A design and construction method for pile foundation deviation treatment based on a reinforcing and reinforcing system
By chiseling grooves at the top and bottom of the abutment cap and adding pile foundations, combined with the extended reinforced beam segments and multi-directional reinforcing steel bars to form an integrated reinforcement system, the problems of material waste and load-bearing capacity degradation caused by abutment misalignment are solved, and efficient and reliable structural reinforcement is achieved.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- POWER CHINA KUNMING ENG CORP LTD
- Filing Date
- 2026-04-07
- Publication Date
- 2026-06-05
AI Technical Summary
Existing technologies typically involve completely removing the abutment cap or rebuilding the misaligned pile foundation when abutment deviation occurs. This leads to material waste, construction delays, and increased construction costs. Furthermore, there is a lack of quantitative assessment of the degree of degradation in the bearing capacity of the pile foundation and systematic reinforcement measures.
Grooves were chiseled out at the top and bottom of the abutment cap to expose the original steel bars. New pile foundations were added and extended reinforcement beam segments were poured. Combined with reinforcing steel plates and multi-directional reinforcing bars, an overall reinforcement system was formed, including top skeleton bars, bottom skeleton bars, bent-up skeleton bars and quincunx-shaped anchor bars, to construct a multi-dimensional collaborative load-bearing structure.
It effectively improved the compressive bearing capacity and bending stiffness of the bridge abutment, achieved non-destructive and precise reinforcement, avoided the construction delays and resource waste caused by traditional demolition and reconstruction, and restored the overall mechanical properties of the structure.
Smart Images
Figure CN122147804A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of bridge engineering structure reinforcement and repair technology, and in particular to a design and construction method for pile foundation misalignment treatment based on a reinforcement system. Background Technology
[0002] Bridge structural reinforcement and repair technology refers to a series of professional technical systems that strengthen, modify, or restore existing bridge structures or their local components when bridges suffer from reduced load-bearing capacity, insufficient durability, or abnormal geometric alignment due to design defects, construction deviations, material aging, overload operation, natural disasters, or accidental damage. These systems employ engineering methods such as increasing cross-sections, bonding steel plates or carbon fibers, external prestressing, adding supporting components, replacing concrete, anchoring rebar, and repairing cracks. The aim is to improve the safety, applicability, and durability of these bridges. The technology is applied to scenarios such as maintenance and renovation of existing bridges, emergency response to accidents, and performance enhancement during service.
[0003] When the abutment cap deviates during construction and encroaches on the original design pile top space, the existing technology usually adopts the method of chiseling away the poured abutment cap or the deviated pile foundation as a whole and then rebuilding. This results in a large amount of existing structure being abandoned, causing material waste, serious delays in construction period and increased construction costs. Moreover, after the abutment deviates, the original pile-abutment connection relationship is destroyed and the structural force path is changed. However, the existing technology lacks an effective means to quantitatively assess the degree of degradation of the pile foundation bearing capacity caused by the deviation, and also lacks targeted and systematic reinforcement measures that can restore the overall mechanical performance of the structure. Summary of the Invention
[0004] In view of the aforementioned existing problems, the present invention is proposed.
[0005] Therefore, this invention provides a design and construction method for pile foundation misalignment treatment based on a reinforcement system. This solves the problem that the existing technology usually involves chiseling away the cast-in-place bridge abutment cap or the misaligned pile foundation and then rebuilding it. This results in the abandonment of a large number of existing structures, causing material waste, serious delays in construction period, and increased construction costs. Moreover, after the bridge abutment is misaligned, the original pile-abutment connection relationship is destroyed and the structural force path is changed. However, the existing technology lacks an effective means to quantitatively assess the degree of degradation of the pile foundation bearing capacity caused by misalignment, and also lacks targeted and systematic reinforcement measures that can restore the overall mechanical performance of the structure.
[0006] To solve the above-mentioned technical problems, the present invention provides the following technical solution:
[0007] In a first aspect, the present invention provides a design and construction method for pile foundation misalignment treatment based on a reinforcement system, comprising:
[0008] A groove is chiseled out at the top and bottom of the bridge abutment cap that has become misaligned to expose the original reinforcing steel bars, and the ends of the bridge abutment cap are roughened.
[0009] New pile foundations shall be constructed at a location no less than 2.5 times the original pile diameter in the transverse direction of the bridge.
