Construction technology suitable for sinking treatment of beam yard pedestal

Abstract

The invention discloses a construction technology suitable for sinking treatment of a beam yard pedestal, and particularly relates to the technical field of motor rotor machining, which comprises the following steps: S1, carrying out geological monitoring, settlement data recording, old beam seat checking and reserving or new beam seat replacing on a construction platform of a completed elevation horizontal plane, S2, carrying out paying-off measurement, confirming the depth of a foundation pit, and carrying out mechanical excavation, and S3, at the position of the leveled foundation, an underground diaphragm wall and a corner protection supporting frame are constructed to reinforce the inner wall of the first construction foundation pit, gravel is backfilled in a layered mode, and holes are formed through a geological drilling machine according to designed hole positions. An old pedestal main body structure is reserved, only the base is reinforced, the workload of dismantling and rebuilding is reduced, the construction period can be shortened, the elevation is dynamically adjusted based on sedimentary surveying and mapping data, errors caused by traditional experience-based construction are avoided, and it is ensured that the flatness of the top face of the pedestal meets the high-precision requirement of a precast beam.

Description

Technical Field

[0001] This application relates to the field of motor rotor processing technology, and more specifically, to a construction process applicable to the treatment of sinking of beam yard platforms. Background Technology

[0002] The beam yard platform is a key load-bearing facility for precast concrete beams. Its structural stability directly affects the dimensional accuracy of the beam, the prestressing tensioning effect and the overall construction quality. Platform subsidence is a typical foundation disease, involving the intersection of geotechnical engineering, structural engineering and bridge prefabrication technology. It requires comprehensive treatment by combining geological investigation, reinforcement technology and construction control.

[0003] A search revealed that CN115157417B discloses a prefabricated beam platform template structure and its usage method. The prefabricated beam template is installed in a recessed groove of a sunken prefabricated box girder yard. The prefabricated beam has a T-shaped structure. A bottom formwork distribution beam is provided between the bottom of the prefabricated beam and the bottom surface of the groove. Side forms are provided on both sides of each prefabricated beam. The bottom formwork distribution beam adopts a prefabricated design. A set of pads is provided at both ends of the bottom formwork distribution beam: a fixed pad and a movable pad. The fixed pad is located inside the movable pad. The outer side of the movable pad also has a pull-out top block groove on the bottom formwork distribution beam. Pull-out top blocks are provided in conjunction with the pull-out top block groove to fix the side forms. This facilitates the installation and dismantling process and improves work efficiency. In the process of realizing this application, the inventors discovered the following problems with the prior art:

[0004] After the existing beam yard platforms are completed, because they are located in coastal areas or areas with high groundwater levels, the foundations of the platforms are subjected to long-term erosion by seawater and corrosive groundwater, which leads to concrete cracking and steel corrosion, indirectly causing settlement. In addition, for super-large platforms, the settlement at both ends and the middle is inconsistent, causing the beam yard platforms to settle.

[0005] Therefore, a construction technique suitable for handling the subsidence of beam yard platforms is proposed to address the above-mentioned problems. Summary of the Invention

[0006] In order to overcome the above-mentioned defects of the prior art, this application provides a construction process applicable to the treatment of the sinking of beam yard abutments, so as to solve the problems mentioned in the background art.

[0007] To achieve the above objectives, this application provides the following technical solution: a construction process applicable to the treatment of subsidence of beam yard platform, including the following steps: S1, conduct geological monitoring at the construction platform where the elevation level has been completed, record settlement data, and verify whether to retain the old beam base or replace it with a new beam base.

[0008] S2. Lay out the survey lines, confirm the depth of the foundation pit, and mechanically excavate to conduct foundation acceptance.

[0009] S3. At the leveled foundation, construct underground continuous walls and corner support frames to reinforce the inner wall of the first construction pit, and backfill with crushed stone in layers. Drill holes according to the designed hole positions using a geological drilling rig, and grout them for deep grouting reinforcement.

[0010] S4. Pour the first and second reinforced concrete foundations, and install the I-beam formwork to carry out concrete pouring.

[0011] S5. Maintain the first and second reinforced concrete foundations and monitor the settlement of the beam seat and platform.

[0012] S6. Complete quality inspection and archive the data.

