in the method of using a jack to push or pull the pile foundation to correct the deviation: (1) The pile foundation is constrained by the soil around the pile, which requires a large correction force. The traditional technology of drilling stress dissipation holes in the correction direction has limited effect, and it is necessary to more fully remove the soil constraint stress around the pile; (2) When using the jack correction method, the traditional technology is a single-point force, and the force point of pushing and pulling is located near the top of the pile. The bending moment of the pile foundation will be concentrated on the upper part. The magnitude of the bending moment is related to the push-pull force. If the push-pull force is too small, it cannot meet the correction requirements. If the push-pull force is too large, it will easily cause the pile foundation to break; (3) After the correction force is removed, the pile foundation is easily reset due to soil rebound. In addition, the correction causes the soil around the pile to loosen, resulting in a decrease in the bearing capacity of the pile foundation. The traditional grouting reinforcement method has poor fixing effect and limited effect on the bearing capacity.

[0003] Therefore, in order to solve the problems of insufficient relief of soil restraint stress during pile foundation correction, inability to apply force at multiple points during correction, easy re-deflection after correction, and construction restrictions due to special terrain, a riverside pile foundation correction and reinforcement system and its construction method were invented. Summary of the Invention

[0004] The purpose of the present invention is to provide a riverside pile foundation correction and reinforcement system and its construction method, so as to solve the problems of the above-mentioned background technology that the pile foundation correction is insufficient to remove the soil constraint stress, the correction cannot apply force at multiple points, the deviation is easy to re-deviate after correction, and the special terrain restricts construction.

[0005] To achieve the above-mentioned object, the present invention provides the following technical solutions: a riverside pile foundation correction and reinforcement system and a construction method thereof, comprising: a drilling device, a correction device, and a reinforcement structure;

[0006] The drilling device includes a sleeve with drilling teeth, a spiral drill bit and a flushing pipe with a high-pressure water nozzle. The sleeve rotates and presses down on the outside of the offset pile foundation. The spiral drill bit drills holes around the offset pile foundation in the sleeve and forms a spiral hole position. The flushing pipe is arranged in the spiral hole position.

[0007] The deviation rectifying device comprises a steel casing, air bags, an air compressor, steel hoops, steel wires, fine-threaded steel, a jack and a counterforce frame, the steel casing is sleeved on the outside of the deviated pile foundation, air bags are installed on both sides of the inside of the steel casing, air nozzles are installed on the air bags, one air bag is located at the bottom and the other air bags are evenly distributed along the height direction of the steel casing; each air bag is connected with the air compressor through an independent air pipe, an independent valve is arranged on the air pipe, two steel hoops are installed on the outer surface of the steel casing at intervals, the steel hoops are connected with the steel wire rope connector through the steel wire rope, the steel wire rope connector is connected with the jack through the fine-threaded steel, and the jack is fixed on the counterforce frame;

[0008] The reinforcing structure comprises fluid solidified soil, geogrids, counterforce piers, a cutoff wall and a cutoff layer, the top of the pile foundation is excavated to a reverse-staircase-shaped foundation pit with a small size at the bottom and a large size at the top on the deviated side, the geogrids are arranged in the foundation pit, the fluid solidified soil is filled around the pile foundation and in the reverse-staircase-shaped foundation pit to form a pile surrounding reinforcing body and counterforce piers, the cutoff wall is located on the deviated side of the deviated pile foundation and is formed by high-pressure rotary jet piling, and the cutoff layer is arranged on the surface from the cutoff wall to the dam.

[0009] Preferably, double-row Larsen steel sheet piles are arranged on the river side of the deviated pile foundation, and two-stage slopes are arranged on the side of the dam where the load is stacked before rectification.

[0010] Preferably, the size of the air bag on the deviated side of the deviated pile foundation gradually increases with the decrease of the elevation, and the maximum pressure of the air bag is controlled to be 0.15-0.25 MPa.

[0011] Preferably, the diameter of the steel casing is 10-20 cm smaller than the sleeve diameter, and the sleeve diameter is 1.5-2 times the pile diameter.

[0012] Preferably, prefabricated pipe piles and tie beams are arranged below the counterforce frame as anchor points.