[0010] At the locations corresponding to the newly added pile foundations on both sides of the abutment cap, the extended reinforcement beam segments are poured. The extended reinforcement beam segments are used to connect the abutment cap and the newly added pile foundations. At the same time, the new and old concrete junction section located between the extended reinforcement beam segments and the groove is poured.
[0011] Bolt holes are drilled at the bottom of the abutment cap, and reinforcing steel plates are installed using bolts.
[0012] The implementation of reinforced steel reinforcement arrangement specifically includes the following steps:
[0013] S1. Add a top skeleton reinforcement to the end of the abutment cap and weld it to the original steel bar exposed from the top groove;
[0014] S2. Add bottom skeleton reinforcement to the end of the abutment cap and weld it to the original steel bar exposed from the bottom groove;
[0015] S3. Weld the top and bottom reinforcing bars together.
[0016] S4. Insert the bent skeleton reinforcement and weld it to the top skeleton reinforcement and the bottom skeleton reinforcement at the same time.
[0017] S5. Rebar is installed at the end of the abutment cap to form a quincunx-shaped arrangement of end rebars;
[0018] S6. Weld the end reinforcement bars to the bottom skeleton reinforcement bars.
[0019] As a preferred embodiment of the pile foundation deviation treatment design and construction method based on reinforcement system described in this invention, the newly added pile foundation is located at a position in the transverse direction at a distance of not less than 2.5 times the pile diameter from the original pile foundation.
[0020] As a preferred embodiment of the pile foundation deviation treatment design and construction method based on the reinforcement system described in this invention, the extended reinforcement beam segment connects the abutment cap and the newly added pile foundation, and is integrally cast with the old and new concrete junction section between them.
[0021] As a preferred embodiment of the pile foundation misalignment treatment design and construction method based on the reinforcement system described in this invention, the groove is formed at the top and bottom of the abutment cap and is used to expose the original reinforcing steel bars.
[0022] As a preferred embodiment of the pile foundation deviation treatment design and construction method based on the reinforcement system described in this invention, the reinforcing steel plate is installed on the bottom of the abutment cap by bolts.
[0023] As a preferred embodiment of the pile foundation deviation treatment design and construction method based on the reinforcement system described in this invention, wherein: the top skeleton reinforcement is welded to the original steel reinforcement exposed from the top groove.
[0024] As a preferred embodiment of the pile foundation deviation treatment design and construction method based on the reinforcement system described in this invention, wherein: the bottom skeleton reinforcement is welded to the original steel reinforcement exposed from the bottom groove.
[0025] As a preferred embodiment of the pile foundation deviation treatment design and construction method based on the reinforcement system described in this invention, wherein the bent-up skeleton reinforcement is simultaneously welded to the top skeleton reinforcement and the bottom skeleton reinforcement.
[0026] As a preferred embodiment of the pile foundation deviation treatment design and construction method based on the reinforcement system described in this invention, the end reinforcement bars are arranged in a quincunx pattern.
[0027] As a preferred embodiment of the pile foundation deviation treatment design and construction method based on reinforcement system described in this invention, wherein the end reinforcement is welded to the bottom skeleton reinforcement.
[0028] The beneficial effects of this invention are as follows: By chiseling grooves at the top and bottom of the misaligned abutment cap to expose the original reinforcing bars, and setting new pile foundations at a distance of not less than 2.5 times the pile diameter in the transverse direction of the bridge, combined with the pouring of the extended reinforcement beam segment connecting the abutment cap and the new pile foundation, as well as the junction section of the old and new concrete, and simultaneously installing reinforcing steel plates at the bottom of the abutment cap with bolts, and forming an overall reinforced steel reinforcement system through the top skeleton reinforcement, bottom skeleton reinforcement, bent-up skeleton reinforcement, and quincunx-shaped end reinforcement, a multi-dimensional collaborative load-bearing structure is effectively constructed, and the compressive bearing capacity and bending stiffness of the abutment cap are effectively improved. This achieves non-destructive and precise reinforcement of the pile foundation misalignment problem, avoiding the construction period delays and resource waste caused by traditional chiseling and reconstruction. Attached Figure Description
[0029] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the following description of the embodiments will be briefly introduced. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0030] Figure 1 This is a schematic diagram of the groove in the original platform cap in Example 1.
[0031] Figure 2This is a schematic diagram of the cross-section of the reinforcement system in Example 1.