[0013] Preferably, in step S1, the old beam base on the construction platform at the elevation level is confirmed to be removed, the settlement of the sunken platform is continuously monitored and the data is recorded, and the construction area is isolated with warning tape.

[0014] Preferably, in step S2, the measurement and layout are completed, the template and steel strands on the platform are removed and transferred to a spare platform, and the second reinforced concrete foundation and the I-beams above it on the construction platform are dismantled, the first reinforced concrete foundation is dismantled, and the dismantling waste is transported to a designated spoil disposal site.

[0015] Preferably, in step S3, after confirming the removal of the old beam base and replacement with the new beam base, a line is laid out 5m outward from the edge of the platform foundation, and a milling machine is guided to construct the trench and clean the trench. The underground continuous wall is then lowered in sequence, and the excavator moves to the leveled foundation of the construction platform and excavates downward. The corner support frame and the butt splicing plate are constructed with bolts at the inner support end of the underground continuous wall. A grounding support plate is placed below the butt splicing plate, and a support column is placed between the two sets of butt splicing plates. The limit shaft is fixedly connected to the butt splicing plate and the support column.

[0016] Preferably, in step S3, graded crushed stone is backfilled into the first construction pit in layers, each layer being 25cm thick. The layers are compacted using an 18t vibratory roller, with the corners compacted using a frog-type rammer. The compaction degree is then checked, and the next layer is constructed after the compaction is deemed satisfactory. After the construction is completed, the first reinforced concrete foundation and the second reinforced concrete foundation are poured in sequence to complete the construction of the new beam seat.

[0017] Preferably, in step S3, the first construction pit is replaced and compacted, and grouting holes are opened on both sides of the first reinforced concrete foundation construction surface, and grouting pipes are inserted to inject grout into the holes to complete the reinforcement.

[0018] Preferably, in step S5, the concrete is covered with plastic film and geotextile, watered and cured, and the temperature is kept ≥5℃. In step S6, the concrete strength is tested and a bearing capacity test is performed to complete the flatness calibration.

[0019] Preferably, in step S3, the old platform is retained. Using a geological drilling machine, a hole with a diameter of 80mm is drilled at a 120° angle along the horizontal plane of the first reinforced concrete foundation as the base point, and the hole depth reaches 4m into the soil layer. The hole is then extended laterally by 1m to complete the construction of the first inclined pouring trench. Then, the hole is extended longitudinally by 0.5m between the two sets of holes, and the hole is continuously drilled at a 120° angle along the horizontal plane of the base point to complete the construction of the second inclined pouring trench. Finally, the hole is continuously excavated at a 120° angle along the horizontal plane of the base point, extending longitudinally by 1m from the end of the initial hole, and the hole is continued to be excavated at a 120° angle along the horizontal plane of the base point, extending laterally by 1m, to complete the construction of the third inclined pouring trench. The hole is then constructed in a mirror image with the first reinforced concrete foundation as the base point to complete the construction of the insertion hole of the construction platform.

[0020] Preferably, in step S3, a vertical hole is drilled downwards from the pouring port of the third inclined pouring trough to a depth of 5m. A first grouting small guide pipe is placed into the first inclined pouring trough and the second inclined pouring trough, and a second grouting small guide pipe is placed into the third inclined pouring trough. The grouting port of the second grouting small guide pipe is used as the construction endpoint. A reinforcing anchor is placed vertically at the edge of the insertion hole. Concrete grout is poured into the insertion hole, the first inclined pouring trough, the second inclined pouring trough and the third inclined pouring trough to complete the reinforcement of the bottom of the old beam seat. A leveling template is laid on the second reinforced concrete foundation and I-beams are installed to complete the leveling of the old platform.

[0021] The technical effects and advantages of this application are as follows:

[0022] 1. Compared with existing technologies, this construction process is applicable to the treatment of subsidence of beam yard abutments. The top surface elevation is adjusted according to the 3-day data detected by the sedimentation mapping platform and verified with a level. An umbrella-shaped reinforcement zone is formed through three-way inclined channels and vertical grouting holes to improve the bearing capacity of deep soil. It is more efficient than traditional planar grouting, retains the main structure of the old abutment, and only reinforces the foundation, reducing the amount of demolition and reconstruction work. It can shorten the construction period. Furthermore, the elevation is dynamically adjusted based on sedimentation mapping data to avoid the errors of traditional experience-based construction. It ensures that the flatness of the top surface of the abutment meets the high-precision requirements of precast beams and replaces the abutment demolition and reconstruction step in Example 1, directly reinforcing the old foundation.

