Bridge abutment deviation rectification and reinforcement structure and its construction method

Abstract

The present invention relates to the technical field of building rectification, and particularly relates to a rectification and reinforcement structure for abutments and its construction method. The rectification and reinforcement structure for abutments includes prestressed anchor cables, which are arranged in multiple rows along the length direction of the abutment and the retaining wall and inclined towards the side opposite to the inclination of the abutment for reinforcing the abutment and the retaining wall; reinforcing anchor cables, which are horizontally arranged through the abutment body along the length direction of the top of the retaining wall in at least one row for preventing the abutment body from tilting towards the back of the abutment; force transfer rods, which penetrate the retaining wall and are respectively in contact with the abutment body, the bearing platform and the piles under the bearing platform, and at least one row of force transfer rods is arranged along the length direction of the retaining wall; a jacking device, which is arranged at the exposed end of the force transfer rod located in the retaining wall for applying pressure to the force transfer rod. In the present invention, the abutment and the retaining wall are reinforced by prestressed anchor cables on the side opposite to the inclination of the abutment; force transfer rods are constructed between the retaining wall and the abutment, and the jacking device is used to provide a reaction force to the force transfer rod to apply a load to jack the abutment back to its inclined position.

Description

Technical Field

[0001] The present invention relates to the technical field of building rectification, and particularly relates to a rectification and reinforcement structure for abutments and a construction method thereof. Background Art

[0002] An abutment is a building located at both ends of a bridge, which supports the upper structure of the bridge and is connected to the embankment. Its functions include not only transferring the load of the upper structure of the bridge to the foundation, but also resisting the filling pressure behind the abutment, stabilizing the subgrade at the bridgehead, and enabling the reliable and smooth connection of the line at the bridgehead and the line on the bridge.

[0003] At present, reinforced concrete ribbed slab abutments are mostly used at both ends of viaduct roads. This type of abutment uses a pile foundation of a pile cap, and all the pile foundations use bored cast-in-place pile foundations; the abutment uses a conical slope and a gravity retaining wall for soil retaining protection. During the construction, reconstruction or use of bridges at the bridgeheads passing through valleys and rivers, affected by human factors, natural disasters and other factors, due to reasons such as rapid backfilling of soil, soil filling quality problems, and mistakes in rock and soil retaining, uneven settlement or inclination of the abutment and other situations occur. After the soil backfilling behind the abutment reaches the abutment cap, there is an obvious displacement in the longitudinal direction of the abutment cap and the bearing. Treatment is required. If the treatment is improper, it is necessary to demolish and rebuild, wasting resources and funds and delaying the construction period. Therefore, rectification and reinforcement technologies need to be adopted for treatment.

[0004] The rectification and reinforcement technologies adopted in the prior art are as follows: By deeply excavating the soil behind the abutment, in front of the abutment, and inside the retaining wall to below the elevation of the pile cap of the abutment, a reaction wall or a ground beam is set, and a jack is used to jack back the pile foundation of the pile cap, or a cable anchor embedded in the soil behind the abutment is used to push and pull the pile foundation of the pile cap to make the abutment tilt back and be righted. This kind of deep excavation forms a deep foundation pit, and the stability of the surrounding slopes of the deep foundation pit must be considered. Especially, the slope on the back side of the abutment is extremely easy to collapse towards the deep excavation, so temporary support for the deep foundation pit must be carried out, and the amount of excavated soil is large; in addition, after deeply excavating the soil behind the abutment and in front of the abutment, without demolishing the superstructure of the bridge on the abutment, without taking measures to prevent the abutment from overturning and limiting the protection towards the back of the abutment, the abutment has a risk of overturning towards the back of the abutment, and the superstructure of the bridge has a risk of falling. It is not safe for personnel and equipment to construct the reaction wall or the ground beam in front of the abutment and use the jack to jack back and the cable to push and pull; moreover, after the rectification construction, the requirements for backfilling treatment behind the abutment and in front of the abutment are high, and it is easy for the abutment to still have a certain displacement and inclination. It is difficult to remedy if the backfilling does not meet the design requirements.

[0005] Therefore, how to carry out forced settlement rectification and reinforcement on the whole abutment without removing the superstructure of the bridge on the abutment, without affecting the structural safety of the abutment, and efficiently is a technical problem that urgently needs to be solved in this field. Summary of the Invention

[0006] The present invention aims to solve the technical problems existing in the prior art. For this purpose, the present invention provides a structure for rectifying and strengthening abutments and its construction method, which is applicable to rectifying abutments built within retaining walls without the need for demolition and reconstruction. It has a fast overall forced settlement rectification effect, small rectification workload, short cycle, does not disturb residents, has no impact on the surrounding environment, does not affect the structural safety of the abutment, is flexible and convenient to operate, and saves construction period and cost.

[0007] The technical solution adopted by the present invention to solve its technical problems is as follows:

[0008] Provide a structure for rectifying and strengthening abutments, including prestressed anchor cables, which are arranged in multiple rows along the length direction of the abutment and the retaining wall and inclined to the opposite side of the abutment for strengthening the abutment and the retaining wall; strengthening anchor cables, which are horizontally arranged through the abutment body along the length direction of the top of the retaining wall for at least one row to prevent the abutment body from tilting towards the back of the abutment; load transfer rods, which penetrate the retaining wall and are respectively in contact with the abutment body, the bearing platform, and the piles under the bearing platform. The load transfer rods are arranged in at least one row along the length direction of the retaining wall; a jacking device, which is arranged at the exposed end of the load transfer rod located in the retaining wall for applying pressure to the load transfer rod.

[0009] In a preferred embodiment of the structure for rectifying and strengthening abutments provided by the present invention, the outer periphery of the load transfer rod between the abutment and the retaining wall is coated with a grouting body, which is made by high-pressure rotary jet grouting material from the inside to the outside through the load transfer holes in the retaining wall to the concrete wall. The load transfer rod penetrates the grouting body and exposes outside the retaining wall; both the end of the grouting body close to the retaining wall and the end close to the abutment are rotary jet into enlarged bodies.

