Precise and rapid construction method of sleeve-type pile cap

Abstract

This invention provides a precise and rapid construction method for a sleeve-type pile cap, comprising the following steps: S1, re-verifying the accuracy of pile foundations at different locations; S2, completing the casting construction of the precast pile cap according to the design drawings; S3, fitting the steel sleeve at the bottom of the precast pile cap onto the pile foundation and adjusting its height; S4, sealing the bottom of the steel sleeve and grouting the gap between the pile foundation and the steel sleeve, curing to the design strength; S5, installing the crossbeam onto the top of the precast pile cap, with the bottom of the crossbeam set in the pit. This invention is ingeniously designed, significantly improving the construction efficiency of the wharf, while also being highly safe, easy to operate, and possessing good economic benefits.

Description

Technical Field

[0001] This invention relates to the field of high-pile wharf construction technology, and in particular to a precise and rapid construction method for a sleeve-type pile cap. Background Technology

[0002] High-pile wharves boast strong load-bearing capacity, good versatility, and adaptability to water level changes, making them widely used in large-scale port projects. However, high-pile wharves also involve large investments, long construction periods, stringent water level requirements during construction, and relatively poor environmental impact. Therefore, the common aspiration of construction and contracting companies is to complete wharf construction quickly and environmentally, and put them into operation as soon as possible. With the rapid development of prefabricated buildings, prefabricated wharf construction is also gradually emerging. Currently, many components in wharf construction, such as pile foundations, longitudinal beams, panels, and prestressed hollow slabs, are prefabricated. However, crossbeams are mostly cast-in-place, which greatly restricts the development of prefabricated wharf construction. One important reason is that the connection between the pile foundation and the crossbeams remains a challenge.

[0003] High-pile wharves are characterized by complex equipment and processes, large loads, long cantilevered pile foundations, and the need for underwater construction. To resist the significant horizontal forces on the wharf platform, multiple piles are connected to the same crossbeam within the same frame, typically using paired inclined piles or additional connecting braces. Figure 1 As shown. The operating environment of high-pile wharves requires that the pile caps of the same frame can be reliably connected to the individual pile foundations, as well as to the unified crossbeams, and the characteristics of large displacement of pile foundations during underwater construction must be fully considered.

[0004] Chinese patent document CN 213926243 U describes an assembled pile cap for prestressed pipe piles; however, this structure is not effectively adapted to the construction of high-pile wharves, especially inclined piles, and its use has obvious defects. Chinese patent document CN 105586967 A describes a prefabricated assembled pile cap for composite foundations, but the above problems still exist and need to be improved. Summary of the Invention

[0005] This invention provides a precise and rapid construction method for sleeve-type pile caps, which solves the problems of low assembly efficiency, restricted construction progress, long construction period, and safety risks in the construction of high-pile wharves.

[0006] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is: a precise and rapid construction method for a sleeve-type pile cap, comprising the following steps:

[0007] S1. Re-verify the accuracy of pile foundations at different locations;

[0008] S2. Complete the casting of precast pile caps according to the design drawings;

[0009] S3. Place the steel sleeve at the bottom of the precast pile cap onto the pile foundation and adjust the height;

[0010] S4. Seal the bottom of the steel sleeve and grout between the pile foundation and the steel sleeve, and cure it to the design strength;

[0011] S5. Install the crossbeam to the top of the precast pile cap, with the bottom of the crossbeam set in the pit.

[0012] In the preferred scheme, pile foundations that meet the design parameters are treated using this method, while those that do not meet the parameters are treated separately.

[0013] In the preferred embodiment, when hollow pipe piles are used for the pile foundation, the bottom of the pile foundation needs to be sealed inside and the pile core concrete needs to be poured.

[0014] In the preferred embodiment, in S2, the steel sleeve is embedded inside the precast pile cap, the embedment depth of the steel sleeve is greater than the outer diameter of the steel sleeve, and multiple anchoring steel bars are set on the inner side of the steel sleeve, extending outward through the top of the precast pile cap.

[0015] In the preferred embodiment, a pit is provided on the upper part of the precast pile cap, and lifting rings are symmetrically embedded in the pit.

[0016] In the preferred embodiment, in step S5, the alignment hole of the crossbeam is aligned with the anchoring steel bar on the precast pile cap and lowered until the protrusion rests in the pit, and the alignment hole is grouted.

