Steel pipe pile anchor rod supporting method for ultra-deep foundation pit

Abstract

The invention relates to the technical field of constructional engineering, in particular to an ultra-deep foundation pit steel pipe pile anchor rod supporting method which comprises the following steps that supporting pile hole forming is conducted on the edge of a foundation pit through a wet operation casing drilling machine; when supporting pile hole forming is carried out, hole forming parameters specifically include the diameter of 300 mm, the hole pitch of 400 mm and the hole depth of 16 m; after supporting pile hole forming is conducted, a steel pipe pile is inserted into a formed hole; after steel pipe piles are inserted into the formed holes, the steel pipe piles are arranged to be in contact fit with the waist beams; after the steel pipe pile is in contact fit with the waist beam, the waist beam is fixed through an anchorage device, when a wet operation casing drilling machine with replaced part parameters is used for conducting supporting pile hole forming on the edge of a foundation pit, the supporting depth is increased to 12.35 m in a small space, and in order to reduce the supporting difficulty and the danger coefficient of the steel pipe pile, the steel pipe pile is matched with a plurality of anchor rod waist beam supports for supporting; and the stability and the safety during supporting are greatly improved.

Description

Technical Field

[0001] This invention relates to the field of building engineering technology, and in particular to a method for steel pipe pile anchor support in ultra-deep foundation pits. Background Technology

[0002] The foundation pit support structure adopts a pile-anchor support system, and the support piles adopt a long spiral reverse-planted steel cage construction process. This system has the advantages of effectively controlling deformation and improving overall stability for foundation pit support. Furthermore, this system can adapt to different geological conditions and foundation pits of different depths. However, during the use of this system, the construction space required is small. The support piles and other support structures located on the side are restricted by underground pipelines and cannot be operated synchronously with the entire foundation pit support. Therefore, the construction of support piles cannot use the large pile driver (long spiral) determined by the predetermined scheme in the engineering system. Summary of the Invention

[0003] This invention provides a method for supporting steel pipe piles in ultra-deep foundation pits with anchor bolts, in order to solve the problems mentioned in the background art.

[0004] To achieve the above-mentioned objectives, the present invention provides the following technical solution: a method for supporting steel pipe piles in ultra-deep foundation pits, comprising the following steps:

[0005] Wet casing drilling rigs were used to drill holes for support piles at the edge of the foundation pit.

[0006] When drilling holes for support piles, the specific drilling parameters are: diameter 300mm, hole spacing 400mm, and hole depth 16m.

[0007] After the support piles are drilled, steel pipe piles are inserted into the drilled holes;

[0008] After inserting the steel pipe pile into the hole, a contact fit is made between the steel pipe pile and the waist beam;

[0009] After the steel pipe piles come into contact with the waist beam, the waist beam is fixed using anchorages.

[0010] Preferably, when using a wet casing drilling rig to drill holes for support piles at the edge of the foundation pit, the holes are arranged in a straight array along the edge of the foundation pit.

[0011] Preferably, the wet casing drilling rig is a BHD-2602 multi-functional hydraulic drilling rig.

[0012] Preferably, the specific parameters of the BHD-2602 multi-functional hydraulic drilling rig are as follows: power: 194KW, maximum output torque: 17000Nm, casing outer diameter 250mm, inner diameter 238mm, drill rod outer diameter 114mm, inner diameter 100mm.

[0013] Preferably, before the steel pipe piles and the waist beams come into contact, two 20a channel steels are double-welded to create the waist beams. Then, the waist beams come into contact with the steel pipe piles, and five anchors are installed on the waist beams. The anchors are used to connect the waist beams to the ends of the anchor rods, and the other end of the anchor rods is connected to the edge of the foundation pit.

[0014] Preferably, the inner wall of the steel pipe pile has multiple longitudinal grooves, and a sealing tube 3 slides inside the steel pipe pile 1. Multiple sliders are provided on the side wall of the sealing tube, and the bottom of the sliders contacts and cooperates with the bottom wall of the longitudinal grooves. An insert tube is connected to a baffle plate connected to the bottom of the sealing tube. Two sealing blocks are slidably connected to the baffle plate. The sealing blocks are sealed and cooperate with the top of the insert tube. The top of the end face of the sealing block is chamfered, and the two chamfers are set opposite to each other. The other end of the sealing block is connected to the inner wall of the sealing tube through a spring. A locking element is connected to the inner wall of the steel pipe pile to lock the sealing tube.