[0010] In a preferred embodiment of the structure for rectifying and strengthening abutments provided by the present invention, the load transfer rod is a high-strength self-compacting casting material steel pipe composite body or a high-performance cement composite mortar steel pipe composite body or a thick cement slurry steel pipe composite body with a cement strength not less than 42.5, including a first load transfer rod that is vertically in contact with the inclined surface of the abutment body, a second load transfer rod that is horizontally in contact with the side surface of the bearing platform, a third load transfer rod that is horizontally in contact with the side surface of the cross beam of the bearing platform, a fourth load transfer rod that is horizontally in contact with the pile surface of the pile under the front bearing platform, and a fifth load transfer rod that is horizontally in contact with both sides of the pile under the rear bearing platform at a set incident angle.

[0011] In a preferred embodiment of the structure for rectifying and strengthening abutments provided by the present invention, the jacking device includes a tensile anchor cable, a reaction beam, a stress gauge, and a pressure application device. The reaction beam abuts against and installs the stress gauge at the exposed end of the load transfer rod. A plurality of the tensile anchor cables are evenly distributed around the load transfer rod, one end of which penetrates the retaining wall and is anchored in the grouting body, and the other end penetrates the reaction beam and is connected to the pressure application device. The pressure application device is arranged on the reaction beam.

[0012] In a preferred embodiment of the abutment rectification and reinforcement structure provided by the present invention, the pressure application device includes a steel backing plate, a stress gauge, a steel backing plate, a non-slip anchor, a steel gasket, a locking clip anchor, a steel top plate, a jack, and a tool anchor that are sequentially sleeved on the anchor cable.

[0013] In a preferred embodiment of the abutment rectification and reinforcement structure provided by the present invention, the pressure application device is also provided on the prestressed anchor cable and the reinforcement anchor cable, where:

[0014] One end of multiple prestressed anchor cables is anchored in the soil body of the abutment back, and the other ends are respectively locked through the pressure application device to the anchor cable cross beam connected to the abutment body by planting steel bars and the lattice beam on the retaining wall wall surface;

[0015] One end of the reinforcement anchor cable is locked to the cross beam connected to the back of the abutment body by planting steel bars through a locking clip anchor and a steel backing plate, and the other end is fixed to the cross beam on the retaining wall wall surface through the pressure application device.

[0016] In a preferred embodiment of the abutment rectification and reinforcement structure provided by the present invention, it further includes rectification holes, and at least one row is provided along the length direction of the abutment and on the side opposite to the inclination of the abutment. The rectification holes are inclined towards the inclined side of the abutment. In the rectification holes, high-pressure spraying machinery is used to align the direction of the rectification holes, and the soil body is cut by high-pressure jetting of gas and water, and then high-pressure jetting of cement slurry is used for reinforcement.

[0017] A construction method for the abutment rectification and reinforcement structure is also provided. The abutment rectification and reinforcement structure described in the above embodiment is constructed according to the following steps:

[0018] S1. On the side opposite to the inclination of the abutment, unload part of the soil body on the abutment back side and part of the soil body at the top between the abutment back and the retaining wall to reduce the pressure on the abutment back side and the retaining wall back side;

[0019] S2. Build operation platforms on the retaining wall wall surface and the current slope top of the retaining wall back. Layout multiple rows of lattice beams on the retaining wall wall surface and anchor cable cross beams connected to the abutment body by planting steel bars along the length directions of the retaining wall and the abutment respectively. And layout multiple rows of prestressed anchor cables on the lattice beams and the anchor cable cross beams on the side opposite to the inclination of the abutment to reinforce the abutment and the retaining wall. Each prestressed anchor cable is constructed by staggering in sequence. The pressure application device is provided on the anchor cable cross beam of the prestressed anchor cable, and the prestressed anchor cable is locked according to the designed prestress;

[0020] S3. Drill multiple horizontally penetrating reinforcement anchor cables with multiple steel strands in the upper part of the retaining wall surface for the abutment body of the bridge approach platform. One end of the reinforcement anchor cable is locked to the cross beam connected to the back of the abutment body by means of a clip anchor through a steel backing plate and is connected to the cross beam on the retaining wall surface through a pressing device. The reinforcement anchor cable does not apply prestress when the retaining wall is not tilted and serves as a limit protection device to prevent the abutment from toppling towards the back of the abutment. The reinforcement anchor cable is locked according to the rectification process. When the retaining wall is also tilted, prestress is applied during the rectification of the abutment and the retaining wall. According to the tilting states of the abutment and the retaining wall, the abutment and the retaining wall are coordinated to be pushed upright to meet the specifications and design requirements.

[0021] S4. Provide at least one row of force transmission holes on the retaining wall surface. The drilling is positioned and incident at the designed angle. After the down-the-hole hammer drills through the retaining wall, use a drill bit with a nozzle to drill to the abutment body, the bearing platform, the cross beam of the bearing platform, the piles under the front bearing platform, and the piles under the rear bearing platform respectively. From the inside to the outside, high-pressure rotary jet grouting is carried out to form a rotary jet grouting body on the back of the concrete wall. The ends of the grouting body close to the retaining wall and the ends close to the abutment must be reciprocated with high-pressure rotary jet grouting to form rotary jet enlarged bodies. After the grouting body begins to set, the remaining slurry in the hole of the retaining wall section is cleaned in time with high pressure.

[0022] S5. Symmetrically drill at least two anchor cable holes parallel to the force transmission holes around the grouting body on the retaining wall. After the grouting body reaches a certain strength, enter the grouting body from the anchor cable holes, control the pressure to carry out rotary jet water cutting of the grouting body to form an enlarged head cavity. After washing the hole clean with water, use air impact to return the accumulated water and slag in the hole.

[0023] S6. Place the tensile anchor cable with multiple steel strands and an anchor with multiple clip pieces at the end of the steel strands at the bottom of the anchor cable hole. Put a non-clip anchor over the steel strands, push the non-clip anchor through the retaining wall with a rod while tightening the steel strands at the same time, so that the tensile anchor cable forms a divergent shape at the bottom of the hole. Sleeve a corrugated pipe with a tightening sleeve at the front end and filled with grease over the steel strands and fix the tail end. Install a diversion trough higher than the cutting height in the hole at the hole opening. Pour high-strength self-compacting castable into the hole through a conduit inserted to the bottom, and slowly and reciprocally pull out the conduit until the grouting material overflows the diversion trough. The grouting material fills the anchor cable hole to form the anchoring end of the tensile anchor cable.