[0017] In the preferred embodiment, the specific steps of S3 are as follows:

[0018] S31. After the rigidity strength of the pile foundation meets the usage requirements, a leveling mortar block is set on the top of it, and a pre-embedded steel pipe is embedded in the leveling mortar block.

[0019] S32. Multiple first grouting holes, threaded holes and second grouting holes are respectively provided on the outer side of the steel sleeve along the circumferential direction;

[0020] S33. Using the second grouting hole located on the upper side of the steel sleeve, the screw is inserted into the second grouting hole and threadedly connected to the pre-embedded steel pipe to form a coarse adjustment positioning.

[0021] S34. Install the bolts into the threaded holes and adjust the bolts at different positions to ensure that the end face of the bolts fits against the outer wall of the pile foundation until the design accuracy is achieved.

[0022] In the preferred embodiment, the specific steps of S4 are as follows:

[0023] S41. Use an adaptive slope unit to quickly seal the bottom of the steel sleeve. Slide the corresponding slide plates into the slides in the middle of their respective base plates, and then insert the bolts into the adjusting plate and connect them to the base plate by threads.

[0024] S42. Then, adapt the notch on the slide plate to the outer wall of the pile foundation, and adjust the length of the two follower grooves on both sides as needed.

[0025] S43. Connect the two opposing base plates, with bolts inserted into the ear plates on both sides of the base plates and locked in place with nuts;

[0026] S44. Adjust the height of the base plate until the clamping groove fits against the outside of the steel sleeve, the width of the clamping groove is equal to the outer diameter of the steel sleeve, and the width of the following groove is equal to the outer diameter of the pile foundation.

[0027] S45. Weld the base plate and slide plate to the bottom of the steel sleeve and check the sealing effect after welding.

[0028] In the preferred embodiment, a chamfer is provided on the upper side of the notch of the sliding plate, so that it can fit better against the outside of the pile foundation.

[0029] In the preferred embodiment, step S45 is as follows:

[0030] S451. Multiple screws are symmetrically welded circumferentially to the lower outer side of the steel sleeve;

[0031] S452. Wrap nylon thread around the gap between the adjusting plate and the bolt, and fix the nylon thread and screw;

[0032] S453. After the entire adaptive slope unit is completely fixed to the steel sleeve by the nylon thread, check the connection status at each position to ensure that the position of the adaptive slope unit is accurate.

[0033] S454. Perform manual welding to ensure uniform weld points;

[0034] S455. Cut off the excess portion and finally remove the nylon thread to complete the removal of the cut portion.

[0035] The beneficial effects of this invention are as follows: The sleeve-type pile cap structure can greatly improve the prefabrication rate of high-pile wharves, accelerate the construction progress, and make on-site construction more environmentally friendly; compared with slot-type joints, the overall prefabrication of the upper crossbeam eliminates the need for welding and post-casting of reinforcing bars at intermediate nodes, ensuring the continuity of the crossbeam and significantly enhancing its ability to resist positive and negative bending moments; at the same time, a steel sleeve is provided at the bottom of the prefabricated pile cap, which can effectively address the inclination angle of inclined piles, not only without weakening the strength of the pile foundation connection, but also making the relative position of the pile cap and the crossbeam more precise. Through the pre-reserved anchoring steel bars in the pile cap and the pre-reserved holes on the crossbeam, a reliable connection is achieved after grouting. This invention has good adaptability to both straight and inclined piles, basically meeting the working conditions of various pile foundation arrangements in the design of high-pile wharves. By setting the length of the steel sleeve, steel connecting braces can be set for each pile foundation, solving the problem of difficulty in setting connecting braces in prestressed pipe pile structures and improving the stress condition. Attached Figure Description

[0036] The present invention will be further described below with reference to the accompanying drawings and embodiments:

[0037] Figure 1 This is a schematic diagram of a typical cross-section of an inland waterway high-pile wharf;

[0038] Figure 2 This is a schematic diagram of the bearing cap structure of the present invention;

[0039] Figure 3 This is a schematic diagram of the crossbeam, precast pile cap, and pile foundation connection structure of the present invention, in state one.