[0023] 2. Compared with existing technologies, this construction process, applicable to the treatment of subsidence of beam yard piers, uses the edge of the first reinforced concrete foundation of the old pier as a base point. The drilling rig angle is adjusted to a 120° inclination to the horizontal plane (60° angle with the vertical direction), tilting outwards towards the pier. Starting from the base point, holes are drilled at a 120° inclination along the horizontal plane, reaching a depth of 4m below the original soil layer. After drilling, continuous inclined channels are formed laterally, extending 1m perpendicular to the pier axis, with 1m intervals between each channel. Longitudinally, along the pier axis, at 0.5m intervals, holes are continuously drilled at the same 120° inclination. A second set of inclined channels is formed, longitudinally covering the base area of ​​the platform. Extending longitudinally by 1m from the initial hole end, a 5m vertical hole is first drilled downwards as the main grouting channel. Then, holes are formed laterally by 1m at an inclination of 120° to both sides, forming an I-shaped three-dimensional channel to enhance the reinforcement effect of deep soil. With the first reinforced concrete foundation as the center of symmetry, a second reinforced concrete foundation is constructed simultaneously on the other side to ensure that the reinforcement range on both sides is symmetrical. The insertion hole is used in conjunction with the third inclined pouring groove to form a lateral support surface to create a dense support frame for the bottom sinkhole end of the platform, thereby completing the support of the platform.

[0024] 3. Compared with the existing technology, this construction process applicable to the treatment of the subsidence of the beam yard platform adopts the following approach: a diaphragm wall is set up in the first construction pit of the construction platform, and a concentrated reinforcement area is formed by the first inclined pouring trench, the second inclined pouring trench and the third inclined pouring trench to intensively reinforce the foundation under the beam yard platform to block the erosion of underground rivers or seawater. Attached Figure Description

[0025] Figure 1 This is a schematic diagram of the overall structure of this application;

[0026] Figure 2 This is a schematic diagram of the leveled foundation structure of this application;

[0027] Figure 3 This is a structural schematic diagram of the first reinforced concrete foundation of this application;

[0028] Figure 4 This is a structural schematic diagram of the diaphragm wall in this application;

[0029] Figure 5 This is a structural schematic diagram of the I-beam of this application;

[0030] Figure 6 This is a schematic diagram of the structure of the second grouting conduit in this application;

[0031] Figure 7 This is a structural schematic diagram of the reinforced anchor rod of this application.

[0032] The attached diagram is labeled as follows: 1. Elevation level; 2. Construction platform; 201. Insertion hole; 202. First inclined pouring trench; 203. Second inclined pouring trench; 204. Third inclined pouring trench; 3. Sedimentation surveying platform; 4. Leveling foundation; 5. Diaphragm wall; 6. First construction pit; 7. Corner support frame; 8. Butt splicing plate; 9. Support column; 10. Limiting shaft; 11. Grounding support plate; 12. First reinforced concrete foundation; 13. Second reinforced concrete foundation; 14. I-beam; 15. Reinforcing anchor; 16. First grouting guide pipe; 17. Second grouting guide pipe; 18. Soil layer. Detailed Implementation

[0033] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0034] Example 1

[0035] As attached Figures 1 to 7 The construction process shown is applicable to the treatment of subsidence of beam yard platform, including the following steps: S1, conduct geological testing on the construction platform 2 at the completed elevation level 1, record settlement data, and verify whether to retain the old beam seat or replace it with a new beam seat.

[0036] S2. Lay out the survey lines, confirm the depth of the foundation pit, and mechanically excavate to conduct foundation acceptance.

[0037] S3. At the leveled foundation 4, construct underground continuous wall 5 and corner support frame 7 to reinforce the inner wall of the first construction pit 6, and backfill with crushed stone in layers. Drill holes with a geological drilling rig according to the design hole positions, and grout for deep grouting reinforcement.

[0038] S4. Pour the first reinforced concrete foundation 12 and the second reinforced concrete foundation 13, and install the I-beam 14 formwork to carry out concrete pouring.