[0013] Preferably, a construction method of a river pile foundation deviation rectifying and reinforcing system comprises the following steps:

[0014] Step 1: double-row Larsen steel sheet piles are constructed on the river side to divide the river bank dam into a staircase type by graded excavation;

[0015] Step 2: a tension counterforce device is constructed, comprising prefabricated pipe piles, tie beams and a counterforce frame;

[0016] Step 3: holes are drilled around the deviated pile foundation to release the stress of the soil body: a full sleeve rotary press and a small spiral drill are used to rotate and press the sleeve into the soil body around the pile, a spiral drill bit is used to drill and remove soil, a flushing pipe with a high-pressure water nozzle is lowered to flush the soft soil around the pile to form mud, and the mud is pumped into a storage pool;

[0017] Step 4: installation of the deviation rectification device: weld the independent air pipe of the air bag to the inner wall of the steel casing, fix air bags of different sizes; hoist the steel casing to be sleeved on the deviation pile foundation, remove the sleeve; connect the air pipe to the air compressor, install a steel hoop on the exposed part of the steel casing on the ground, connect the jack to the counterforce frame through the steel wire rope, the steel wire rope coupler and the high-strength threaded steel;

[0018] Step 5: deviation rectification of the pile foundation: inflate all the air bags by the air compressor to make the air bags fully contact the deviation pile foundation; apply tension by the jack, at the same time, the air bags on the deviation side release pressure through the valve to maintain elastic contact, the air bags on the deviation side are inflated to apply pressure to slowly correct the deviation of the pile foundation, and the pressure is maintained for a period of time after the pile foundation is in place;

[0019] Step 6: reinforcement around the pile: release the pressure of the air bags, disconnect the air pipe from the air compressor, hoist and remove the steel casing, and fill the river channel with water; excavate a reverse ladder-shaped foundation pit along the deviation direction of the pile foundation, mix the stored pool mud with a curing agent to prepare flowable solidified soil, and inject the flowable solidified soil around the corrected pile foundation and the foundation pit to form a reinforcement body around the pile and a counterforce pier;

[0020] Step 7: remove the counterforce device, restore the river bank embankment, simultaneously punch a high-pressure jet grouting pile to form a cutoff wall, and utilize the pressure of the cutoff wall to offset the pressure of the embankment fill; construct an impermeable layer on the surface of the embankment to the cutoff wall; after the displacement of the pile foundation is stable, drain the river water and remove the double-row Larsen steel sheet piles.

[0021] Preferably, the air bag pressure in step S5 is loaded in stages, the single-stage pressure is 0.05 MPa, the maximum pressure is 0.15-0.25 MPa, and the deviation rectification rate is controlled to be less than 2 cm / h.

[0022] Preferably, the flowable solidified soil in step S6 is prepared by mixing the drilling mud with a curing agent, and the 28-day strength is ≥1 MPa.

[0023] Compared with the prior art, the present application has the following beneficial effects:

[0024] 1. The pile foundation deviation rectification and reinforcement is a systematic project, and the present application ingeniously utilizes the full sleeve spinning machine, the small spiral drilling machine, the steel casing with internal pushing and external pulling, the site terrain and materials to simultaneously achieve the unloading of the stress of the soil body around the pile, the multi-point force rectification of the pile body and the reinforcement after rectification to prevent repositioning. The present application does not need to develop new equipment for drilling, does not need special construction tools for multi-point force rectification, does not need additional treatment of construction waste, only needs to simply modify the steel casing by adding air bags, has low cost, is convenient to construct, and has high feasibility and application value.

[0025] 2. The river pile foundation deviation correction and reinforcement system and its construction method, by installing air bags on the inside of the steel casing on the deviation side of the pile foundation, multi-point force correction of the deviated pile foundation is achieved, the deviation correction displacement is large, the time is short, and it is also relatively safe, and will not cause great harm to the pile foundation itself. The air bags installed at the bottom of the steel casing in the opposite direction of the deviation of the pile foundation can avoid damage caused by the rigid contact between the deviated pile foundation and the steel casing. The control of the pressure of the air bag can also easily achieve precise force application by controlling the output pressure of the air compressor.