[0024] S7. Redrill the force transmission holes to the abutment body, the bearing platform, the cross beam of the bearing platform, and the piles under the bearing platform. Clean the hole, install a thick-walled steel pipe for free section treatment in the retaining wall section and the reciprocally rotary jet range section on the back side of the wall. Pour high-strength self-compacting castable or high-performance cement composite mortar or thick cement slurry with a cement strength not less than 42.5 into the non-free section and the steel pipe through a conduit until it is filled. Embed or drill a round steel bar in the center of the thick-walled steel pipe to form a force transmission rod. Among them: reserve a grouting pipe in the free section, and the grouting pipe will be filled with thick slurry and sealed after rectification and straightening.

[0025] S8. Install a circular steel backing plate made of round steel bars with a diameter not greater than the outer diameter of the steel bars outside the load transfer bar. Install a stress gauge on the circular steel backing plate and align the stress gauge with the load transfer bar. Then, use the tensile anchor cable and the pressure application device to push the reaction crossbeam against the stress gauge, and apply the designed pressure using the pressure application device.

[0026] S9. On the side opposite to the inclination of the abutment, set at least one row of rectification holes and use high-pressure jetting of air and water to cut the soil mass.

[0027] S10. On the abutment capping beam, set at least one jack between each support to lift the bridge span structure. Install multiple horizontally arranged round steel bars that can roll on the supports to reduce the friction between the supports and the bridge span structure.

[0028] S11. During and after the pressure application process of the abutment body, the foundation platform, and the piles under the foundation platform, closely monitor the displacement of the abutment and the retaining wall and the readings of each stress gauge, and dynamically adjust the prestress application of the prestressed anchor cable, the reinforcement anchor cable, and the tensile anchor cable based on the monitoring data.

[0029] S12. Wait until the abutment is rectified and righted to meet the specifications and design requirements. Use high-pressure jetting of cement slurry to reinforce the rectification holes. After grouting and reinforcement treatment of the soil mass behind the concrete retaining wall, construct and restore to the designed road surface and slope according to the design requirements. During the construction process, prestress and lock the prestressed anchor cables along the length of the abutment according to the design. Formwork and pour high-strength self-compacting castable or concrete to seal the anchor heads of the anchor cables.

[0030] S13. Pressurize and lock the prestressed anchor cable, the reinforcement anchor cable, and the tensile anchor cable according to the design prestress. Formwork and pour concrete to protect the steel of the crossbeam and the anchor heads of the anchor cables.

[0031] S14. Set at least one jack between the supports to lift the bridge span structure again. After removing the round steel bars, restore the bridge span structure to the supports.

[0032] Preferably, the pressure application method of the pressure application device is as follows:

[0033] ① Lock the tool anchor outside the jack.

[0034] ② Pre-tension and lock the wedge-shaped anchor.

[0035] ③ Apply the designed pressure through the jack and add steel shims between the non-wedge-shaped anchor and the wedge-shaped anchor.

[0036] ④ Release the pressure of the jack.

[0037] ⑤ When the applied pressure increases step by step according to the design, repeat ①, ③, and ④ until the abutment and the retaining wall are pushed and righted under the action of the prestress provided by the pressure application device.

[0038] Preferably, during the construction of step S4: first construct the force transmission holes facing the abutment body, the pedestal, the pedestal beam, and the piles under the front pedestal, and then construct the force transmission holes under the piles under the rear pedestal, and the force transmission holes are constructed in sequence and at intervals; during and after the rotary grouting, the stress changes of the strain gauges on the prestressed anchor cables and the reinforcement anchor cables should be closely monitored, and the displacement monitoring of the abutments and retaining walls should be strengthened, and the prestress of the reinforcement anchor cables should be adjusted at any time to ensure the safety of the abutments and retaining walls.

[0039] Compared with the prior art, the present invention has the following beneficial effects:

[0040] 1. The present invention reinforces the abutment and the retaining wall by multiple rows of prestressed anchor cables on the opposite side of the abutment inclination, and at the same time utilizes the retaining wall and the reinforced anchor cables, and adjusts the prestress of the reinforced anchor cables before correcting and returning to the correct position, so that the abutment inclination is not subject to the resistance of the retaining wall, and the abutment ribs are protected from overturning, and then the soil stiffness around the steel pipe of the back section of the retaining wall is increased by applying a rotary jet grouting body on the back side of the retaining wall, and the tensile anchor cables of the jacking device are anchored in the grouting body, and then a force transfer rod penetrating the grouting body is applied (the force transfer rod can enhance the bending resistance of the pipe itself in the grouting body), and a reverse thrust beam and a pressure device are used to provide a reaction force to apply a load to the force transfer rod to push the abutment and its foundation, and an inclined correction hole is arranged on the opposite side of the abutment inclination, and the soil pressure can be reduced by using a high-pressure gas and water punching technology, so that the resistance to the back tilt of the abutment foundation is reduced; a transverse round steel bar is added between the span structure and the support, and the friction resistance between the span structure and the support during the back tilting process is reduced. The present invention monitors the displacement of the abutment and the retaining wall and the stress of each anchor cable, and timely adjusts the prestressing pressure of each anchor cable and the construction parameters of the correction hole to correct the inclination of the abutment. During the correction process, the technical parameters of the correction hole construction and the prestressed loading of the anchor cable are accurately adjusted according to the changes in stress value and displacement. The construction is accurate, simple, efficient, easy, and has a short cycle, and does not affect the safety of the abutment structure. It is suitable for the correction of abutments built on slope retaining walls, and the entire correction process does not require dismantling and reconstruction. The overall forced landing correction effect is fast, the correction workload is small, and it does not disturb people or affect the surrounding environment.