[0039] S5. Maintain the first reinforced concrete foundation 12 and the second reinforced concrete foundation 13, and monitor the settlement of the beam seat platform.

[0040] S6. Complete quality inspection and archive the data.

[0041] As a preferred embodiment, in step S1, it is confirmed that the old beam seat on the construction platform 2 at the elevation level 1 has been removed. The settlement of the sunken platform is monitored for 3 consecutive days, and the data is recorded. The construction area is isolated with warning tape. During the construction process, it is determined whether to remove the platform based on the original beam seat structure. When it is confirmed that the old platform needs to be replaced, the settlement size of the platform is first confirmed and monitored for 3 consecutive days. The settlement data is recorded every 12 hours. After confirming the settlement data, the construction area is confirmed, the construction area is isolated with warning tape, and the formwork, steel strands and I-beam foundation equipment on the platform are removed and transferred to a spare platform.

[0042] In a preferred embodiment, in step S2, the measurement and layout are completed, the template and steel strands on the platform are removed and transferred to the spare platform, and the second reinforced concrete foundation 13 on the construction platform 2 and the I-beam 14 above it are dismantled, and the first reinforced concrete foundation 12 is dismantled, and the dismantling waste is transported to the designated spoil disposal site.

[0043] In a preferred embodiment, in step S3, after confirming the removal of the old beam base and replacement with a new beam base, a line is laid out 5m outward from the edge of the platform foundation, and a milling machine is guided to construct the trench. The trench is then cleaned, and the underground continuous wall 5 is lowered sequentially. The excavator moves to the leveled foundation 4 of the construction platform 2 and excavates downward. Using the underground continuous wall 5 as the support end, corner protection support frames 7 and butt joint plates 8 are constructed using bolts. Support columns 9 are placed between the two sets of butt joint plates 8, and grounding support plates 11 are placed below the butt joint plates 8, with limiting shafts 10 providing support. The foundation is fixedly connected to the connecting splice plate 8 and the support column 9. The line is laid out 5m outward from the edge of the pedestal foundation. Mechanical excavation is used, and 20cm is reserved for manual cleaning. Then, the depth of the foundation pit is adjusted according to the settlement depth measured over 3 days. The slope of the foundation pit is 1:0.5. A 30cm×30cm drainage ditch is set around the perimeter. The drainage ditch is supported by 7 rows of corner guards. A 3kW sewage pump is placed at the bottom for drainage. After excavating to the design elevation, the bearing capacity of the foundation is confirmed to be ≥150kPa. If there is still silty soil, the over-excavation continues until the qualified soil layer is reached.

[0044] In a preferred embodiment, in step S3, graded crushed stone is backfilled into the first construction pit 6 in layers, each layer being 25cm thick. The layers are compacted using an 18t vibratory roller, with the corners compacted using a frog-type rammer. The compaction degree is then checked, and the next layer is constructed after the compaction is deemed satisfactory. After the construction is completed, the first reinforced concrete foundation 12 and the second reinforced concrete foundation 13 are poured in sequence to complete the construction of the new beam seat.

[0045] In a preferred embodiment, in step S3, the first construction pit 6 is replaced and compacted, and grouting holes are opened on both sides of the construction surface of the first reinforced concrete foundation 12. Grouting pipes are inserted and grout is injected into the holes to complete the reinforcement. The grouting pipes are inserted and grout is injected at intervals of 50cm from the bottom of the hole upwards. The grouting sequence is from the outside to the inside, and the grouting interval between adjacent holes is ≥24h to avoid cross-grouting.

[0046] As a preferred embodiment, in step S5, the concrete is covered with plastic film and geotextile, and watered for 14 days while maintaining a temperature ≥5℃. In step 6, the concrete strength is tested and a bearing capacity test is performed to complete the flatness calibration.

[0047] The working process of this application is as follows: First, confirm the settlement size of the platform and monitor it continuously for 3 days. The monitoring will continuously monitor the settlement of the sinking platform for 3 days, record the data, record it once every 12 hours, confirm the settlement data, then confirm the construction area, use warning tape to isolate the construction area, and remove the formwork, steel strands and I-beam 14 foundation equipment on the platform and transfer them to the spare platform.