[0015] Preferably, the baffle is connected to two sleeves, and an insert is slidably connected inside the sleeve. The bottom end of the insert, located below the baffle, is connected to the top end of a hollow column. The side wall of the sleeve, located above the baffle, is connected to an installation ring. The top of the installation ring is connected to the bottom end of multiple springs. The top end of the springs is connected to the bottom of the installation ring. The installation ring is connected to the side wall of the insert located above the baffle. An air guide hole is opened on the bottom side wall of the insert, and the air guide hole is located between the baffle and the hollow column.

[0016] Preferably, the bottom sidewall of the slider is provided with a second chamfer, the middle part of the slider is provided with a locking groove, the locking groove is engaged with the locking block of the locking member, the locking block is slidably connected with the longitudinal sliding groove, and the top sidewall of the locking groove is provided with a third chamfer.

[0017] Preferably, the end of the connecting rod is connected to the end face of the locking block, the locking block and the slider are arranged in a one-to-one correspondence, the other end of the locking block is set towards the locking groove, the connecting rod is slidably connected to the steel pipe pile, the inner wall of the steel pipe pile has multiple storage cavities, the other end of the connecting rod is placed in the storage cavity and connected to the inner wall of the storage cavity through a spring, and the bottom of the connecting rod is connected to the top of the mounting plate.

[0018] Preferably, an unlocking rod is rotatably connected to the other inner wall of the receiving cavity. A longitudinal baffle is connected to the unlocking rod, and the longitudinal baffle is in contact with the end face of the mounting plate. A transverse through groove is opened on the mounting plate, and the area of ​​the transverse through groove is equal to the area of ​​the longitudinal baffle. The other end of the unlocking rod is slidably connected to the end of an unlocking spline shaft, and the unlocking spline shaft is rotatably connected to the inner wall of the receiving cavity. The other end of the unlocking spline shaft is located away from the side wall of the steel pipe pile.

[0019] The beneficial effects of this invention are as follows:

[0020] In the solution of this invention:

[0021] When drilling support piles at the edge of the foundation pit using a wet-operation casing drilling rig with modified component parameters, the support depth can be increased to 12.35m in a relatively small space. To reduce the difficulty and risk factor of steel pipe pile support, the steel pipe piles are supported by multiple anchor bolts and waist beams, which greatly improves the stability and safety of the support. Attached Figure Description

[0022] Figure 1 This is a flowchart of the present invention;

[0023] Figure 2 This is a sectional view of the steel pipe pile of the present invention;

[0024] Figure 3 This is a longitudinal sectional view of the slide groove of the present invention;

[0025] Figure 4 This is a schematic diagram showing the location of the chamfer on the sealing block of the present invention;

[0026] Figure 5 This is a schematic diagram of the installation position of the second spring of the present invention;

[0027] Figure 6 This is a schematic diagram of the installation position of the unlocking spline shaft of the present invention;

[0028] Figure 7 This is a schematic diagram of the mounting plate structure of the present invention;

[0029] Figure 8 This is a schematic diagram showing the relative positional relationship between the longitudinal baffle and the transverse through groove of the present invention;

[0030] Figure 9 This is a schematic diagram showing the installation position of the insert rod on the mounting plate of the present invention.

[0031] Figure 10 This is a schematic diagram showing the connection relationship between the insertion rod three and the upright plate of the present invention;

[0032] Figure 11 This is a schematic diagram showing the communication relationship between the storage cavity and the mounting hole of the present invention;

[0033] Figure 12 This is a schematic diagram showing the location of the second through hole in the present invention;

[0034] Figure 13 This is a schematic diagram of the installation position of spring five according to the present invention.

[0035] Among them: 1. Steel pipe pile; 2. Longitudinal groove; 3. Sealing pipe; 4. Sliding block; 5. Baffle; 6. Insertion pipe; 7. Sealing block; 8. Spring; 9. Chamfer; 10. Sleeve; 11. Insertion pipe; 12. Hollow column; 13. Mounting ring; 14. Spring II; 15. Mounting ring II; 16. Air guide hole; 17. Chamfer II; 18. Locking groove; 19. Locking block; 20. Chamfer III; 21. Connecting rod; 22. Receiving cavity; 23. Spring III; 24. Mounting plate; 25. Unlocking rod; 26. Longitudinal baffle; 27. Transverse through groove; 28. Unlocking spline shaft; 29. ​​Insertion rod II; 30. Insertion hole II; 31. Insertion hole III; 32. Insertion rod III; 33. Vertical plate; 34. Lifting rod; 35. Longitudinal mounting hole; 36. Hollow pipe II; 37. Guide pipe; 38. Through hole; 39. Through hole II; 40. Guide pipe; 41. Spring IV; 42. Spring V; 43. Detailed Implementation

[0036] The preferred embodiments of the present invention will be described below with reference to the accompanying drawings. It should be understood that the preferred embodiments described herein are for illustration and explanation only and are not intended to limit the present invention.