[0041] Second, the pressure-applying device is provided with a steel top plate that is tensioned and pushed by a through-type jack. A steel gasket can be added between the clipless anchor and the locking clip anchor between the steel pad and the steel top plate to relieve pressure. Compared with locking the working clip by hammering, it can reduce the stress loss after unloading the jack by about 20%-30%, and avoid the risk of stress loss caused by repeated knocking of the working clip and wear of the steel strand, as well as the risk of failure of the locking of the working clip. BRIEF DESCRIPTION OF THE DRAWINGS

[0042] To more clearly illustrate the technical solutions in the embodiments of the present invention, the following will briefly introduce the accompanying drawings required for the description of the embodiments. Obviously, the accompanying drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other accompanying drawings can be obtained based on these drawings, where:

[0043] Figure 1 is a side view of the abutment rectification and reinforcement structure provided by the present invention;

[0044] Figure 2 is Figure 1 a top view of the abutment rectification and reinforcement structure provided;

[0045] Figure 3 is Figure 2 an installation structure diagram of the reinforcement anchor cable provided;

[0046] Figure 4 is Figure 2 an anchoring schematic diagram of the jacking device provided;

[0047] Figure 5 is Figure 2 a connection top view structure diagram of the force transfer rod and the jacking device located at the abutment body, the bearing platform, the bearing platform cross beam, and the piles under the front bearing platform;

[0048] Figure 6 is Figure 2 a connection structure top view of the force transfer rod and the jacking device located at the piles under the rear bearing platform;

[0049] Figure 7 is Figure 1 a locking end structure diagram of the prestressed anchor rod provided;

[0050] Figure 8 is Figure 1 an installation structure diagram of the round steel bar at the support and the bridge span structure provided. Detailed implementation manners

[0051] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, rather than all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present invention.

[0052] Embodiment 1

[0053] Please refer to the attached drawings of the specification Figures 1 to 7 , this embodiment provides an abutment rectification and reinforcement structure, including:

[0054] The prestressed anchor cables 1 are arranged in multiple rows along the length direction of the abutment 10 and the retaining wall 20 and on the side opposite to the inclination of the abutment (including the prestressed anchor cables arranged below the retaining wall bearing platform), as shown in the attached Figure 1 and the attached Figure 2 figure, and are used to reinforce the abutment and the retaining wall. The abutment described in this embodiment is a ribbed slab abutment, that is, the abutment body is a ribbed slab; specifically: one end of the prestressed anchor cable 1 is anchored in the soil body of the abutment back, and the other end is locked on the abutment 10 and the retaining wall 20, and a pressure application device for applying prestress is provided at this end, as shown in the attached Figure 7 figure.

[0055] The reinforcement anchor cables 2 are horizontally arranged through the ribbed slab 101 of the abutment at least in one row along the length direction of the top of the retaining wall 20, as shown in the attached Figure 1 and the attached Figure 2 figure, and are used to prevent the ribbed slab 101 of the abutment from tilting towards the back of the abutment; specifically, as shown in the attached Figure 3 figure, one end of the reinforcement anchor cable 2 is locked on the cross beam 1011 connected to the back of the ribbed slab 101 of the abutment by a lock clip anchor 50 through a steel backing plate, and the other end is fixed on the cross beam 201 on the wall surface of the retaining wall 20 through a pressure application device. When the retaining wall in this embodiment is inclined, the prestress of the reinforcement anchor cable is adjusted before the deviation correction and straightening so that the abutment can tilt back without the resistance of the retaining wall (that is: before the deviation correction and straightening, the reinforcement anchor cable is not locked by applying prestress), and the ribbed slab of the abutment is protected from overturning; when the retaining wall is also inclined in this embodiment, prestress is applied during the deviation correction of the abutment and the retaining wall, and according to the inclination states of the abutment and the retaining wall, the abutment and the retaining wall are coordinated to be pushed and righted to meet the specifications and design requirements.

[0056] The load transfer bars 3 penetrate the retaining wall 20 and are respectively in contact with the ribbed slab 101 of the abutment, the bearing platform 102 and the pile 103 under the bearing platform. At least one row of the load transfer bars 3 is arranged along the length direction of the retaining wall 20, as shown in the attached Figure 1 、the attached Figure 4 ~the attached Figure 6 figure, and the load transfer bars are pushed against the ribbed slab of the abutment, the bearing platform and the pile under the bearing platform by using a jacking device to push the abutment to displace. Preferably, as shown in the attached Figure 1As shown, the load transfer bar 3 is a high-strength self-compacting castable steel pipe composite, a high-performance cement composite mortar steel pipe composite, or a thick cement slurry steel pipe composite with a cement strength of not less than 42.5, and includes a first load transfer bar 3.1 that is perpendicularly abutted against the inclined surface of the abutment rib plate 101, a second load transfer bar 3.2 that is abutted against the side surface of the bearing platform 102 in a horizontal state, a third load transfer bar 3.3 that is abutted against the side surface of the cross beam 1021 of the bearing platform 102 in a horizontal state, a fourth load transfer bar 3.4 that is abutted against the pile surface of the front bearing platform lower pile 1031 in a horizontal state, and a fifth load transfer bar 3.5 that is in a horizontal state with a set incident angle on both sides of the rear bearing platform lower pile 1032. The setting method of the fifth load transfer bar avoids the front bearing platform lower pile and does not directly drill through the front bearing platform lower pile to damage the reinforced concrete of the pile.

[0057] The jacking device 4 is provided at the exposed end of the load transfer bar 3 located in the retaining wall 20 and is used to apply pressure to the load transfer bar 3. The jacking device provides a reaction force to the load transfer bar to apply a load and jack the abutment rib plate, the bearing platform, and the bearing platform lower pile, thereby realizing the deviation correction of the abutment.

[0058] Embodiment 2

[0059] On the basis of Embodiment 1, in this embodiment, a grouting body 5 is further coated on the outer periphery of the load transfer bar 3 between the abutment 10 and the retaining wall 20, as shown in the attached... Figure 2 and the attached... Figure 4 As shown, the grouting body 5 is made by high-pressure rotary jet grouting material from the inside to the outside through the load transfer holes on the retaining wall 20 to the concrete wall, and the load transfer bar 3 penetrates through the grouting body 5 and is exposed outside the retaining wall 20. In this embodiment, by constructing a rotary jet grouting body on the back side of the retaining wall, the stiffness of the soil around the back section of the retaining wall is improved, and the load transfer bar is arranged in the grouting body to enhance the bending resistance of the pipe itself.