[0026] 3. The river pile foundation deviation correction and reinforcement system and its construction method, by applying tension to the steel casing through steel hoops, steel wire ropes, counterforce frames, jacks, etc., not only can the deviation correction direction be controlled not to deviate, but also can provide support for the counterforce of the air bag force application, avoiding disordered deviation of the steel casing. By drilling holes around the pile, not only can the soil stress be dissipated, the deviation correction displacement be promoted, and the deviation correction rebound be reduced, but also the space around the pile provides operation space for the application of multi-point deviation correction force.

[0027] 4. The river pile foundation deviation correction and reinforcement system and its construction method, ingeniously uses the river terrain, before the deviation correction construction, uses double-row Larsen steel sheet piles to block the seepage of river water and the influence of river water itself on the construction space, temporarily releases the water blocking effect of the river bank dam, so as to excavate and slope the dam for unloading, reducing the continuous influence of the heaped load on the deviated pile foundation. During the deviation correction construction, pumping water into the river channel, under the premise of safety, improves the soil pressure on the deviation side of the pile foundation, which is beneficial to the pile foundation correction, and compared with the traditional heaped load, the construction period is short and the cost is low. After the deviation correction construction, the river channel is pumped dry, the Larsen steel sheet piles are removed, the dam is restored, and high-pressure jet grouting piles are constructed to form a cutoff wall to offset the influence of the self-weight load of the restored dam. The impermeable layer constructed on the surface of the cutoff wall to the dam can hinder the continuous seepage of river water to the soil around the pile foundation, causing the soil strength to decrease, and then leading to the decrease of the resistance to the heaped load of the dam, and causing the pile foundation to deviate.

[0028] 5. The river pile foundation deviation correction and reinforcement system and its construction method, the mud formed by drilling holes around the pile is secondarily utilized, which is environmentally friendly and cost-effective. The mud is mixed with a solidifying agent to form a fluidized solidified soil, which is self-compacting, high-strength and low-cost. Pumping the fluidized solidified soil into the space around the pile and the counterforce pier pit with geogrids to form a solidified body can effectively prevent the deviated pile foundation from deviating again. BRIEF DESCRIPTION OF DRAWINGS

[0029] Figure 1 It is a side view of the river pile foundation deviation correction system of the present application;

[0030] Figure 2 It is a top view of the river pile foundation deviation correction system of the present application;

[0031] Figure 3 It is a side view of the steel casing and its internal structure of the present application;

[0032] Figure 4The top view of the steel casing and its internal structure of the present application;

[0033] Figure 5 The schematic diagram of the pile foundation deviation correction reinforcement system of the present application;

[0034] Figure 6 The side view of the soil stress release of the present application;

[0035] Figure 7 The top view of the soil stress release of the present application.

[0036] In the figure: 1, deviation pile foundation; 101, pile foundation correction; 2, two-stage slope; 3, double-row Larsen steel sheet pile; 4, prefabricated pipe pile; 401, tie beam; 5, precision threaded steel; 6, tension jack; 7, counterforce frame; 8, wire rope coupler; 9, steel wire rope; 10, steel casing; 11, steel hoop; 12, pile foundation hole; 13, air compressor; 14, air pipe; 15, valve I; 1501, valve II; 16, soft soil; 17, river water; 18, air bag; 1801, air cock; 19, dam; 20, impervious wall; 21, impervious layer; 22, counterforce pier; 23, geogrid; 24, flow solidified soil; 25, sleeve; 26, drill bit; 27, flushing pipe; 28, high-pressure water nozzle; 29, spiral drill bit; 30, spiral hole. DETAILED DESCRIPTION

[0037] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.

[0038] Embodiment one: please refer to Figures 1-7 The present application provides a technical solution: a river-side pile foundation deviation correction reinforcement system and its construction method, comprising: a drilling device, a deviation correction device, and a reinforcement structure.

[0039] The drilling device comprises a sleeve 25 with a drill bit 26, a spiral drill bit 29, and a flushing pipe 27 with a high-pressure water nozzle 28. The sleeve 25 is rotated and pressed downward on the outer side of the deviation pile foundation 1. The deviation pile foundation 1 has double-row Larsen steel sheet piles 3 on the river side. The two-stage slope 2 is arranged on the load side of the dam 19 before correction. The spiral drill bit 29 drills holes around the deviation pile foundation 1 in the sleeve 25 and forms spiral holes 30. The flushing pipe 27 is arranged in the spiral holes 30.