[0037] Example 1: Reference Figures 1-13 A method for steel pipe pile anchor support in ultra-deep foundation pits includes the following steps:

[0038] Wet casing drilling rigs were used to drill holes for support piles at the edge of the foundation pit.

[0039] When drilling holes for support piles, the specific drilling parameters are: diameter 300mm, hole spacing 400mm, and hole depth 16m.

[0040] After drilling the support piles, steel pipe pile 1 is inserted into the drilled hole;

[0041] After inserting the steel pipe pile 1 into the hole, the steel pipe pile 1 is set to contact and fit with the waist beam;

[0042] After the steel pipe pile 1 comes into contact with the waist beam, the waist beam is fixed by anchorage.

[0043] The principles and beneficial effects of the above scheme are as follows:

[0044] When forming the pile holes for the support piles, the design parameters of the internal components of the wet-operation casing drilling rig were changed to obtain pile holes with a diameter of 300mm, a hole spacing of 400mm, and a hole depth of 16m. Then, steel pipe pile 1 was inserted into the hole, and the side of the steel pipe pile 1 was further contacted by the waist beam. Anchors were set on the waist beam to fix the waist beam and complete the support operation. When forming the support pile holes at the edge of the foundation pit using the wet-operation casing drilling rig with changed component parameters, the support depth was increased to 12.35m in a small space. In order to reduce the difficulty and risk factor of supporting the steel pipe pile 1, the steel pipe pile was supported by multiple anchor waist beams, which greatly improved the stability and safety of the support.

[0045] Example 2: Reference Figures 1-13 When using a wet casing drilling rig to drill holes for support piles at the edge of the foundation pit, the holes are arranged in a straight array along the edge of the foundation pit.

[0046] The principles and beneficial effects of the above scheme are as follows:

[0047] To increase the stress distribution range during support, the holes are arranged in a linear array, so multiple steel pipe piles can be inserted at the edge of the pit.

[0048] Example 3: Reference Figures 1-13 The wet casing drilling rig is specifically the BHD-2602 multi-functional hydraulic drilling rig.

[0049] The principles and beneficial effects of the above scheme are as follows:

[0050] The BHD-2602 multi-functional hydraulic drilling rig is a commonly used drilling machine that is easy to modify, greatly improving its adaptability to different geological conditions during construction.

[0051] Example 4: Reference Figures 1-13 The specific parameters of the BHD-2602 multi-functional hydraulic drilling rig are as follows: power: 194KW, maximum output torque: 17000Nm, casing outer diameter 250mm, inner diameter 238mm, drill rod outer diameter 114mm, inner diameter 100mm.

[0052] The principles and beneficial effects of the above scheme are as follows:

[0053] The BHD-2602 multi-functional hydraulic drilling rig has the following parameters: power: 194KW, maximum output torque: 17000Nm, casing outer diameter: 250mm, inner diameter: 238mm, drill rod outer diameter: 114mm, inner diameter: 100mm, which makes it easier to form holes near the foundation pit.

[0054] Example 5: Reference Figures 1-13 Before the steel pipe pile 1 comes into contact with the waist beam, two 20a channel steels are double-welded to make the waist beam. Then, the waist beam comes into contact with the steel pipe pile 1, and five anchors are set on the waist beam. The anchors are used to connect the waist beam to the end of the anchor rod, and the other end of the anchor rod is connected to the edge of the foundation pit.

[0055] The principles and beneficial effects of the above scheme are as follows:

[0056] The prestressed anchor steel waist beam is made by double welding of two 20a channel steels. After welding, the waist beam is placed vertically with the steel pipe pile and parallel to the horizontal plane of the foundation pit. The waist beam is in contact with the side wall of the steel pipe pile 1. Then, five anchors are connected to the waist beam. Each anchor is connected to the end of an anchor rod. The other end of the anchor rod is connected to the edge of the foundation pit. This increases the lateral integrity and rigidity of the support in a small space and further improves the contact and cooperation between the anchor steel waist beam and the steel pipe pile 1, thereby improving the stability and safety of the support.