[0040] Figure 4 yes Figure 3 A frontal view diagram;

[0041] Figure 5 yes Figure 3 Bottom diagram;

[0042] Figure 6 yes Figure 3 A left-view diagram;

[0043] Figure 7 This is a schematic diagram of the crossbeam, precast pile cap, and pile foundation connection structure of the present invention, in state two.

[0044] Figure 8 yes Figure 3 Schematic diagram of the exploded structure, state one;

[0045] Figure 9 yes Figure 3 Schematic diagram of the exploded structure, state two;

[0046] Figure 10 This is a schematic diagram of the exploded structure of the precast pile cap installation pile foundation according to the present invention;

[0047] Figure 11 This is a schematic diagram of the exploded structure of the adaptive slope unit of the present invention, state one;

[0048] Figure 12 This is a schematic diagram of the adaptive slope unit explosion structure of the present invention, state two.

[0049] In the diagram: 1. Pile foundation; 2. Precast pile cap; 201. Pit; 202. Anchoring steel bar; 203. Lifting ring; 3. Crossbeam; 301. Protrusion; 302. Alignment hole; 4. Steel sleeve; 401. First grouting hole; 402. Threaded hole; 403. Second grouting hole; 5. Adaptive slope unit; 501. Base plate; 502. Slide plate; 503. Follow-up groove; 504. Clamping groove; 505. Chamfer; 506. Adjusting plate; 507. Ear plate; 508. Notch; 509. Bolt; 6. Leveling mortar block; 7. Screw; 8. Embedded steel pipe; 9. Nut; 10. Detailed Implementation

[0050] like Figure 1-12 A precise and rapid construction method for a sleeve-type pile cap includes the following steps:

[0051] S1. Re-verify the accuracy of pile foundation 1 at different locations;

[0052] S2. Complete the pouring construction of precast pile cap 2 according to the design drawings;

[0053] S3. Place the steel sleeve 4 at the bottom of the precast pile cap 2 onto the pile foundation 1 and adjust the height;

[0054] S4. Seal the bottom of the steel sleeve 4 and grout between the pile foundation 1 and the steel sleeve 4, and cure it to the design strength.

[0055] S5. Install the crossbeam 3 onto the top of the precast pile cap 2, with the bottom of the crossbeam 3 set in the pit (201).

[0056] The high-pile prefabricated wharf of this invention requires a bottom-up construction sequence, including revetment construction, pile driving, pile foundation testing, pile cap hoisting, pile cap grouting, trench grouting, crossbeam installation, crossbeam pre-drilled hole grouting, longitudinal beam installation, joint pouring, and surface layer construction, with the installation of auxiliary and protective facilities last. To further improve overall construction efficiency and ensure a stable construction pace, prefabricated crossbeams are preferably used during construction, and these prefabricated crossbeams are hoisted into place.

[0057] (1) When throwing stones underwater, select stones weighing 10-100kg and use a benchmark to control the plane position. When the current velocity is high and the water depth is deep, the lead time for throwing stones can be determined by trial throwing.

[0058] (2) Piling in water areas is carried out by piling boats. Piling is controlled by both the pile bottom elevation and the penetration index. The specific control is determined according to the geological conditions, with the pile bottom elevation as the main control or the penetration as the main control. In inland waters with shelter, the pile foundation deviation is 100mm for straight piles and 150mm for inclined piles. In near-shore unprotected waters, the pile foundation deviation is 150mm for straight piles and 200mm for inclined piles.

[0059] (3) Test the completed pile foundations, treat the unqualified pile foundations separately, and adopt the pile cap structure of the present invention for qualified pile foundations. For hollow pipe piles, the core concrete should be poured within a certain length range at the top of the pile first, and the core concrete should be reinforced according to the reinforcement ratio requirements.

[0060] (4) For the prefabrication of the sleeve type pile cap, the steel sleeve should be treated with anti-corrosion first, and then embedded in the pile cap and poured. Ensure that the rigid connection is adopted, the sleeve positioning, pit size, lifting ring, and anchor bar pre-embedding are accurate, and the exposed part of the steel sleeve is not less than 1 times the pile diameter and not less than 1m (if a connecting brace is required, the sleeve can be extended to the required position for welding the connecting brace). The pile cap concrete strength can be lifted only when it reaches 80%.