[0032] Figure 3 This is a planar schematic diagram of the reinforcement system in Example 1.
[0033] Figure 4 This is a schematic diagram of the reinforcement of the skeleton steel bars in Example 1.
[0034] Figure 5 This is a schematic diagram of the skeleton reinforcement connection and steel plate arrangement in Example 1.
[0035] Figure 6 This is a schematic diagram of the side and end reinforcement in Example 1.
[0036] Figure 7 This is a schematic diagram of the end reinforcement and U-shaped reinforcement welding in Example 1.
[0037] In the diagram: 10. Abutment cap; 11. Groove; 20. New pile foundation; 30. Extended reinforced beam segment; 31. Intersection of old and new concrete; 40. Steel plate; 41. Bolt; 50. Top skeleton reinforcement; 51. Bottom skeleton reinforcement; 52. Bent-up skeleton reinforcement; 53. End reinforcement; 54. Existing reinforcement. Detailed Implementation
[0038] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
[0039] Many specific details are set forth in the following description in order to provide a full understanding of the invention. However, the invention may also be practiced in other ways different from those described herein, and those skilled in the art can make similar extensions without departing from the spirit of the invention. Therefore, the invention is not limited to the specific embodiments disclosed below.
[0040] Secondly, the term "one embodiment" or "embodiment" as used herein refers to a specific feature, structure, or characteristic that may be included in at least one implementation of the present invention. The phrase "in one embodiment" appearing in different places in this specification does not necessarily refer to the same embodiment, nor is it a single or selective embodiment that is mutually exclusive with other embodiments.
[0041] Example 1, referring to Figures 1-7 This is the first embodiment of the present invention, which provides a design and construction method for pile foundation deviation treatment based on a reinforcement system, including:
[0042] The bridge abutment cap 10 that has become misaligned is surface treated by chiseling out a groove 11 around its top and bottom along the circumference, removing part of the concrete until the original steel reinforcement 54 inside is fully exposed; at the same time, the outer surface of the end of the bridge abutment cap 10 is roughened to enhance the bonding performance between the old and new concrete.
[0043] Subsequently, in the transverse direction of the bridge, a new pile foundation 20 was drilled and constructed at a position not less than 2.5 times the pile diameter away from the center of the original offset pile foundation, ensuring that the new pile foundation 20 has sufficient lateral clearance to avoid construction interference and meet the structural stress requirements.
[0044] After the newly added pile foundation 20 reaches the design strength, formwork is erected on both sides of the abutment cap 10 corresponding to the area above the newly added pile foundation 20, and the extended reinforcement beam segment 30 is poured. One end of the extended reinforcement beam segment 30 is embedded into the end of the abutment cap 10, and the other end is reliably connected to the top of the newly added pile foundation 20, thereby forming an effective force transmission path. At the same time, the new and old concrete junction section 31 located between the extended reinforcement beam segment 30 and the groove 11 is poured simultaneously, so that the new and old structures form a whole.
[0045] Bolt holes are pre-positioned and drilled at the bottom of the abutment cap 10. After the reinforcing steel plate 40 is in place, it is firmly anchored to the bottom surface of the abutment cap 10 with bolts 41 to enhance the bending and shear resistance of the bottom of the cap.
[0046] Implement reinforced steel reinforcement layout, including:
[0047] S1. Add a top skeleton reinforcement 50 to the end of the bridge abutment cap 10 and weld it to the original reinforcement 54 exposed from the top groove 11.
[0048] S2. Add a bottom skeleton reinforcement 51 to the end of the bridge abutment cap 10 and weld it to the original reinforcement 54 exposed from the bottom groove 11.
[0049] S3. Weld the top skeleton rib 50 and the bottom skeleton rib 51 together at the end area to form a closed skeleton.
[0050] S4. Insert the bent-up skeleton reinforcement 52 so that it passes vertically through the section of the cap and is simultaneously welded to the top skeleton reinforcement 50 and the bottom skeleton reinforcement 51 to improve shear and torsional resistance.
[0051] S5. Rebar installation is carried out at the ends of the abutment cap 10 to form end rebars 53 arranged in a quincunx pattern to enhance local restraint.
[0052] S6. Weld the end reinforcement 53 to the bottom skeleton reinforcement 51 to further strengthen the integrity of the bottom load-bearing system.