[0057] Each anchor is connected to an anchor rod, which works with the steel pipe pile 1 to fix the waist beam. The waist beam applies the tension from the anchor rod to the steel pipe pile 1, further increasing the stability of the structure.

[0058] Example 6: Reference Figures 1-13 The inner wall of the steel pipe pile 1 has multiple longitudinal sliding grooves 2. A sealing tube 3 slides inside the steel pipe pile 1. Multiple sliders 4 are provided on the side wall of the sealing tube 3. The bottom of the sliders 4 contacts and cooperates with the bottom wall of the longitudinal sliding grooves 2. A tube 6 is connected to a baffle 5 connected to the bottom of the sealing tube 3. Two sealing blocks 7 are slidably connected to the baffle 5. The sealing blocks 7 are sealed and cooperate with the top of the tube 6. The top of the end face of the sealing block 7 is provided with a chamfer 9. The two chamfers 9 are set opposite to each other. The other end of the sealing block 7 is connected to the inner wall of the sealing tube 3 through a spring 8. A locking element is connected to the inner wall of the steel pipe pile 1 to lock the sealing tube 3.

[0059] The top of the longitudinal chute 2 is set on the top surface of the steel pipe pile 1.

[0060] The bottom end of chamfer 9 is set to be coplanar with the bottom surface of sealing block 7.

[0061] The principles and beneficial effects of the above scheme are as follows:

[0062] Before grouting the steel pipe pile 1, the sealing pipe 3 is inserted into the steel pipe pile 1 from top to bottom. The longitudinal groove 2 and the slider 4 slide together. After the sealing pipe 3 is placed inside the steel pipe pile 1, the sealing pipe 3 is locked by the locking device. The bottom wall of the longitudinal groove 2 contacts the bottom of the slider 4. The grouting pipe is inserted between the two sealing blocks 7. The grouting pipe contacts the chamfer 9, thereby making the two sealing blocks 7 move away from each other. The spring 8 is compressed. After the grouting pipe passes through the insertion pipe 6, the cement grout is injected into the inside of the steel pipe pile 1. After the cement grout is injected, the grouting pipe is moved upward. Under the elastic force of the spring 8 returning to its original position, the two sealing blocks 7 move closer to each other, thereby sealing the insertion pipe 6. This prevents external or impurities from entering the inside of the steel pipe pile 1 after the grouting is completed and damaging the composition of the cement grout, thereby ensuring the strength of the dried cement grout and increasing the strength of the steel pipe pile 1.

[0063] Using the sealing block 7 to seal the insertion pipe 6 can prevent the moisture in the concrete from evaporating too quickly. Especially when the device is in a dry external environment, it is necessary to protect the concrete to prevent rapid deterioration of the concrete, avoid the generation of shrinkage cracks, effectively maintain the strength growth of the concrete and its bonding degree with the steel pipe pile 1, and improve the stability of construction.

[0064] The sealed steel pipe pile 1 can prevent external moisture and corrosive gases from entering the interior of the steel pipe pile 1, ensuring that the proportion of various components in the concrete does not change and maintaining the strength of the concrete.

[0065] Example 7: Reference Figures 1-13 Two sleeves 10 are connected to the baffle 5. An insert tube 11 is slidably connected inside the sleeve 10. The bottom end of the insert tube 11, which is located below the baffle 5, is connected to the top end of the hollow column 12. An installation ring 13 is connected to the side wall of the sleeve 10, which is located above the baffle 5. The top end of a plurality of springs 14 is connected to the bottom end of the springs 14. The top end of the springs 14 is connected to the bottom end of the installation ring 15. The installation ring 15 is connected to the side wall of the insert tube 11, which is located above the baffle 5. An air guide hole 16 is opened on the bottom side wall of the insert tube 11. The air guide hole 16 is located between the baffle 5 and the hollow column 12.