[0060] Preferably, the ends of the grouting body 5 close to the retaining wall 20 and the ends close to the abutment 10 are both rotary jet into an enlarged body to facilitate the anchoring of the tensile anchor cable of the jacking device.

[0061] Embodiment 3

[0062] On the basis of Embodiment 2, in this embodiment, the jacking device is designed, as shown in the attached... Figure 5 or the attached... Figure 6 As shown, the jacking device 4 includes a tensile anchor cable 4.1, a reaction pushing cross beam 4.2, a stress gauge, and a pressure applying device. The reaction pushing cross beam 4.2 abuts against the stress gauge at the exposed end of the load transfer bar 3. A plurality of the tensile anchor cables 4.1 are evenly distributed around the load transfer bar 3, one end of which penetrates through the retaining wall 20 and is anchored in the grouting body 5, and the other end penetrates through the reaction pushing cross beam 4.2 and is connected to the pressure applying device. The pressure applying device is arranged on the reaction pushing cross beam 4.2. In this embodiment, the enlarged head anchoring end formed by anchoring the tensile anchor cable in the grouting body has a stable and reliable anchoring structure.

[0063] Example 4

[0064] On the basis of Example 3, this example further optimizes the design of the pressure application device. As shown in the attached Figure 5 or the attached Figure 6 figure, the pressure application device includes a steel backing plate, a stress gauge 30, a steel backing plate, a non-slip anchor 40, a steel gasket, a locking clip anchor 50, a steel roof plate, a jack 60, and a tool anchor 70 that are sequentially sleeved on the cable anchor.

[0065] The pressure application method of the pressure application device in this example is as follows:

[0066] ① Lock the tool anchor outside the jack;

[0067] ② Pre-tension and lock the locking clip anchor;

[0068] ③ Apply the designed pressure through the jack, and add a steel gasket between the non-slip anchor and the locking clip anchor;

[0069] ④ Release the pressure of the jack;

[0070] ⑤ When the applied pressure is increased step by step according to the design, repeat ①, ③, and ④ until the abutment and the retaining wall are pushed and corrected under the action of the prestress pressure provided by the pressure application device.

[0071] The pressure application device in this example is provided with a steel roof plate that is pressure-tensioned and pushed through a through-hole jack. A steel gasket can be added and the pressure can be released between the non-slip anchor and the locking clip anchor between the steel backing plate and the steel roof plate. Specifically, during the pressure application process, each cable anchor is pressure-applied synchronously according to the above pressure application method. Compared with the method of locking the working clip by hammering, the pressure test method of this example can reduce the stress loss by about 20%-30% after the jack is unloaded, and avoid the stress loss caused by wearing the steel strand by repeatedly knocking the working clip and the risk of failure of the working clip to lock tightly.

[0072] Example 5

[0073] On the basis of any one of Examples 1 to 4, this example is also designed with a deviation correction hole 6. As shown in the attached Figure 1 figure, at least one row of the deviation correction holes 6 is provided along the length direction of the abutment 10 and on the side opposite to the inclination of the abutment. The deviation correction holes are inclined towards the inclined side of the abutment. In the deviation correction holes, a high-pressure jetting machine is used to align the direction of the deviation correction holes, and the soil is washed and cut by high-pressure jetting of gas and water, and then the soil is reinforced by high-pressure jetting of cement slurry.

[0074] In this embodiment, the high-pressure gas-water punching technology can be used to reduce the soil pressure, lower the resistance of the abutment foundation to tilting back, and the rectification amount is adjusted dynamically and informatically according to the displacement monitoring data of the abutment and the retaining wall and the stress data of each anchor cable to adjust the pressing parameters for the construction of jacking up the abutment. The high-pressure jet machinery speeds up, rotates, and uses gas-water pressure to punch the soil at any depth, so as to rectify and straighten the abutment.

[0075] Embodiment Six

[0076] This embodiment provides a construction method for the rectification and reinforcement structure of an abutment. As shown in the attached Figure 1 to the attached Figure 8 figures, the rectification and reinforcement structure of the abutment in the fifth embodiment above is constructed according to the following steps:

[0077] S1. On the side opposite to the inclination of the abutment 10, unload part of the soil body 80 on the back side of the abutment 10 and the top part of the soil body between the back of the abutment and the retaining wall 20 to reduce the pressure on the back side of the abutment and the back side of the retaining wall.

[0078] S2. Build an operation platform on the wall surface and the top of the current slope of the back wall of the retaining wall 20, arrange multiple rows of lattice beams on the wall surface of the retaining wall 20 and anchor cable cross beams 1012 connected to the rib plate 101 of the abutment by planting steel bars along the length directions of the retaining wall 20 and the abutment 10 respectively, and arrange multiple rows of prestressed anchor cables 1 on the lattice beams and the anchor cable cross beams 1012 on the side opposite to the inclination of the abutment to reinforce the abutment and the retaining wall. Each prestressed anchor cable is constructed by staggering in sequence. The suspended section of the anchor cable is protected by a stainless steel pipe with an internal grouting pipe or a steel pipe with surface anti-corrosion treatment. The prestressed anchor cable is provided with a pressing device on the anchor cable cross beam, and the prestressed anchor cable is locked according to the design prestress. After the rectification is completed, grouting treatment is carried out inside the steel pipe.