[0053] It should be noted that the order of the above construction steps can be reasonably adjusted according to the site conditions. For example, the installation of the reinforcing steel plate 40 can be carried out before or after the pouring of the extended reinforcement beam segment 30, as long as it is ensured that the structural components eventually form a cohesive whole system. In addition, the number of newly added piles 20 can be set to one or more depending on the degree of deviation and load requirements.
[0054] The reinforcement system of this invention consists of the following components: abutment cap 10, groove 11, newly added pile foundation 20, extended reinforced beam segment 30, new and old concrete junction segment 31, reinforcing steel plate 40, bolt 41, top skeleton reinforcement 50, bottom skeleton reinforcement 51, bent-up skeleton reinforcement 52, end anchoring reinforcement 53, and original steel reinforcement 54. The components are mechanically connected through welding, anchoring, and integral cast-in-place methods, thereby effectively restoring and improving the load-bearing capacity and overall stability of the misaligned abutment structure.
[0055] Through the above construction process, a collaborative force-bearing system was constructed, consisting of 20 newly added pile foundations, 30 extended reinforced beam segments, 40 reinforcing steel plates, and multi-directional reinforcing steel bars (50, 51, 52, 53). This effectively compensated for the structural bearing capacity loss caused by pile foundation misalignment and achieved the goal of non-destructive, high-efficiency, and high-reliability reinforcement.
[0056] Example 2 is the second embodiment of the present invention. This embodiment provides a design and construction method for pile foundation deviation treatment based on a reinforcement system, including:
[0057] The bridge abutment cap 10 that has become misaligned is surface treated by chiseling out a groove 11 around its top and bottom along the circumference, removing part of the concrete until the original steel reinforcement 54 inside is fully exposed; at the same time, the outer surface of the end of the bridge abutment cap 10 is roughened to enhance the bonding performance between the old and new concrete.
[0058] After roughening, the original reinforcing bars 54 exposed in the groove 11 are derusted and straightened, and cement-based concrete interface agent is evenly applied to the roughened surface and the inner wall of the groove 11 to improve the bonding strength and durability between the subsequent newly poured concrete and the original structure.
[0059] In the transverse direction of the bridge, a new pile foundation 20 is drilled and constructed at a position not less than 2.5 times the pile diameter away from the center of the original offset pile foundation, ensuring that the new pile foundation 20 has sufficient lateral clearance to avoid construction interference and meet the structural stress requirements.
[0060] After the newly added pile foundation 20 reaches the design strength, formwork is erected on both sides of the abutment cap 10 corresponding to the area above the newly added pile foundation 20, and the extended reinforcement beam segment 30 is poured. One end of the extended reinforcement beam segment 30 is embedded into the end of the abutment cap 10, and the other end is reliably connected to the top of the newly added pile foundation 20, thereby forming an effective force transmission path. At the same time, the new and old concrete junction section 31 located between the extended reinforcement beam segment 30 and the groove 11 is poured simultaneously, so that the new and old structures form a whole.
[0061] Bolt holes are pre-positioned and drilled at the bottom of the abutment cap 10. After the reinforcing steel plate 40 is in place, it is firmly anchored to the bottom surface of the abutment cap 10 with bolts 41 to enhance the bending and shear resistance of the bottom of the cap.
[0062] Implement reinforced steel reinforcement layout, including:
[0063] S1. Add a top skeleton reinforcement 50 to the end of the bridge abutment cap 10 and weld it to the original reinforcement 54 exposed from the top groove 11.
[0064] S2. Add a bottom skeleton reinforcement 51 to the end of the bridge abutment cap 10 and weld it to the original reinforcement 54 exposed from the bottom groove 11.
[0065] S3. Weld the top skeleton rib 50 and the bottom skeleton rib 51 together at the end area to form a closed skeleton.
[0066] S4. Insert the bent-up skeleton reinforcement 52 so that it passes vertically through the section of the cap and is simultaneously welded to the top skeleton reinforcement 50 and the bottom skeleton reinforcement 51 to improve shear and torsional resistance.
[0067] S5. Rebar installation is carried out at the ends of the abutment cap 10 to form end rebars 53 arranged in a quincunx pattern to enhance local restraint.
[0068] S6. Weld the end reinforcement 53 to the bottom skeleton reinforcement 51 to further strengthen the integrity of the bottom load-bearing system.