[0061] (5) The hoisting and positioning of the pile cap shall be carried out in accordance with the principle of ensuring the accurate position of the crossbeam. The pile cap shall be adjusted by adjusting the size of the steel sleeve to accommodate the pile foundation deviation (instead of adjusting the position of the pile cap). The pile cap in the unprotected waters near the shore shall be able to accommodate the deviation of straight piles within 150mm and the allowable deviation of inclined piles within 200mm. The position of the pile cap shall be determined according to the design requirements to ensure the accurate relative position of the pile cap and the crossbeam. Before hoisting, apply a cement leveling mortar of about 50mm thickness to the top of the pile.

[0062] (6) A spiral grouting hole arrangement is adopted on the steel casing. The diameter of the grouting hole is 100mm and the vertical spacing is no more than 400mm. The holes are evenly arranged around the steel casing. After the grouting is completed and the acceptance is qualified, the reserved grouting holes are sealed by welding steel plates.

[0063] (7) After the grouting strength of the pile cap reaches 100%, in order to ensure that the crossbeam and the pile cap are closely connected, cement mortar is filled into the pile cap pit before the crossbeam is installed. After the crossbeam is correctly installed and placed, the mortar overflows to ensure the filling effect of the mortar in the pit. The strength of the mortar is not lower than that of the pile cap and the crossbeam.

[0064] (8) The installation of the crossbeam should ensure that the reserved holes of the crossbeam are aligned with the reserved anchor bars of the pile cap. After the installation is completed and the position is checked to be correct, the reserved holes should be grouted.

[0065] (9) The crossbeam has a pre-reserved extended steel bar at the longitudinal beam and welded to the main steel bar of the longitudinal beam. After the longitudinal beam is installed, the steel bar is welded, a formwork is set at the joint, and concrete with a strength not lower than that of the longitudinal and crossbeams is poured afterward.

[0066] (10) Panels and other facilities shall be constructed in accordance with relevant specifications.

[0067] After completing the construction of pile foundation 1, the excess portion of pile foundation 1 needs to be cut off. Then, the height of different pile foundation locations is measured. Based on the height of pile foundation 1, the length of the corresponding steel sleeve 4 is adjusted to ensure good containment and to better utilize pile foundation 1 as a transition fulcrum, providing a supporting foundation for the height of beam 3. The outer diameter of the steel sleeve 4 is 300mm-400mm larger than that of pile foundation 1, providing a certain degree of containment for pile foundation misalignment during construction, solving a long-standing problem in prefabricated construction, and without weakening the joint strength.

[0068] In the preferred scheme, piles 1 that meet the design parameters are treated using this method, while those that do not meet the parameters are treated separately. For piles 1 that do not meet the parameters, they need to be re-driven or corrected; otherwise, excessive deviation will cause inconvenience in adjusting the pile cap, uneven overall stress, affect bearing capacity, and create risks.

[0069] In the preferred embodiment, when hollow pipe piles are used for pile foundation 1, the bottom of the pile foundation 1 needs to be sealed inside and the pile core concrete needs to be poured. It is necessary to ensure that pile foundation 1 has good rigidity, can form a rigid connection with steel sleeve 4 at the connection point, has strong overall overturning resistance, and ensures the accurate positioning of the precast pile cap and structural stability.

[0070] In the preferred embodiment, in S2, the steel sleeve 4 is embedded inside the precast pile cap 2. The embedment depth of the steel sleeve 4 is greater than the outer diameter of the steel sleeve 4, and multiple anchoring steel bars 202 are set on the inner side of the steel sleeve 4, extending outward through the top of the precast pile cap 2. The steel sleeve 4 can accommodate the problem of certain misalignment when the pile foundation 1 is driven, and at the same time, it can also serve as a fulcrum for system conversion, ensuring high installation accuracy of the crossbeam 3 and strong load-bearing capacity of the crossbeam 3.

[0071] In the preferred embodiment, a pit 201 is provided on the upper part of the precast pile cap 2, and lifting rings 203 are symmetrically embedded in the pit 201. The lifting rings 203 ensure the convenience of hoisting, and the lifting rings 203 penetrate deep into the precast pile cap 2, enhancing the connection strength of the concrete. The pit 201 effectively restricts the degree of freedom of the crossbeam 3. The pit is set on the pile cap and anchoring steel bars are reserved. At the same time, a corresponding downward protrusion is set on the crossbeam and alignment holes corresponding to the anchor bars of the pile cap are set to solve the connection problem of pile foundations between the same frame. The height of the lifting ring is about 50mm lower than the top surface of the pile cap. After hoisting, the pit is grouted to make the lifting ring a permanent steel bar, which strengthens the connection between the joint and the pile cap.