[0066] The principles and beneficial effects of the above scheme are as follows:

[0067] During the grouting process, as the height of the cement grout inside the steel pipe pile 1 continuously rises, the hollow column 12 rises synchronously under the buoyancy of the cement grout, which in turn drives the insertion pipe 11 to rise inside the casing 10. When the air guide hole 16 on the insertion pipe 11 is located below the bottom of the casing 10, the air guide hole 16 on the insertion pipe 11 can connect the inside and outside of the steel pipe pile 1, preventing the cement grout from failing to be injected under the action of air pressure.

[0068] When the grouting pipe and the insertion pipe 6 are connected and sealed, the position of the air guide hole 16 rises further and moves into the inside of the sleeve 10. A sealed space is formed between the bottom wall of the baffle 5 and the steel pipe pile 1. Under the action of air pressure, the cement grout in the grouting pipe is prevented from continuing to be injected, thus preventing the waste of cement grout.

[0069] At the same time, it can avoid excessive cement grout injection, which would cause the actual elevation to exceed the design elevation, as well as the pollution of the surrounding strata by overflowing cement grout, and reduce the difficulty of subsequent construction and treatment.

[0070] Furthermore, by saving on the use of cement slurry, the consumption of cement slurry can be reduced, thereby shortening the time required to prepare cement slurry and avoiding delays in the construction period.

[0071] For the hollow column 12, after the initial cement grout has solidified, a second cement grout can be injected or multiple cement grout can be injected. When performing a second or multiple grouting, the diameter of the grouting pipe used is set to be smaller than the inner diameter of the insertion pipe 6. After grouting, the second cement grout is combined with the first cement grout. Its advantage is that if there are still cracks or defects in the first cement grout after vibration, the second cement grout can be used to remedy them, thereby improving the overall strength of the structure and greatly enhancing its load-bearing and load-transfer capabilities, thus increasing the overall strength of the structure.

[0072] After the first grouting is completed and solidified, the cement grout will shrink. At this time, the degree of shrinkage of the first cement grout can be judged according to the composition of the cement grout, and then the distance between the top of the first cement grout and the bottom of the baffle 5 can be obtained. In addition, the volume of the second grouting can be judged by combining the inner diameter of the steel pipe pile 1, so as to further reduce the waste of cement grout.

[0073] During secondary grouting, a grouting pipe with a diameter smaller than the inner diameter of the insertion pipe 6 is used. This not only ensures the smooth injection of secondary cement grout but also allows for observation of the cement grout elevation. After secondary grouting is completed, the primary and secondary cement grouts solidify on the inner wall of the steel pipe pile 1 and the hollow column 12, respectively, fixing the baffle 5. The baffle 5 further seals the interior of the steel pipe pile 1, reducing the need for separate sealing parts and providing additional sealing measures for the steel pipe pile 1. This prevents the cement grout inside from contacting the external environment, extends the life of the concrete, and improves the quality of the project.

[0074] Example 8: Reference Figures 1-13 The bottom sidewall of the slider 4 is provided with a chamfer 17, the middle part of the slider 4 is provided with a locking groove 18, the locking groove 18 is inserted and engaged with the locking block 19 of the locking member, the locking block 19 is slidably connected with the longitudinal sliding groove 2, and the top sidewall of the locking groove 18 is provided with a chamfer 20.

[0075] The principles and beneficial effects of the above scheme are as follows:

[0076] During the process of moving the sealing pipe 3 into the interior of the steel pipe pile 1, the chamfer 17 at the bottom of the slider 4 can prevent it from impacting the inner wall of the steel pipe pile 1, maintain the integrity of the structure, and prevent burrs and gaps from appearing, thereby preventing the above defects from causing damage to people or equipment at the construction site.

[0077] During the installation of the sealing tube 3, the locking block 19 first contacts the chamfer 17 of the slider 4. When it encounters the locking groove 18 in the middle of the slider 4, the chamfer 20 on its top wall guides the locking block 19 to disengage from the locking groove 18. The chamfer 20 has the same structure as the chamfer 17, and the bottom of the chamfer 20 is coplanar with the inner wall of the locking groove 18. The slider 4 limits the locking block 19. Therefore, before the grouting begins, the locking block 19 is located above the locking groove 18. When the grouting begins, the hollow column is lifted by the buoyancy of the cement grout. As the height of 12 continuously increases, the sliding cooperation between the slider 4 and the longitudinal groove 2 drives the sealing tube 3 to move upward until the locking block 19 and the locking groove 18 are engaged. The bottom of the locking block 19 contacts the bottom wall of the locking groove 18 to lock the sealing tube 3 and the baffle 5 inside the steel pipe pile 1, preventing them from rising under the buoyancy of the cement grout, ensuring the stability of the parts during grouting, and ensuring that the baffle 5 will not move if the buoyancy of the cement grout reaches the level that causes the hollow column 12 to rise after one grouting.