[0040] The deviation rectification device comprises a steel casing 10, an air bag 18, an air compressor 13, a steel hoop 11, a steel wire rope 9, a fine-threaded steel 5, a jack and a counterforce frame 7, the steel casing 10 is sleeved outside the deviated pile foundation 1, the diameter of the steel casing 10 is 10-20 cm smaller than the diameter of the sleeve 25, the diameter of the sleeve 25 is 1.5-2 times the diameter of the pile, air bags 18 are mounted on both sides of the inside of the sleeve 25, the air bags 18 are provided with air nozzles 1801, one side of the air bags 18 is located at the bottom, and the other side of the air bags 18 is uniformly distributed with 3-4 air bags 18 along the height direction of the steel casing 10; each air bag 18 is connected with the air compressor 13 through an independent air pipe 14, the air pipe 14 is provided with an independent valve, two steel hoops 11 are mounted on the outer surface of the steel casing 10 at intervals, the steel hoops 11 are connected with the steel wire rope coupler 8 through the steel wire rope 9, the steel wire rope coupler 8 is connected with the jack through the fine-threaded steel 5, the jack is fixed on the counterforce frame 7, and the precast pipe pile 4 and the tie beam 401 are arranged below the counterforce frame 7 as anchor points.

[0041] The reinforcing structure comprises fluidized solidified soil 24, geogrid 23, counterforce pier 22, anti-seepage wall 20 and anti-seepage layer 21, the top of the rectified pile foundation 101 is excavated into a reverse ladder-shaped foundation pit with a small size at the bottom and a large size at the top on the original deviated side, the geogrid 23 is arranged in the foundation pit, the fluidized solidified soil 24 is filled around the rectified pile foundation 101 and in the reverse ladder-shaped foundation pit, thereby forming a pile surrounding reinforcing body and the counterforce pier 22, the anti-seepage wall 20 is located on the deviated side of the deviated pile foundation 1 and is formed by high-pressure rotary jet grouting piles, and the anti-seepage layer 21 is arranged on the surface from the anti-seepage wall 20 to the dam 19.

[0042] Embodiment two: a construction method of a river-side pile foundation deviation rectification and reinforcement system, comprising the following steps:

[0043] Step 1: double-row Larsen steel sheet piles 3 are constructed on the river side, and the riverbank dam 19 is excavated into a ladder type in stages.

[0044] Specifically, first, the Larsen steel sheet pile is lifted by a hoist, is inserted into the soil according to the position of the laid line, is then set into the predetermined position by using a pile driver, and is exposed on the ground by 2-3 m at the top, and then the above operation is repeated to ensure that the locks are connected with each other. After the Larsen steel sheet pile is set, water-stopping materials are filled in the lock joint, soft soil 16 is filled between the Larsen steel sheet piles above the ground to enhance the lateral stiffness, and finally the double-row Larsen steel sheet piles 3 are formed. After the double-row Larsen steel sheet piles 3 are constructed, the excavator is used to excavate in two stages.

[0045] Step 2: a tension counterforce device is constructed, comprising a precast pipe pile 4, a tie beam 401 and a counterforce frame 7.

[0046] Specifically, a row of prefabricated pipe piles 4 is first constructed in the offset direction of the pile foundation. The pile position is laid out, a pile tip is installed at the end of the prefabricated pipe pile 4, a pile cap is installed at the top, the prefabricated pipe pile 4 is lifted and pile driving is performed using a pile hammer, and after the prefabricated pipe pile 4 is constructed, the top of the pile is connected by cast-in-place, which is regarded as a tie beam 401. Then, a reaction frame 7 is constructed, a L-shaped steel plate with inclined ribs is welded to the bottom of the I-beam wing plate, and then placed on the tie beam 401, and the L-shaped steel plate with inclined ribs is connected to the tie beam 401 by drilling holes and installing chemical bolts.