[0048] After completing the measurement and layout, remove the template and steel strands on the platform, transfer them to the spare platform, dismantle the second reinforced concrete foundation 13 and the I-beam 14 on the construction platform 2, dismantle the first reinforced concrete foundation 12, and transport the demolition waste to the designated spoil disposal site.

[0049] The foundation was laid out with a 5m extension from the edge of the pedestal. Mechanical excavation was carried out, with 20cm reserved for manual cleaning. The depth of the foundation pit was then adjusted based on the settlement depth measured over 3 days. The slope of the foundation pit was 1:0.5. A 30cm×30cm drainage ditch was set up around the perimeter, with 7 rows of drainage ditches supported by corner guards. A 3kW sewage pump was placed at the bottom for drainage. After excavating to the design elevation, the bearing capacity of the foundation was confirmed to be ≥150kPa. If there was still silty soil, over-excavation was continued until a qualified soil layer was reached.

[0050] The first reinforced concrete foundation 12 and the second reinforced concrete foundation 13 are poured, and the I-beam 14 formwork is installed. Concrete is poured, and then the first reinforced concrete foundation 12 and the second reinforced concrete foundation 13 are cured. The settlement of the beam abutment is monitored, the quality inspection is completed, and the data is archived. The above is the working principle of a construction process suitable for the treatment of beam yard abutment settlement.

[0051] Example 2

[0052] Based on Example 1, the solution in Example 1 will be further described in detail below with reference to the specific working method, such as... Figures 1 to 7 As shown below, see details:

[0053] In a preferred embodiment, in step S3, the old platform is retained. Using a geological drilling machine, a hole with a diameter of 80mm is drilled at a 120° angle along the horizontal plane of the first reinforced concrete foundation 12, extending 1m laterally to complete the construction of the first inclined pouring trench 202. Then, extending 0.5m longitudinally between the two sets of holes, a hole is continuously drilled at a 120° angle along the horizontal plane of the foundation to complete the construction of the second inclined pouring trench 203. Finally, extending 1m longitudinally from the initial hole end, a hole is continuously excavated at a 120° angle along the horizontal plane of the foundation, and then extended horizontally for another 1m, excavating at a 120° angle to complete the construction of the third inclined pouring trench 204. Using the first reinforced concrete foundation 12 as the base point, the insertion hole 201 of the construction platform 2 is completed by mirroring the construction. The bottom reinforcement of both foundation 12 and the second reinforced concrete foundation 13 adopts a two-way arrangement. The upper layer reinforcement and the protective layer pads at the top of the second reinforced concrete foundation 13 are spaced 1m apart and arranged in a quincunx pattern. Standardized steel formwork is used and bolted together. The verticality deviation is ≤1‰. The top surface elevation is adjusted according to the 3-day data detected by the sedimentation mapping platform 3 and verified with a level. Through the three-way inclined groove 204 and vertical grouting holes, an umbrella-shaped reinforcement zone is formed to improve the bearing capacity of deep soil. The efficiency is 30% higher than that of traditional planar grouting. The main structure of the old platform is retained, and only the base is reinforced, reducing the amount of demolition and reconstruction work. The construction period can be shortened. The elevation is dynamically adjusted based on the sedimentation mapping data to avoid the errors of traditional experience-based construction. It ensures that the flatness of the platform top surface meets the high precision requirements of precast beams and replaces the platform demolition and reconstruction in Example 1, directly reinforcing the old foundation.

[0054] In a preferred embodiment, in step S3, a vertical hole is drilled downwards from the pouring port of the third inclined pouring trough 204 to a depth of 5m. First grouting guide pipes 16 are placed into the first inclined pouring trough 202 and the second inclined pouring trough 203, and a second grouting guide pipe 17 is placed into the third inclined pouring trough 204. The grouting port of the second grouting guide pipe 17 is used as the construction endpoint. Reinforcing anchor rods 15 are vertically placed at the edge of the insertion hole 201. Concrete grout is poured into the insertion hole 201, the first inclined pouring trough 202, the second inclined pouring trough 203 and the third inclined pouring trough 204 to complete the reinforcement of the bottom of the old beam seat. A leveling template is laid on the second reinforced concrete foundation 13 and I-beams 14 are installed to complete the leveling of the old platform.