[0078] Example 9: Reference Figures 1-13 The end of the connecting rod 21 is connected to the end face of the locking block 19. The locking block 19 and the slider 4 are arranged in a one-to-one correspondence. The other end of the locking block 19 is set towards the locking groove 18. The connecting rod 21 is slidably connected to the steel pipe pile 1. The inner wall of the steel pipe pile 1 has multiple storage cavities 22. The other end of the connecting rod 21 is placed in the storage cavity 22 and connected to the inner wall of the storage cavity 22 through the spring 3 23. The bottom of the connecting rod 21 is connected to the top of the mounting plate 24.

[0079] The other inner wall of the receiving cavity 22 is rotatably connected to the end of the unlocking rod 25. The unlocking rod 25 is connected to a longitudinal baffle 26, which is in contact with the end face of the mounting plate 24. The mounting plate 24 has a transverse through groove 27, the area of ​​which is equal to the area of ​​the longitudinal baffle 26. The other end of the unlocking rod 25 is slidably connected to the end of the unlocking spline shaft 28. The unlocking spline shaft 28 is rotatably connected to the inner wall of the receiving cavity 22, and the other end of the unlocking spline shaft 28 is located away from the side wall of the steel pipe pile 1.

[0080] The principles and beneficial effects of the above scheme are as follows:

[0081] When the steel pipe pile 1 is not in use, the longitudinal baffle 26 and the transverse through groove 27 are set perpendicular to each other. At this time, the longitudinal baffle 26 and the end face of the mounting plate 24 are in contact and fit. Then, the mounting plate 24 compresses the fixing spring 3 23 in the receiving cavity 22. When the steel pipe pile 1 is grouted, when the elevation of the cement grout reaches the hollow column 12 and continues to rise, in order to prevent the mounting ring 2 15 from moving the baffle 5 upward through the spring 2 14 and losing the seal of the baffle 5 for the inside of the steel pipe pile 1, the unlocking spline shaft 28 is rotated and the unlocking rod 25 rotates synchronously. When the longitudinal baffle 26 is parallel to the transverse through groove 27, the mounting plate 24 moves towards the inside of the steel pipe pile 1 under the action of the elastic force of the spring 3 23. Simultaneously, the connecting rod 21 drives the locking block 19 to move towards the inside of the steel pipe pile 1. After the locking block 19 contacts the slider 4, it contacts the locking groove 18 and locks the sealing tube 3 to prevent it from rising further. This is suitable for multiple grouting and small grouting volume each time.

[0082] Alternatively, the unlocking rod 25 can be rotated before the steel pipe pile 1 is inserted into the hole to release the locking block 19 in advance. At this time, the locking block 19 first slides with the chamfer 17, then slides with the slider 4, and then slides with the chamfer 20. After the installation of the sealing tube 3 is completed inside the steel pipe pile 1, the locking block 19 is located above the locking groove 18. At this time, after the sealing tube 3 rises, it can be locked by the locking block 19 and the locking groove 18. This is suitable for working methods with a large volume of grouting at one time. Furthermore, unlocking the locking block 19 before placing the steel pipe pile 1 in the hole not only facilitates the smooth installation of the sealing tube 3, but also allows the sealing tube 3 to be automatically locked by the locking block 19 after rising under the buoyancy of the cement slurry. This improves the autonomous working ability of the device and avoids the complex locking process through welding or threaded connection. This not only reduces the manufacturing cost and difficulty of the device, but also reduces the cumbersomeness of manual operation. After the structure of the device is simplified, the probability of failure before or during use is reduced, so it is highly practical.

[0083] After the locking block 19 is unlocked, the mounting plate 24 can move within the receiving cavity 22 by the action of the locking block 19 and the elastic force of the spring 3 23. Therefore, once the unlocking of the mounting plate 24 begins, it is impossible to restore the locking state of the mounting plate 24 from the outside. This avoids the locking failure of the locking block 19 and the locking groove 18 caused by the misoperation of engineering equipment or personnel, and further avoids the phenomenon of cement slurry overflow during the cement slurry injection of the sealing pipe 3.