[0079] S3. Drill horizontal through-going reinforcement anchor cables 2 equipped with multiple steel strands on both sides of the rib plate 101 of the abutment through the upper part of the wall surface of the retaining wall 20. One end of the reinforcement anchor cable 2 is locked to the cross beam 1011 connected to the back of the rib plate 101 of the abutment by planting steel bars through a locking clip anchor 50 and a steel backing plate, and the other end is fixed to the cross beam 201 on the wall surface of the retaining wall 20 through a pressing device; the reinforcement anchor cable does not apply prestress when the retaining wall does not tilt, and is used as a limit protection device to prevent the abutment from toppling to the back side of the abutment. The reinforcement anchor cable is locked according to the rectification process; when the retaining wall also tilts, prestress is applied during the rectification of the abutment and the retaining wall, and according to the tilting states of the abutment and the retaining wall, the abutment and the retaining wall are coordinated to be pushed and corrected to meet the specifications and design requirements;

[0080] S4, at least one row of force transmission holes are set on the wall surface of the retaining wall 20, and the holes are positioned and incident at the designed angle. After the down-the-hole hammer drills through the retaining wall, a drill with a nozzle is used to drill to the abutment rib 101, the cap 102, the cap cross beam 1021, the front cap pile 1031 and the rear cap pile 1032 respectively, and cement slurry is sprayed from the inside to the outside to the back of the concrete wall to form a spray grouting body 5. The end of the grouting body 5 close to the retaining wall 20 and the end close to the abutment must be reciprocated with high-pressure spray grouting to form a spray expansion body. After the grouting body 5 is initially set, the residual slurry in the retaining wall section channel is cleaned in time with high pressure; during the specific construction: first construct the force transmission holes facing the abutment rib 101, the cap 102, the cap cross beam 1021, and the front cap pile 1031, and then construct the force transmission holes on both sides of the rear cap pile 1032, and each force transmission hole is constructed in sequence. During and after rotary grouting, the stress changes of the strain gauges on the prestressed anchor cables and the reinforcement anchor cables should be closely monitored, and the displacement monitoring of the abutments and retaining walls should be strengthened. The prestress of the reinforcement anchor cables should be adjusted at any time to ensure the safety of the abutments and retaining walls.

[0081] S5, at least two anchor holes parallel to the force transmission holes are drilled symmetrically around the grouting body 5 of the retaining wall 20. After the grouting body reaches a certain strength, enter the grouting body from the anchor holes, control the pressure of rotary water jet to cut the grouting body, form an enlarged head cavity, flush the hole with water, and use air impact to return the accumulated water and slag in the hole.

[0082] S6, place the tensile anchor cable of the anchor equipped with multiple steel strands and multiple locking clips at the end of the steel strand into the bottom of the anchor hole, insert the steel strand with a clipless anchor, push the clipless anchor through the retaining wall with a rod and tighten the steel strand at the same time, so that the tensile anchor cable forms a divergent shape at the bottom of the hole; insert a corrugated tube with an elastic sleeve at the front end and filled with butter into the steel strand and fix the tail end, install a guide groove higher than the cutting height in the hole at the hole mouth, insert a conduit into the bottom of the hole to pour high-strength self-compacting castable, and slowly pull out the conduit back and forth until the grouting material overflows the guide groove and the grouting material fills the anchor hole to form the anchor end of the tensile anchor cable.

[0083] S7, re-drill the force transfer holes, drill to the abutment rib 101, the pedestal 102, the pedestal beam 1021, and the pedestal pile 103, clean the holes, install the retaining wall section and the reciprocating rotary spraying range section on the back of the wall as a thick-walled steel pipe for free section treatment, the wall thickness of the steel pipe shall not be less than 6mm, and pour high-strength self-compacting castable or high-performance cement composite mortar or thick cement slurry with a cement strength of not less than 42.5 through the conduit until the non-free section and the steel pipe are filled, and a round steel rod is pre-buried or drilled in the center of the thick-walled steel pipe to form a force transfer rod 3, wherein: a grouting pipe is reserved in the free section, and the grouting pipe is filled with thick slurry after correction and straightening.

[0084] S8. Install a circular steel backing plate that fits over the dowel bar 3 and has a diameter not greater than the outer diameter of the steel. Install a stress gauge 30 on the circular steel backing plate and center it opposite the dowel bar 3. Then, use a tension anchor cable 4.1 and a pressure application device to press the reaction crossbeam 4.2 against the stress gauge 30 and apply the designed pressure using the pressure application device.

[0085] S9. On the side opposite to the inclination of the abutment, set at least one row of rectification holes 6 and use high-pressure jetting of air and water to cut the soil.

[0086] S10. On the abutment capping beam, set at least one jack between each support to lift the bridge span structure. Install multiple horizontally arranged round steel bars 90 that can roll on the supports to reduce the friction between the supports and the bridge span structure.

[0087] S11. During and after the pressure application process of the abutment rib slab, the pile cap, and the piles under the pile cap, closely monitor the displacement of the abutment and the retaining wall and the readings of each stress gauge. Dynamically adjust the prestress application of the prestressed anchor cable, the reinforcement anchor cable, and the tension anchor cable based on the monitoring data. Specifically, during implementation, arrange a displacement monitoring system and an anchor cable stress gauge monitoring system according to the structural characteristics of the abutment. Through the analysis of the monitoring data, dynamically and informatically adjust the loading pressure of each anchor cable and adjust the jet hole position, speed, rotation speed, air and water pressure, and jetting section depth of the rectification holes to straighten the torsion of the abutment.

[0088] S12. After the abutment is rectified and straightened to meet the specifications and design requirements, use high-pressure jet grouting with cement slurry to reinforce the rectification holes 6. After the soil behind the concrete retaining wall is grouted and reinforced, construct and restore it to the designed road surface and slope according to the design requirements. During the construction process, prestress and lock the prestressed anchor cables along the length of the abutment according to the design. Formwork and pour high-strength self-compacting castable or concrete to seal the anchor heads of the anchor cables.

[0089] S13. Pressurize and lock the prestressed anchor cables, the reinforcement anchor cables, and the tension anchor cables according to the design prestress. Formwork and pour concrete to protect the steel of the crossbeam and the anchor heads of the anchor cables.

[0090] S14. Set at least one jack between each support to lift the bridge span structure again. After removing the round steel bars 90, restore the bridge span structure to the supports.

[0091] Preferably, in steps S4 and S5, when the diameter of the reciprocating jet grouting enlargement body of the transfer hole in the retaining wall back section does not meet the design requirement of not being greater than the outer diameter of the enlarged head anchorage end of the tension anchor cable, the tension anchor cable hole can be drilled first. After the reciprocating jet grouting in the back section reaches the design requirement, then construct the jet grouting of the transfer hole.