[0055] The working process of this application is as follows: First, using an XY-2 type geological drilling machine, with the edge of the first reinforced concrete foundation 12 of the old platform as the base point, the drilling rig angle is adjusted to 120° inclination to the horizontal plane, i.e., 60° angle with the vertical direction, tilting towards the outside of the platform. Starting from the base point, a hole is drilled at a 120° inclination along the horizontal plane, with a hole depth of 4m below the original soil layer. After the hole is formed, a continuous inclined channel with a length of 1m is extended laterally in the direction perpendicular to the platform axis, with a hole diameter of 80mm. In the longitudinal direction of the first group of channels, along the platform axis, at intervals of 0.5m, holes are continuously formed at the same angle of 120°, forming a second group of inclined channels. The longitudinal direction covers the platform base area, extending 1m longitudinally from the initial hole end. First, a 5m vertical hole is drilled downwards as the main grouting channel, and then holes are formed laterally on both sides at a 120° inclination, forming a... A three-dimensional I-shaped channel is formed to enhance the reinforcement effect of deep soil. With the first reinforced concrete foundation 12 as the center of symmetry, the second reinforced concrete foundation 13 is constructed simultaneously on the other side to ensure that the reinforcement range on both sides is symmetrical. The first grouting pipe 16 is used for the first inclined pouring trench 202 and the second inclined pouring trench 203. It is vertically inserted into the inclined channel and the exposed end is fixed to the edge of the foundation. The gap of the hole is sealed with quick-setting mortar. The second grouting pipe 17 is used for the third inclined pouring trench 204. With the vertical hole as the center, it extends to the inclined channel of the third inclined pouring trench 204 to form a three-dimensional grouting network. The reinforcing anchor rods 15 are evenly arranged at 1m intervals along the edge of the insertion hole 201 and vertically driven into the foundation. The vertical hole of the third inclined pouring trench 204 is grouted first, and then the inclined holes on both sides are grouted. The grouting is stopped when the adjacent holes ooze grout.

[0056] Both the first reinforced concrete foundation 12 and the second reinforced concrete foundation 13 adopt a two-way arrangement, with full binding at the intersection. The thickness of the bottom reinforcement protective layer is 50mm, and a standardized steel formwork is used. The bolt connection gap is ≤1mm. The average settlement value is taken as the benchmark based on the monitoring data of the sedimentation survey platform 3 for 3 consecutive days. The anti-arch value is reserved. The anti-arch value is calculated by the measured settlement value + the designed pre-arch value = the anti-arch value.

[0057] The first reinforced concrete foundation 12 is laid parallel to the top surface of the second reinforced concrete foundation 13 at 60cm intervals. The I-beam 14 is welded to the steel plate embedded in the top surface of the foundation to ensure uniform rigidity of the leveling layer. A 5mm thick steel plate is laid on the top surface of the I-beam 14, and the edges are ground smooth with an angle grinder. The overall flatness is checked with a 2m straightedge to complete the settlement leveling construction. The above is the working principle of a construction process suitable for the settlement treatment of beam yard platform.

Claims

1. A construction technique applicable to the settlement treatment of beam yard abutments, characterized in that: Includes the following steps: S1. Conduct geological testing on the construction platform (2) at the completed elevation level (1), record settlement data, and verify whether to retain the old beam seat or replace it with a new beam seat; S2. Lay out the survey lines, confirm the depth of the foundation pit, and mechanically excavate to conduct foundation acceptance. S3. At the leveled foundation (4), construct underground continuous wall (5) and corner support frame (7) to reinforce the inner wall of the first construction pit (6), and backfill with crushed stone in layers. Drill holes according to the designed hole positions using a geological drilling rig, and grout for deep grouting reinforcement. S4. Pour the first reinforced concrete foundation (12) and the second reinforced concrete foundation (13), and install the I-beam (14) formwork to carry out concrete pouring; S5. Maintain the first reinforced concrete foundation (12) and the second reinforced concrete foundation (13), and monitor the settlement of the beam seat platform; S6. Complete quality inspection and archive the data.

2. The construction process for handling the subsidence of beam yard abutments according to claim 1, characterized in that: In step S1, the old beam seat on the construction platform (2) of the elevation level (1) is confirmed to be removed, the settlement of the sunken platform is monitored for 3 consecutive days, the data is recorded, and the construction area is isolated with warning tape.