[0047] Step 3: Drilling holes around the offset pile foundation 1 and forming a pile foundation hole 12 to release the stress of the soil body: a full sleeve spinning machine and a small spiral drill are used to spin and press the sleeve 25 into the soil around the pile, a spiral drill bit 29 is used to drill and remove soil, a flushing pipe 27 with a high-pressure water nozzle 28 is lowered to flush the soft soil 16 around the pile to form mud, which is pumped into a storage tank;

[0048] Step 4: Install the deviation correction device: weld the independent air pipe 14 of the air bag 18 to the inner wall of the steel casing 10, fix air bags 18 of different sizes; hoist the steel casing 10 to be sleeved on the offset pile foundation 1, remove the sleeve 25; connect the air pipe 14 to the air compressor 13, install the steel hoop 11 on the exposed part of the steel casing 10, connect the jack to the reaction frame 7 through the steel wire rope 9, steel wire rope coupler 8, and high-strength threaded steel 5;

[0049] Step 5: Pile foundation deviation correction: the air compressor 13 inflates all the air bags 18, so that the air bags 18 are in full contact with the offset pile foundation 1; the jack applies tension, while the air bags 18 on the offset side release pressure through the valve to maintain elastic contact, the air bags 18 on the offset side are inflated to apply pressure to slowly correct the pile foundation, and after the pile foundation is in place, the pressure is maintained for a period of time, the air bag pressure is loaded in stages, the single-stage pressure is 0.05 MPa, the maximum pressure is 0.15-0.25 MPa, and the correction rate is controlled to be less than 2 cm / h;

[0050] Specifically, according to the geological conditions, pile foundation design, etc., the parameters of the pile foundation deviation correction jack tension and air bag 18 pressure are determined by numerical simulation and safety calculation before the pile foundation deviation correction.

[0051] Specifically, the jack tension is controlled at 50 kN to control the offset direction of the steel casing 10. The air bag 18 applies pressure in stages, with a maximum single-pile control pressure of 0.15-0.25 MPa, and displacement and pressure are used for double control. To ensure that the pile body is not subjected to excessive lateral soil pressure during correction, the single-stage loading control pressure is 0.05 MPa, and when the loading reaches 0.15 MPa, each stage is held for one hour, the loading is continued until the pile column is displaced, the pressure is maintained, and the maximum correction rate is controlled to be less than 2 cm / h. During the correction process, the pile position is continuously observed by a total station instrument at a frequency of every half hour, if no displacement occurs within 2 hours under the current load, the next stage of pressure is applied, and the pile foundation offset amount meets the specification requirements.

[0052] Specifically, the pile foundation needs to be kept in the state of holding load for 3-7 days after the deviation is corrected, and then the residual traction force is slowly released, and the displacement of the pile foundation is observed throughout the process. When the rebound displacement of the pile foundation is greater than 2 cm, the pressure of the air bag 18 should be temporarily suspended, and the pile foundation should be reloaded and reset until the residual pressure is released and the deviation of the center position of the pile foundation meets the specification and design requirements.

[0053] Step 6: Pile reinforcement: release the air bag 18 pressure, remove the air pipe 14 and the air compressor 13 connection, hoist and remove the steel casing 10, fill the river with water; excavate the reverse ladder-shaped foundation pit in the opposite direction of the pile foundation deviation, mix the stored pool mud with the curing agent to prepare the fluid solidified soil 24, the fluid solidified soil 24 is prepared by drilling mud and curing agent, and the 28-day unconfined compressive strength is ≥1MPa, and the reverse pile foundation 101 is injected around the reverse pile foundation 101 and the foundation pit to form a pile reinforcement and a counterforce pier 22;

[0054] Step 7: Remove the counterforce device, restore the river bank dam 19, simultaneously set up high-pressure rotary jet piles to form a cutoff wall 20, and use the pressure to offset the embankment 19 earth pressure; construct a seepage control layer 21 on the surface of the embankment 19 to the cutoff wall 20; after monitoring the displacement stability of the pile foundation, drain the river water 17, and remove the double-row Larsen steel sheet pile 3.