[0092] Preferably, the grouting of the prestressed anchor cables, the reinforcement anchor cables, and the tension anchor cables uses neat cement slurry or cement mortar, and a high-early-strength high-performance water reducer admixture is added, with an addition ratio of 2% - 4%, which can accelerate the solidification of the anchor cables and shorten the construction period.

[0093] Preferably, an early-strength high-performance water reducing agent is added to the concrete of the retaining wall lattice beam and other cross beams.

[0094] It should be noted that: after one cable is tensioned in the pressure application device in the present application, the steel top plate, the jack and the tool anchor can be removed and used for tensioning another cable for pressure application.

[0095] The above are only the embodiments of the present invention, and do not limit the patent scope of the present invention accordingly. Any equivalent structure or equivalent process transformation made by using the content of the specification of the present invention, or directly or indirectly applied in other related technical fields, shall be similarly included in the patent protection scope of the present invention.

Claims

1. A correcting and strengthening structure for abutment, characterized in that, Comprising: Prestressed anchor cables, arranged in multiple rows along the length direction of the abutment and the retaining wall and on the side opposite to the inclination direction of the abutment, for strengthening the abutment and the retaining wall; Reinforcing anchor cables, horizontally penetrating through the abutment body along the length direction of the top of the retaining wall and arranged in at least one row, for preventing the abutment body from tilting towards the back of the abutment; Force transfer bars, penetrating through the retaining wall and respectively abutting against the abutment body, the bearing platform and the piles under the bearing platform, and at least one row of the force transfer bars is arranged along the length direction of the retaining wall; Jacking device, arranged at the exposed end of the force transfer bar located on the retaining wall, for applying pressure to the force transfer bar.

2. The abutment deviation rectification and reinforcement structure according to claim 1, characterized in that: The periphery of the force transfer bar between the abutment and the retaining wall is coated with a grouting body, which is made by high-pressure rotary jet grouting material from the inside to the outside through the force transfer holes on the retaining wall to the concrete wall, and the force transfer bar penetrates through the grouting body and exposes outside the retaining wall; Both the end of the grouting body close to the retaining wall and the end close to the abutment are rotary jet into enlarged bodies.

3. The abutment deviation rectification and reinforcement structure according to claim 1, characterized in that: The force transfer bar is a high-strength self-compacting castable steel pipe composite body or a high-performance cement composite mortar steel pipe composite body or a thick cement slurry steel pipe composite body with a cement strength not less than 42.5, and includes a first force transfer bar vertically abutting against the inclined surface of the abutment body, a second force transfer bar horizontally abutting against the side surface of the bearing platform, a third force transfer bar horizontally abutting against the side surface of the cross beam of the bearing platform, a fourth force transfer bar horizontally abutting against the pile surface of the pile under the front bearing platform, and a fifth force transfer bar horizontally abutting against both sides of the pile under the rear bearing platform at a set incident angle.

4. The abutment deviation rectification and reinforcement structure according to claim 2, characterized in that, The jacking device includes a tensile anchor cable, a reaction pushing cross beam, a stress gauge and a pressing device. The reaction pushing cross beam abuts against the stress gauge at the exposed end of the force transfer bar. A plurality of the tensile anchor cables are evenly distributed around the force transfer bar, one end of each of which penetrates through the retaining wall and is anchored in the grouting body, and the other end penetrates through the reaction pushing cross beam and is connected to the pressing device, and the pressing device is arranged on the reaction pushing cross beam.

5. The abutment deviation rectification and reinforcement structure according to claim 4, characterized in that, The pressing device includes a steel backing plate, a stress gauge, a steel backing plate, a non-slip anchor, a steel gasket, a locking clip anchor, a steel top plate, a jack and a tool anchor which are sequentially sleeved on the anchor cable.

6. The abutment deviation rectification and reinforcement structure according to claim 5, characterized in that, The pressing device is also arranged on the prestressed anchor cables and the reinforcing anchor cables, wherein: One ends of multiple prestressed anchor cables are anchored in the soil body at the back of the abutment, and the other ends are respectively locked through the pressing device to the anchor cable cross beam connected to the abutment body by post-inserted bars and the lattice beam on the wall surface of the retaining wall; One end of the reinforcing anchor cable is locked through a locking clip anchor and a steel backing plate to the cross beam connected to the back of the abutment body by post-inserted bars, and the other end is fixed to the cross beam on the wall surface of the retaining wall through the pressing device.

7. The abutment deviation rectification and reinforcement structure according to any one of claims 1 to 6, characterized in that, It also includes deviation correction holes, arranged in at least one row along the length direction of the abutment and on the side opposite to the inclination of the abutment. The deviation correction holes are inclined towards the inclined side of the abutment. In the deviation correction holes, a high-pressure jetting machine is used to align the direction of the deviation correction holes, and the soil body is cut by high-pressure jetting of gas and water and then the soil is reinforced by high-pressure jetting of cement slurry.