[0072] In the preferred embodiment, in step S5, the alignment hole 302 of the crossbeam 3 is aligned with the anchoring steel bar 202 on the precast pile cap 2 and lowered until the protrusion 301 rests in the pit 201, and the alignment hole 302 is grouted. This ensures that the crossbeam 3, the precast pile cap 2, and the pile cap 1 are connected as a whole and are stable under stress.

[0073] In the preferred embodiment, the specific steps of S3 are as follows:

[0074] S31. After the rigidity of the pile foundation 1 meets the requirements for use, a leveling mortar block 7 is set on its top, and a pre-embedded steel pipe 9 is embedded in the leveling mortar block 7.

[0075] S32. Multiple first grouting holes 401, threaded holes 402 and second grouting holes 403 are respectively provided on the outer side of the steel sleeve 4 along the circumferential direction.

[0076] S33. Using the second grouting hole 403 located on the upper side of the steel sleeve 4, the screw 8 is inserted into the second grouting hole 403 and threadedly connected to the pre-embedded steel pipe 9 to form a coarse adjustment positioning.

[0077] S34. Install bolt 6 into threaded hole 402, and adjust bolt 6 at different positions to ensure that the end face of bolt 6 fits against the outer wall of pile foundation 1 until the design accuracy is achieved.

[0078] During use, the upper side of the pile foundation 1, which uses hollow pipe piles for driving, needs to be grouted. Pile core concrete is poured within a certain length near the pile top to ensure the internal filling of the pile foundation 1 is dense and can resist lateral forces. The leveling mortar block 7 uses mortar support and has good load-bearing capacity. The steel pipe 9 adopts a tee structure, and the threads at each pipe opening are machined. After reaching the design strength, the top of the leveling mortar block 7 can fit against the bottom surface of the precast pile cap 2 inside the steel sleeve 4, thus ensuring better overall connection and support. The first grouting hole 401 is spirally set around the side wall of the steel sleeve 4, resulting in high pouring efficiency, good filling effect in each gap, and better pouring quality, maximizing the strength of the steel sleeve and the uniformity of grouting. The first grouting hole 401 is located at the top. The second grouting hole 403 serves the dual purpose of pouring mortar and installing the screw rods 8. The diameter of the second grouting hole 403 is larger than that of the screw rods 8. As the steel sleeve 4 at the bottom of the precast pile cap 2 gradually penetrates into the pile foundation 1, gaps exist after reaching the design position due to the different diameters. Furthermore, the overall center of gravity and the center of gravity of the pile foundation 1 are not in the vertical direction, which will cause a tendency to sway. In addition, the unpredictable wind force in the dock operation environment poses a challenge to the safety and stability of the overall installation. Moreover, the swaying of the precast pile cap 2 on the pile foundation 1 may lead to the risk of uncontrollable installation accuracy. Therefore, the position can be coarsely adjusted by the three screw rods 8, and then the steel sleeve 4 can be precisely adjusted by the different insertion lengths of the bolts 6 at different positions, so as to ensure high overall installation accuracy.

[0079] In the preferred embodiment, the specific steps of S4 are as follows:

[0080] S41. Use the adaptive slope unit 5 to quickly seal the bottom of the steel sleeve 4. Slide the corresponding slide plates 502 into the slide rails 503 in the middle of their respective base plates 501, and then insert the bolts 6 into the adjusting plate 507 and thread them to the base plate 501.

[0081] S42. Then, adapt the notch 509 on the slide plate 502 to the outer wall of the pile foundation 1, and adjust the length of the two follower grooves 504 on both sides as needed.

[0082] S43. Connect the two opposing base plates 501, with bolts 6 inserted into the ear plates 508 on both sides of the base plate 501 and locked in place with nuts 10.

[0083] S44. Adjust the height of the base plate 501 until the clamping groove 505 fits against the outside of the steel sleeve 4, the width of the clamping groove 505 is equal to the outer diameter of the steel sleeve 4, and the width of the follower groove 504 is equal to the outer diameter of the pile foundation 1.