[0055] Specifically, according to the geological conditions, pile foundation design, etc., after the pile foundation is corrected, the embankment 19 is restored, the high-pressure rotary jet pile construction process is simulated by numerical simulation, so as to determine the rotary jet pressure, the embankment 19 load weight and the construction scheme, and the pile foundation displacement internal force condition, to ensure that the reverse pile foundation 101 cannot have a large deviation and the safety is controllable.

[0056] Example three based on the above example two, the deviation pile foundation 1 is selected to have a diameter of 1.5m, a depth of 55m, and a deviation of 30cm to the river side; the Larsen steel sheet pile has a depth of 12m; the prefabricated pipe pile 4 has a diameter of 40cm and a depth of 15m; the I-beam of the counterforce frame 7 is 20#b; the L-shaped steel plate with inclined ribs has a thickness of 3mm, a long side of 15cm, and a short side of 10cm; the tie beam 401 has a size of 60cm×40cm; the concrete strength is registered as C30; the high-strength deformed steel bar 5 has a diameter of 25mm; the steel wire rope 9 has a diameter of 24mm; the tension jack 6 is a 20t level; the steel casing 10 and the sleeve 25 have a depth of 10m; the air bag 18 is high-pressure resistant and has a ring shape, and the contact area with the deviation pile foundation 1 is ≥0.5m 2 ; the 28-day unconfined compressive strength of the prepared fluid solidified soil 24 is ≥1MPa; the geogrid 23 is made of glass fiber and has a thickness of 2mm; the counterforce pier 22 is two steps, the bottom step has a size of: 1m×1.5m×0.6m, and each additional step increases the length by 0.5m, and the rest remains unchanged; the cutoff wall 20 has a thickness of 45cm; the high-pressure rotary jet pressure is controlled within 25MPa.

[0057] While embodiments of the application have been shown and described, it is to be understood that the embodiments described are merely exemplary of the principles and application of the present application. Numerous modifications and adaptions can be effected without departing from the spirit and scope of the present application, which is not limited to the exact construction and arrangement described. It is intended, therefore, to cover all modifications and adaptions that fall within the scope of the claims and their equivalents.

Claims

1. A pile foundation deviation rectification and reinforcement system for a river bank, characterized in that, The application relates to a drilling device, a deviation rectifying device and a reinforcing structure. The drilling device comprises a sleeve (25) provided with drill teeth (26), a rotary drilling machine drill bit (29) and a flushing pipe (27) provided with a high-pressure water nozzle (28), the sleeve (25) is pressed downward and rotated outside the deviated pile foundation (1), the spiral drill bit (29) drills a hole around the deviated pile foundation (1) in the sleeve (25) and forms a spiral hole (30), and the flushing pipe (27) is arranged in the spiral hole (30). The deviation rectifying device comprises a steel casing (10), air bags (18), an air compressor (13), steel hoops (11), steel wire ropes (9), fine-threaded steel (5), a jack and a counterforce frame (7), the steel casing (10) is arranged outside the deviated pile foundation (1), air bags (18) are arranged on the two sides of the inside of the steel casing (10), air nozzles (1801) are arranged on the air bags (18), one air bag (18) is arranged at the bottom, and 3-4 air bags (18) are uniformly distributed along the height direction of the steel casing (10) on the other side; each air bag (18) is connected with the air compressor (13) through an independent air pipe (14), the air pipe (14) is provided with an independent valve, two steel hoops (11) are arranged on the outer surface of the steel casing (10) at intervals, the steel hoops (11) are connected with a steel wire rope coupler (8) through the steel wire ropes (9), the steel wire rope coupler (8) is connected with the jack through the fine-threaded steel (5), and the jack is fixed on the counterforce frame (7). The reinforcing structure comprises fluid solidified soil (24), geogrids (23), counterforce piers (22), a seepage-proof wall (20) and a seepage-proof layer (21), the top of the returned pile foundation (101) is excavated into an inverted ladder-shaped foundation pit with a small bottom and a large top on the deviated side, the geogrids (23) are arranged in the foundation pit, the fluid solidified soil (24) is filled around the returned pile foundation (101) and in the inverted ladder-shaped foundation pit, a pile surrounding reinforcing body and the counterforce piers (22) are formed, the seepage-proof wall (20) is arranged on the deviated side of the deviated pile foundation (1) and is formed by high-pressure rotary jet grouting piles, and the seepage-proof layer (21) is arranged on the surface from the seepage-proof wall (20) to the dam (19). Double-row Larsen steel sheet piles (3) are arranged on the river side of the deviated pile foundation (1), and two-stage ramps (2) are arranged on the load side of the dam (19) before deviation rectification.