8. A construction method of a bias correction and reinforcement structure for abutments, characterized in that, Construct the abutment deviation correction and reinforcement structure according to claim 7 as follows: S1, on the side opposite to the inclination of the abutment, unload part of the soil body on the back side of the abutment and part of the soil body at the top between the back of the abutment and the retaining wall, to reduce the pressure on the back side of the abutment and the back side of the retaining wall; S2. An operation platform is erected on the wall surface of the retaining wall and the existing slope top of the back of the wall. Multiple rows of lattice beams on the wall surface of the retaining wall and cable anchor beams connected to the abutment body by planting steel bars are arranged along the length directions of the retaining wall and the abutment respectively. Multiple rows of prestressed cable anchors are arranged on the lattice beams and the cable anchor beams on the sides inclined in opposite directions towards the abutment to reinforce the abutment and the retaining wall. Each prestressed cable anchor is constructed by staggering sequences. A pressure application device is provided on the cable anchor beam of the prestressed cable anchor, and the prestressed cable anchor is locked according to the designed prestress. S3. Multiple horizontally penetrating reinforcement cable anchors with multiple steel strands passing through the abutment body are drilled in the upper part of the wall surface of the retaining wall. One end of the reinforcement cable anchor is locked to the beam connected to the back of the abutment body by planting steel bars through a wedge-shaped clip anchor and a steel backing plate, and the other end is fixed to the beam on the wall surface of the retaining wall through a pressure application device. No prestress is applied to the reinforcement cable anchor when the retaining wall does not tilt, serving as a limit protection device to prevent the abutment from toppling towards the back of the abutment. The reinforcement cable anchor is locked according to the adjustment process of deviation correction. When the retaining wall also tilts, prestress is applied during the deviation correction of the abutment and the retaining wall. According to the tilting states of the abutment and the retaining wall, the abutment and the retaining wall are coordinated to be straightened to meet the specifications and design requirements. S4. At least one row of force transfer holes is provided on the wall surface of the retaining wall. The drilling is positioned and incident at the designed angle. After the down-the-hole hammer drills through the retaining wall, a drill bit with a nozzle is used to drill to the abutment body, the bearing platform, the bearing platform beam, the piles under the front bearing platform, and the piles under the rear bearing platform respectively. High-pressure rotary jet grouting cement slurry is sprayed from the inside out to form a rotary jet grouting body on the back of the concrete wall. The end of the grouting body close to the retaining wall and the end close to the abutment must be reciprocally high-pressure rotary jet grouted to form a rotary jet enlarged body. After the grouting body starts to set, the remaining slurry in the hole of the retaining wall section is promptly cleaned by high pressure. S5. At least two cable anchor holes parallel to the force transfer holes are symmetrically drilled around the grouting body of the retaining wall. After the grouting body reaches a certain strength, enter the grouting body from the cable anchor holes, control the pressure to rotary jet water to cut the grouting body to form an enlarged head cavity. After flushing the hole with water, use air impact to return the accumulated water and slag blocks in the hole. S6. Place the tensile cable anchor with multiple steel strands and multiple wedge-shaped clips at the end of the steel strands into the bottom of the cable anchor hole. Put a non-wedge-shaped anchor on the steel strands and push the non-wedge-shaped anchor through the retaining wall with a rod while tightening the steel strands at the same time, so that the tensile cable anchor forms a divergent shape at the bottom of the hole. Sleeve a corrugated pipe with a loose-tight sleeve at the front end and filled with grease onto the steel strands and fix the tail end. Install a diversion trough higher than the cutting height in the hole at the hole opening. Pour high-strength self-compacting casting material into the hole through a conduit inserted to the bottom, and slowly and reciprocally pull out the conduit until the grouting material overflows the diversion trough. The grouting material fills the cable anchor hole to form the anchoring end of the tensile cable anchor. S7. Re-drill the force-transfer holes, drill through the abutment body, the pile cap, the pile cap cross beam, and the piles under the pile cap, clean the holes, install the thick-walled steel pipes for the retaining wall section and the free-section treatment of the reciprocating jet grouting range on the back side of the wall, pour high-strength self-compacting castable or high-performance cement composite mortar or thick cement slurry with a cement strength not less than 42.5 through the conduit until the non-free section and the steel pipe are filled, and embed or drill and install round steel bars in the center of the thick-walled steel pipe to form force-transfer bars. Among them: a grouting pipe is reserved in the free section, and the grouting pipe is filled with thick slurry and sealed after deviation correction and straightening; S8. Install a circular steel backing plate that sleeves a round steel bar and is not larger than the outer diameter of the steel on the outside of the force-transfer bar, install a stress gauge on the circular steel backing plate, and make the stress gauge centered and aligned with the force-transfer bar. Then, jack the reaction cross beam against the stress gauge through the tensile anchor cable and the pressure application device, and apply the designed pressure using the pressure application device; S9. On the side opposite to the inclination of the abutment, set at least one row of deviation correction holes and use high-pressure jetting to wash and cut the soil mass; S10. On the abutment cap, set at least 1 jack between each support to lift the bridge span structure, and set multiple horizontally arranged round steel bars that can roll on the supports to reduce the friction between the support and the bridge span structure; S11. During and after the pressure application process of the abutment body, the pile cap, and the piles under the pile cap, closely monitor the displacement of the abutment and the retaining wall and the readings of each stress gauge, and dynamically adjust the prestress application of the prestressed anchor cable, the reinforcement anchor cable, and the tensile anchor cable through the monitoring data; S12. After the abutment is corrected and straightened to meet the specifications and design requirements, reinforce the deviation correction holes with high-pressure jetting of cement slurry. After the soil mass behind the concrete retaining wall is grouted and reinforced, construct and restore to the designed road surface and slope according to the design requirements. During the construction process, prestress the prestressed anchor cables along the length of the abutment according to the design, and formwork and pour high-strength self-compacting castable or concrete to seal the anchor heads of the anchor cables; S13. Pressurize and lock the prestressed anchor cables, the reinforcement anchor cables, and the tensile anchor cables according to the design prestress, and formwork and pour concrete to protect the steel of the cross beam and the anchor heads of the anchor cables; S14. Set at least 1 jack between the supports to lift the bridge span structure again, remove the round steel bars, and then restore the bridge span structure to the supports.

9. The construction method of the abutment deviation rectification and reinforcement structure according to claim 8, characterized in that, The pressure application method of the said pressure application device is as follows: ① Lock the tool anchor outside the jack; ② Pre-tension and lock the wedge-shaped anchor; ③ Apply the designed pressure through the jack, and add steel gaskets between the non-wedge-shaped anchor and the wedge-shaped anchor; ④ Release the pressure of the jack; ⑤ When the applied pressure increases step by step according to the design, repeat ①, ③, and ④ until the abutment and the retaining wall are pushed to be corrected and straightened under the prestress provided by the pressure application device.

10. The construction method of the abutment deviation rectification and reinforcement structure according to claim 8, characterized in that, During the construction of step S4: First, construct the force-transfer holes facing the abutment body, the pile cap, the pile cap cross beam, and the piles under the front pile cap, and then construct the force-transfer holes of the piles under the rear pile cap. Each force-transfer hole is constructed in sequence at intervals; During and after jet grouting, closely monitor the stress changes of the stress gauges on the prestressed anchor cables and the reinforcement anchor cables, and strengthen the displacement monitoring of the abutment and the retaining wall, and adjust the prestress of the reinforcement anchor cables at any time to ensure the safety of the abutment and the retaining wall.

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