[0084] S45. Weld the base plate 501 and the slide plate 502 to the bottom of the steel sleeve 4, and check the sealing effect after welding.

[0085] Because the driving of inclined piles in pile foundation 1 inherently involves some error and cannot perfectly match the ideal design value, a certain allowable angular deviation is designed during actual construction. Precast pile caps 2, however, are cast with the precision designed for installation, ensuring controllable casting accuracy. This results in a discrepancy between the axes of the steel sleeve 4 and pile foundation 1, even when the top surface of the precast pile cap 2 is flat. Consequently, the projection of pile foundation 1 onto the ground of the steel sleeve 4 is a symmetrical oval curve with a width equal to the diameter of pile foundation 1 but a length greater than its diameter. Therefore, the follow-up groove 504 effectively addresses this situation. When the end faces of the two sliding plates 502 are in contact, this represents the ideal state for pile foundation 1 and steel sleeve 4, facilitating the most convenient installation. When pile foundation 1... When deviation occurs, the sliding groove 504 can be opened by sliding the sliding plate 502, ensuring perfect fit with the outer wall of the pile foundation 1 and accommodating its changes. The two bottom plates 501 can be quickly locked on both sides by bolts 6 and nuts 10, ensuring fit with the bottom of the steel sleeve 4. At the same time, since the diameter of the clamping groove 505 is the same as the outer diameter of the steel sleeve 4, and a sliding track 503 is provided, and the outer diameter of the steel sleeve 4 is larger than the outer diameter of the pile foundation 1, the sliding plate 502 can support the steel sleeve 4 from the bottom. The side of the clamping groove 505 abuts against the steel sleeve 4, forming a bent structure, which improves the overall sealing effect. At the same time, the sliding track 503 can stably limit the sliding plate 502, ensuring accurate movement. The overall installation accuracy is high, reducing the correction process after sealing the bottom.

[0086] In the preferred embodiment, a chamfer 506 is provided on the upper side of the notch 509 of the sliding plate 502, so as to better fit the outer side of the pile foundation 1. Rubber sealing strips are provided at the notch 509, the follower groove 504 and the clamping groove 505 to ensure stable fitting and better sealing effect.

[0087] In the preferred embodiment, step S45 is as follows:

[0088] S451. Multiple screws are symmetrically welded circumferentially to the lower outer side of the steel sleeve 4;

[0089] S452. Wrap a nylon thread around the gap between the adjusting plate 507 and the bolt 6, and fix the nylon thread and the screw.

[0090] S453. After the entire adaptive slope unit 5 is completely fixed to the steel sleeve 4 by the nylon thread, check the connection status at each position to ensure that the position of the adaptive slope unit 5 is accurate.

[0091] S454. Perform manual welding to ensure uniform weld points;

[0092] S455. Cut off the excess portion and finally remove the nylon thread to complete the removal of the cut portion.

[0093] The base plate 501 is larger than the outer diameter of the steel sleeve 4, ensuring good alignment during installation. It also allows for direct monitoring of the installation position and accuracy to ensure it meets design specifications, and better addresses variations in deviation. The nylon thread is soft, has high knot strength, and produces reliable knots. Because the two base plates 501 of the adaptive slope unit are connected at the bottom by bolts 6, overall flatness is guaranteed, and the connection is rigid. The base plates 501 are held in place from both sides, resisting the influence of the external environment. Furthermore, the inclined angle ensures overall safety. When cutting off excess material after welding, the nylon thread also prevents the cut-off portion from falling and causing safety risks. Operation is convenient, and the performance is excellent.

[0094] The above embodiments are merely preferred technical solutions of the present invention and should not be considered as limitations on the present invention. The scope of protection of the present invention should be limited to the technical solutions described in the claims, including equivalent substitutions of the technical features described in the claims. That is, equivalent substitutions and improvements within this scope are also within the scope of protection of the present invention.