[0084] Example 10: Reference Figures 1-13 The mounting plate 24 is connected to the ends of multiple insertion rods 29, and the other end of the insertion rods 29 is set toward the insertion hole on the inner wall of the storage cavity 22. The inner wall of the storage cavity 22 is connected to the ends of multiple insertion rods 30, and the other end of the insertion rods 30 is set toward the insertion hole 31 on the mounting plate 24.

[0085] The principles and beneficial effects of the above scheme are as follows:

[0086] When the mounting plate 24 is unlocked, the locking block 19 locks with the locking groove 18. The insertion rod 29 on the mounting plate 24 is inserted into the insertion hole, and the insertion rod 30 on the receiving cavity 22 is inserted into the insertion hole 31. This can increase the stability of the mounting plate 24, thereby increasing the stability of the locking block 19 and the locking groove 18, and further improving the stability of the sealing tube 3 inside the steel pipe pile 1.

[0087] It can also increase the structural strength of the device and share the pressure from the bottom to the top on the connecting rod 21.

[0088] Example 11: Reference Figures 1-13 Each of the inserted rods 29 has an insertion hole 32 on its side wall. The opening ends of the two insertion holes 32 are set away from each other. An insertion rod 33 is set below the insertion hole 32. The end of the insertion rod 33 with a ball head is positioned between the insertion hole 32 and the locking block 19. The other end of the insertion rod 33 is slidably connected to the end face of the upright plate 34. The end of the spring 43 is connected to the mounting ring 3 of the insertion rod 33. The other end of the spring 43 is connected to the upright plate 34. The bottom of the upright plate 34 is connected to the top of the lifting rod 35. The lifting rod 35 is slidably engaged with the inner wall of the longitudinal mounting hole 36. The top of the longitudinal mounting hole 36 is opened on the bottom wall of the storage cavity 22. Hollow tube 2 37 is connected to the bottom of rod 35. Hollow tube 2 37 is set in the middle of longitudinal mounting hole 36. Conduit 38 is connected to steel pipe pile 1. One end of conduit 38 is opened on the inner wall of steel pipe pile 1, and the other end of conduit 38 is placed in longitudinal mounting hole 36. Multiple through holes 39 are opened on the side wall of conduit 38. Through holes 39 and through holes 2 40 are arranged alternately. Through holes 2 40 are opened on the inner wall of conduit 41. Through holes 2 40 are placed between the inner wall of steel pipe pile 1 and through holes 39. The other end of conduit 41 placed in longitudinal mounting hole 36 is connected to the end of spring 42 through sealing plate. The other end of spring 42 is connected to the inner wall of longitudinal mounting hole 36.

[0089] The principles and beneficial effects of the above scheme are as follows:

[0090] When grouting begins, as the sealing pipe 3 rises, the locking block 19 locks the locking groove 18. Simultaneously, as the cement grout rises, the pressure on the sealing disc on the guide pipe 41 continuously increases, and under the guidance of the guide pipe 38, it moves into the longitudinal mounting hole 36. The spring 42 is compressed, and after the through hole 39 and through hole 40 are connected, the cement grout enters the longitudinal mounting hole 36. With the injection of cement grout, the hollow pipe 37 rises in height under the buoyancy of the cement grout, thereby raising the lifting rod 35 in height, and simultaneously lifting the vertical plate 34. As the insertion rod 33 rises and the mounting plate 24 moves, the insertion rod 29 and the insertion hole 32 move simultaneously. After the end of the insertion rod 33 with the ball head begins to contact the edge of the insertion hole 32, the insertion rod 33 slides with the upright plate 34 under the guidance of the ball head. At the same time, the spring 5 43 is compressed. When the insertion rod 33 and the insertion hole 32 are concentric, under the elastic force of the spring 5 43 returning to its original position, the insertion rod 33 slides with the upright plate 34 in the opposite direction, and the insertion rod 33 and the insertion hole 32 are inserted into each other, which improves the stability of the mounting plate 24 in the receiving cavity 22.

[0091] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. Other modifications can be easily made by those skilled in the art. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. A method for steel pipe pile anchor support in ultra-deep foundation pits, characterized in that, Includes the following steps: Wet casing drilling rigs were used to drill holes for support piles at the edge of the foundation pit. When drilling holes for support piles, the specific drilling parameters are: diameter 300mm, hole spacing 400mm, and hole depth 16m. After the support piles are drilled, steel pipe piles are inserted into the drilled holes (1); After inserting the steel pipe pile (1) into the hole, the steel pipe pile (1) is set to contact and fit with the waist beam; After the steel pipe pile (1) comes into contact with the waist beam, the waist beam is fixed by anchorage.