3. The construction process for handling the subsidence of beam yard abutments according to claim 1, characterized in that: In step S2, the measurement and layout are completed, the template and steel strands on the platform are removed and transferred to the spare platform, and the second reinforced concrete foundation (13) on the construction platform (2) and the I-beam (14) above it are dismantled, and the first reinforced concrete foundation (12) is dismantled. The dismantling waste is transported to the designated spoil disposal site.

4. The construction process for handling the subsidence of beam yard abutments according to claim 1, characterized in that: In step S3, after confirming the removal of the old beam seat and replacement with the new beam seat, the line is laid out 5m outward from the edge of the platform foundation, and the milling machine is guided to construct the trench and clean the trench. The underground continuous wall (5) is lowered in sequence, and the excavator moves to the leveled foundation (4) of the construction platform (2) and excavates downward. The underground continuous wall (5) is used as the support end, and the corner protection support frame (7) and the butt splicing plate (8) are constructed by bolts. A support column (9) is placed between the two sets of the butt splicing plates (8) and fixedly connected to the butt splicing plate (8) and the support column (9) by the limiting shaft (10). A grounding support plate (11) is placed below the butt splicing plate (8).

5. The construction process for handling the subsidence of beam yard abutments according to claim 1, characterized in that: In step S3, graded crushed stone is backfilled into the first construction pit (6) in layers, each layer being 25cm thick. An 18t vibratory roller is used for compaction, and the corners are compacted with a frog-type rammer. The compaction degree is then checked. After passing the test, the next layer is constructed. After the construction is completed, the first reinforced concrete foundation (12) and the second reinforced concrete foundation (13) are poured in sequence to complete the construction of the new beam seat.

6. The construction process for handling the subsidence of beam yard abutments according to claim 1, characterized in that: In step S3, the first construction pit (6) is replaced and compacted, and the construction surface of the first reinforced concrete foundation (12) is extended to both sides, grouting holes are opened, and grouting pipes are inserted to inject grout into the holes to complete the reinforcement.

7. The construction process for handling the subsidence of beam yard abutments according to claim 1, characterized in that: In step 5, cover with plastic film and geotextile, water and cure for 14 days, keeping the temperature ≥5℃. In step 6, test the concrete strength and conduct a bearing capacity test to complete the flatness calibration.

8. The construction process for handling the settlement of beam yard abutments according to claim 1, characterized in that: In step S3, the old platform is retained. Using a geological drilling machine, the first reinforced concrete foundation (12) is used as the base point. The hole is drilled at an angle of 120° along the horizontal plane of the base point with a diameter of 80mm and a depth of 4m to the soil layer (18). The hole is extended laterally by 1m to complete the construction of the first inclined pouring trench (202). Then, the hole is extended longitudinally by 0.5m between the two sets of holes. The hole is drilled at an angle of 120° along the horizontal plane of the base point to complete the construction of the second inclined pouring trench (203). Finally, the hole is drilled at an angle of 120° along the horizontal plane of the base point to extend longitudinally by 1m from the end of the initial construction hole. The hole is then drilled at an angle of 120° and extended horizontally by 1m to complete the construction of the third inclined pouring trench (204). The hole is drilled in a mirror image with the first reinforced concrete foundation (12) as the base point to complete the construction of the insertion hole (201) of the construction platform (2).

9. A construction process applicable to the settlement treatment of beam yard abutments according to claim 8, characterized in that: In step S3, a vertical hole is drilled downward from the pouring port of the third inclined pouring trough (204) to a depth of 5m. The first grouting small guide pipe (16) is placed into the first inclined pouring trough (202) and the second inclined pouring trough (203), and the second grouting small guide pipe (17) is placed into the third inclined pouring trough (204). The grouting port of the second grouting small guide pipe (17) is used as the construction endpoint. The reinforcing anchor rod (15) is placed vertically at the edge of the insertion hole (201). Concrete grout is poured into the insertion hole (201), the first inclined pouring trough (202), the second inclined pouring trough (203) and the third inclined pouring trough (204) to complete the reinforcement of the bottom of the old beam seat. A leveling template is laid on the second reinforced concrete foundation (13), and I-beams (14) are installed to complete the leveling of the old platform.

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