2. The pile foundation deviation correction and reinforcement system near a river according to claim 1, characterized in that: The size of the air bags (18) on the deviated side of the deviated pile foundation (1) gradually increases with the decrease of the elevation, and the maximum pressure of the air bags (18) is controlled to be 0.15-0.25 MPa.

3. The pile foundation deviation correction and reinforcement system near a river according to claim 1, characterized in that: The diameter of the steel casing (10) is 10-20 cm smaller than the diameter of the sleeve (25), and the diameter of the sleeve (25) is 1.5-2 times the diameter of the pile.

4. The pile foundation deviation correction and reinforcement system near a river according to claim 1, characterized in that: The precast pipe pile (4) and the tie beam (401) are arranged below the counterforce frame (7) as anchor points.

5. The pile foundation deviation correction and reinforcement system near a river according to claim 1, characterized in that: The application further discloses a deviation rectifying method comprising the following steps.

6. A construction method of a river pile foundation deviation correction reinforcement system, characterized in that, Step 1: double-row Larsen steel sheet piles (3) are constructed on the river side, and the river bank dam (19) is excavated into a ladder-shaped form; Step 2: a tension counterforce device is constructed, which comprises a precast pipe pile (4), a tie beam (401) and a counterforce frame (7). ​ Step 3: Drilling and forming pile hole (12) around the offset pile (1) to release soil stress, using full sleeve spinning machine and small spiral drill, spinning sleeve (25) into the soil around the pile, using spiral drill bit (29) to drill and remove soil, washing pipe (27) with high pressure water nozzle (28) to wash the soft soil (16) around the pile to form mud, and pumping into the storage pool; Step 4: Installing deviation correction device: welding independent air pipe (14) of air bag (18) to inner wall of steel casing (10), fixing air bags (18) of different sizes; hoisting steel casing (10) to set around the offset pile (1), removing sleeve (25); connecting air pipe (14) with air compressor (13), installing hoop (11) on the exposed part of steel casing (10), connecting jack with counterforce frame (7) through steel wire rope (9), steel wire rope coupler (8) and high strength threaded steel (5); Step 5: Pile deviation correction: air compressor (13) inflates all air bags (18) to make them fully contact with offset pile (1); jack applies tension, while air bags (18) on the opposite side of pile deviation release pressure through valve to maintain elastic contact, air bags (18) on the opposite side of pile deviation are inflated to apply pressure to make pile slowly return to normal, and pressure is maintained for a period of time after returning to normal position; Step 6: Pile reinforcement: releasing air bag (18) pressure, disconnecting air pipe (14) from air compressor (13), hoisting and removing steel casing (10), and filling river with water; excavating inverted ladder-shaped foundation pit along the opposite direction of pile deviation, mixing storage pool mud with curing agent to prepare flowable solidified soil (24), and injecting it around the returned pile (101) and foundation pit to form pile reinforcement and counterforce pier (22); Step 7: Removing counterforce device, restoring river bank embankment (19), simultaneously setting high pressure jet grouting pile to form cutoff wall (20), using its pressure to offset the pressure of embankment (19) earth; constructing impermeable layer (21) on the surface of embankment (19) to cutoff wall (20); after monitoring that the displacement of pile is stable, pumping out river water (17) and removing double-row Larsen steel sheet pile (3).

7. The construction method of a river pile foundation deviation correction and reinforcement system according to claim 6, characterized in that: The air bag pressure in step S5 is loaded in stages, with single-stage pressure of 0.05 MPa and maximum pressure of 0.15-0.25 MPa, and the deviation correction rate is controlled within 2 cm / h.

8. The construction method of a river pile foundation deviation correction and reinforcement system according to claim 6, characterized in that: The flowable solidified soil (24) in step S6 is prepared by mixing drilling mud with curing agent, with 28-day strength ≥1 MPa.

Images