[0069] It should be noted that the concrete interface agent used in this embodiment is a commercially available general-purpose cement-based interface treatment agent. Its application should be completed within 2 hours before the new concrete is poured to ensure interface activity. In addition, rust removal and straightening treatment are only preferred processes. If site conditions are limited, only basic cleaning can be performed.
[0070] Among them, by introducing interface treatment measures at the interface between the old and new concrete, the collaborative performance between the extended reinforced beam segment 30, the interface between the old and new concrete segment 31 and the abutment cap 10 is effectively improved, effectively preventing cracking or peeling at the interface, and further ensuring the overall stress reliability of the reinforcement system jointly constructed by the newly added pile foundation 20, the reinforcing steel plate 40 and the multi-directional skeleton steel bars (50, 51, 52, 53).
[0071] Example 3, the third embodiment of the present invention, provides a design and construction method for pile foundation misalignment treatment based on a reinforcement system, including:
[0072] The bridge abutment cap 10 that has become misaligned is surface treated by chiseling out a groove 11 around its top and bottom along the circumference, removing part of the concrete until the original steel reinforcement 54 inside is fully exposed; at the same time, the outer surface of the end of the bridge abutment cap 10 is roughened to enhance the bonding performance between the old and new concrete.
[0073] In the transverse direction of the bridge, a new pile foundation 20 is drilled and constructed at a position not less than 2.5 times the pile diameter away from the center of the original offset pile foundation, ensuring that the new pile foundation 20 has sufficient lateral clearance to avoid construction interference and meet the structural stress requirements.
[0074] After the newly added pile foundation 20 reaches the design strength, formwork is erected on both sides of the abutment cap 10 corresponding to the area above the newly added pile foundation 20, and the extended reinforcement beam segment 30 is poured. One end of the extended reinforcement beam segment 30 is embedded into the end of the abutment cap 10, and the other end is reliably connected to the top of the newly added pile foundation 20, thereby forming an effective force transmission path. At the same time, the new and old concrete junction section 31 located between the extended reinforcement beam segment 30 and the groove 11 is poured simultaneously, so that the new and old structures form a whole.
[0075] Based on stress analysis, the reinforcement area is determined at the bottom of the abutment cap 10. The reinforcement steel plate 40 is cut to cover the critical area, and holes are drilled at the corresponding positions. Chemical anchoring adhesive is used as the bonding medium, and bolts 41 are inserted into the bottom of the abutment cap 10. After the adhesive has cured, the reinforcement steel plate 40 is fitted into the bolts 41 and the nuts are tightened to achieve high-reliability anchoring.
[0076] Implement reinforced steel reinforcement layout, including:
[0077] S1. Add a top skeleton reinforcement 50 to the end of the bridge abutment cap 10 and weld it to the original reinforcement 54 exposed from the top groove 11.
[0078] S2. Add a bottom skeleton reinforcement 51 to the end of the bridge abutment cap 10 and weld it to the original reinforcement 54 exposed from the bottom groove 11.
[0079] S3. Weld the top skeleton rib 50 and the bottom skeleton rib 51 together at the end area to form a closed skeleton.
[0080] S4. Based on the cross-sectional height and stress requirements of the abutment cap 10, determine the insertion depth and angle of the bent skeleton reinforcement 52, and weld it to the top skeleton reinforcement 50 and the bottom skeleton reinforcement 51 after insertion.
[0081] S5. Drill holes at the end of the abutment cap 10 according to the design spacing and clean the holes. After injecting the anchoring adhesive, insert the steel bars to form the end anchoring bars 53 arranged in a quincunx pattern.
[0082] S6. Weld the end reinforcement bar 53 to the bottom skeleton reinforcement bar 51 to form a bottom reinforcement network.
[0083] It should be noted that the insertion depth of bolt 41 and the anchorage length of end reinforcement 53 can be adjusted according to the on-site concrete strength grade, reinforcement diameter and load requirements, in accordance with the current national structural reinforcement code (such as GB 50367); the planar dimensions of the reinforcing steel plate 40 can also be optimized according to the actual degree of deviation and stress distribution.
[0084] Among them, by using chemical anchoring adhesive to anchor bolts 41 and end anchoring 53, the bonding strength and durability between metal components and concrete are effectively improved; combined with the reinforcing steel plate 40 covering the key stress area, together with the extended reinforced beam segment 30, the newly added pile foundation 20 and the multi-directional welded skeleton (50, 51, 52, 53), a composite reinforcement system with matching stiffness, clear force transmission and high redundancy is formed, which is suitable for bridge engineering scenarios with large deviation or harsh service environment.