Claims

1. A precise and rapid construction method for a sleeve-type pile cap, characterized by: Includes the following steps: S1. Accuracy verification of pile foundations (1) at different locations; S2. Complete the pouring construction of the precast pile cap (2) according to the design drawings; S3. Place the steel sleeve (4) at the bottom of the precast pile cap (2) onto the pile foundation (1) and adjust the height; S4. Seal the bottom of the steel sleeve (4) and grout between the pile foundation (1) and the steel sleeve (4), and cure it to the design strength. S5. Install the crossbeam (3) onto the top of the precast pile cap (2), and set the bottom of the crossbeam (3) in the pit (201); The specific steps for S3 are as follows: S31. After the rigidity of the pile foundation (1) meets the requirements for use, a leveling mortar block (7) is set on its top, and a pre-embedded steel pipe (9) is embedded in the leveling mortar block (7). S32. Multiple first grouting holes (401), threaded holes (402), and second grouting holes (403) are respectively provided on the outer side of the steel sleeve (4) along the circumferential direction. S33. Using the second grouting hole (403) located on the upper side of the steel sleeve (4), the screw (8) is inserted into the second grouting hole (403) and threadedly connected to the pre-embedded steel pipe (9) to form a coarse adjustment positioning. S34. Install the bolt (6) in the threaded hole (402) and adjust the bolt (6) at different positions to ensure that the end face of the bolt (6) fits against the outer wall of the pile foundation (1) until the design accuracy is achieved. The specific steps of S4 are as follows: S41. Use the adaptive slope unit (5) to quickly seal the bottom of the steel sleeve (4). Slide the relative slide plates (502) into the slides (503) in the middle of their respective base plates (501), and then insert the bolts (6) into the adjusting plate (507) and thread them to the base plate (501). S42. Then, the notch (509) on the slide plate (502) is adapted to the outer wall of the pile foundation (1), and the length of the two follower grooves (504) on both sides is adjusted as needed. S43. Connect the two opposing base plates (501), with bolts (6) inserted into the ear plates (508) on both sides of the base plate (501) and locked with nuts (10); S44. Adjust the height of the base plate (501) until the clamping groove (505) fits against the outside of the steel sleeve (4), the width of the clamping groove (505) is equal to the outer diameter of the steel sleeve (4), and the width of the follower groove (504) is equal to the outer diameter of the pile foundation (1). S45. Weld the base plate (501) and the slide plate (502) to the bottom of the steel sleeve (4) and check the sealing effect after welding.

2. The precise and rapid construction method for a sleeve-type pile cap according to claim 1, characterized in that: For pile foundations (1) that meet the design parameters, this method is used for processing; those that do not meet the parameters are processed separately.

3. The precise and rapid construction method for a sleeve-type pile cap according to claim 1, characterized in that: When hollow pipe piles are used for the pile foundation (1), the bottom of the pile foundation (1) needs to be sealed and the core concrete poured.

4. The precise and rapid construction method of the sleeve-type pile cap according to claim 1 is characterized in that: in S2, the steel sleeve (4) is embedded in the precast pile cap (2), the embedment depth of the steel sleeve (4) is greater than the outer diameter of the steel sleeve (4), and multiple anchoring steel bars (202) are set on the inner side of the steel sleeve (4) and extend outward through the top of the precast pile cap (2).

5. The precise and rapid construction method for a sleeve-type pile cap according to claim 4, characterized in that: A pit (201) is set on the upper part of the precast pile cap (2), and lifting rings (203) are symmetrically embedded in the pit (201).

6. The precise and rapid construction method for a sleeve-type pile cap according to claim 4, characterized in that: S5 The alignment hole (302) of the middle beam (3) is aligned with the anchoring steel bar (202) on the precast pile cap (2) and lowered until the protrusion (301) rests in the pit (201), and the alignment hole (302) is grouted.

7. The precise and rapid construction method for a sleeve-type pile cap according to claim 1, characterized in that: A chamfer (506) is provided on the upper side of the notch (509) of the slide plate (502) so that it can fit better on the outside of the pile foundation (1).

8. The precise and rapid construction method for a sleeve-type pile cap according to claim 1, characterized in that: The steps for S45 are as follows: S451. Multiple screws are symmetrically welded circumferentially to the lower outer side of the steel sleeve (4); S452. Wrap a nylon thread around the gap between the adjusting plate (507) and the bolt (6), and fix the nylon thread and the screw. S453. After the entire adaptive slope unit (5) is completely fixed to the steel sleeve (4) by the nylon thread, check the connection status at each position to ensure that the position of the adaptive slope unit (5) is accurate. S454. Perform manual welding to ensure uniform weld points; S455. Cut off the excess portion and finally remove the nylon thread to complete the removal of the cut portion.

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