[0085] In summary, this invention exposes the original reinforcing bars 54 by chiseling grooves 11 at the top and bottom of the misaligned abutment cap 10, and sets up new pile foundations 20 at a distance of not less than 2.5 times the pile diameter in the transverse direction. Combined with the casting of the extended reinforced beam segment 30 connecting the abutment cap 10 and the new pile foundation 20, and the junction segment 31 of the old and new concrete, and the installation of reinforcing steel plates 40 at the bottom of the abutment cap 10 by bolts 41, and the formation of an integral reinforced steel reinforcement system by the top skeleton bars 50, bottom skeleton bars 51, bent-up skeleton bars 52 and the staggered end anchor bars 53, this invention effectively constructs a multi-dimensional collaborative load-bearing structure and effectively improves the compressive bearing capacity and bending stiffness of the abutment cap 10. It achieves non-destructive and precise reinforcement of the pile foundation misalignment problem and avoids the construction delays and resource waste caused by traditional chiseling and reconstruction.
[0086] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.
Claims
1. A design and construction method for pile foundation misalignment treatment based on a reinforcement system, characterized in that: include: A groove (11) is chiseled out at the top and bottom of the bridge abutment cap (10) that has been misaligned to expose the original steel bars (54), and the ends of the bridge abutment cap (10) are roughened. Construct new pile foundations at a location no less than 2.5 times the pile diameter from the original pile foundation in the transverse direction (20); At the locations corresponding to the newly added pile foundations (20) on both sides of the abutment cap (10), the extended reinforcement beam segment (30) is poured. The extended reinforcement beam segment (30) is used to connect the abutment cap (10) and the newly added pile foundations (20). At the same time, the new and old concrete junction section (31) located between the extended reinforcement beam segment (30) and the groove (11) is poured. Bolt holes are made at the bottom of the abutment cap (10), and reinforcing steel plates (40) are installed by bolts (41). The implementation of reinforced steel reinforcement arrangement specifically includes the following steps: S1. Add a top skeleton bar (50) to the end of the bridge abutment cap (10) and weld it to the original steel bar (54) exposed from the top groove (11); S2. Add bottom skeleton reinforcement (51) to the end of the bridge abutment cap (10) and weld it to the original steel bar (54) exposed from the bottom groove (11); S3. Weld the top skeleton reinforcement (50) and the bottom skeleton reinforcement (51) together; S4. Insert the bent skeleton reinforcement (52) and weld it to the top skeleton reinforcement (50) and the bottom skeleton reinforcement (51) at the same time. S5. Rebar is installed at the end of the abutment cap (10) to form a plum blossom-shaped arrangement of end rebar (53). S6. Weld the end reinforcement bars (53) to the bottom skeleton reinforcement bars (51).
2. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 1, characterized in that: The newly added pile foundation (20) is located at a position in the transverse direction at a distance of not less than 2.5 times the pile diameter from the original pile foundation.
3. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 2, characterized in that: The extended reinforced beam segment (30) connects the abutment cap (10) and the newly added pile foundation (20), and is cast integrally with the old and new concrete junction segment (31).
4. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 3, characterized in that: The groove (11) is formed at the top and bottom of the abutment cap (10) and is used to expose the original reinforcing bars (54).
5. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 4, characterized in that: The reinforcing steel plate (40) is installed on the bottom of the abutment cap (10) by bolts (41).
6. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 5, characterized in that: The top skeleton reinforcement (50) is welded to the original reinforcement (54) exposed from the top groove (11).
7. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 6, characterized in that: The bottom skeleton reinforcement (51) is welded to the original reinforcement (54) exposed from the bottom groove (11).
8. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 7, characterized in that: The bent skeleton reinforcement (52) is simultaneously welded to the top skeleton reinforcement (50) and the bottom skeleton reinforcement (51).
9. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 8, characterized in that: The end reinforcement bars (53) are arranged in a quincunx pattern.
10. The design and construction method for pile foundation misalignment treatment based on a reinforcement system as described in claim 9, characterized in that: The end reinforcement (53) is welded to the bottom skeleton reinforcement (51).