2. The method for steel pipe pile anchor support in ultra-deep foundation pits according to claim 1, characterized in that, When using a wet casing drilling rig to drill holes for support piles at the edge of the foundation pit, the holes are arranged in a straight array along the edge of the foundation pit.

3. The method for steel pipe pile anchor support in ultra-deep foundation pits according to claim 1, characterized in that, The wet casing drilling rig is specifically the BHD-2602 multi-functional hydraulic drilling rig.

4. The method for steel pipe pile anchor support in ultra-deep foundation pits according to claim 3, characterized in that, The specific parameters of the BHD-2602 multi-functional hydraulic drilling rig are as follows: power: 194KW, maximum output torque: 17000Nm, casing outer diameter 250mm, inner diameter 238mm, drill rod outer diameter 114mm, inner diameter 100mm.

5. The method for steel pipe pile anchor support in ultra-deep foundation pits according to claim 1, characterized in that, Before the steel pipe pile (1) comes into contact with the waist beam, two 20a channel steels are double-welded to make the waist beam. Then, the waist beam comes into contact with the steel pipe pile (1), and five anchors are set on the waist beam. The anchors are used to connect the waist beam to the end of the anchor rod, and the other end of the anchor rod is connected to the edge of the foundation pit.

6. The method for steel pipe pile anchor support in ultra-deep foundation pits according to claim 1, characterized in that, The inner wall of the steel pipe pile (1) has multiple longitudinal sliding grooves (2), and a sealing tube (3) slides inside the steel pipe pile (1). Multiple sliders (4) are provided on the side wall of the sealing tube (3). The bottom of the sliders (4) is in contact with the bottom wall of the longitudinal sliding groove (2). A tube (6) is connected to the baffle (5) connected to the bottom of the sealing tube (3). Two sealing blocks (7) are slidably connected to the baffle (5). The sealing blocks (7) are sealed with the top of the tube (6). The top of the end face of the sealing block (7) is provided with a chamfer (9). The two chamfers (9) are set opposite to each other. The other end of the sealing block (7) is connected to the inner wall of the sealing tube (3) through a spring (8). A locking element is connected to the inner wall of the steel pipe pile (1) to lock the sealing tube (3).

7. The method for steel pipe pile anchor support in ultra-deep foundation pits according to claim 6, characterized in that, Two sleeves (10) are connected to the baffle (5). A tube (11) is slidably connected inside the sleeve (10). The bottom end of the tube (11) below the baffle (5) is connected to the top end of the hollow column (12). The side wall of the sleeve (10) above the baffle (5) is connected to the mounting ring (13). The top of the mounting ring (13) is connected to the bottom end of multiple springs (14). The top end of the springs (14) is connected to the bottom of the mounting ring (15). The mounting ring (15) is connected to the side wall of the tube (11) above the baffle (5). A vent hole (16) is opened on the bottom side wall of the tube (11). The vent hole (16) is located between the baffle (5) and the hollow column (12).

8. The method for steel pipe pile anchor support in ultra-deep foundation pits according to claim 7, characterized in that, The bottom sidewall of the slider (4) is provided with chamfer two (17), the middle part of the slider (4) is provided with locking groove (18), the locking groove (18) is engaged with the locking block (19) of the locking member, the locking block (19) is slidably connected with the longitudinal slide groove (2), and the top sidewall of the locking groove (18) is provided with chamfer three (20).

9. A method for supporting ultra-deep foundation pits with steel pipe pile anchors according to claim 8, characterized in that, The end of the connecting rod (21) is connected to the end face of the locking block (19). The locking block (19) and the slider (4) are set in a one-to-one correspondence. The other end of the locking block (19) is set towards the locking groove (18). The connecting rod (21) is slidably connected to the steel pipe pile (1). The inner wall of the steel pipe pile (1) has multiple storage cavities (22). The other end of the connecting rod (21) is placed in the storage cavity (22) and connected to the inner wall of the storage cavity (22) through the spring three (23). The bottom of the connecting rod (21) is connected to the top of the mounting plate (24).

10. A method for supporting ultra-deep foundation pits with steel pipe pile anchors according to claim 9, characterized in that, The end of the unlocking rod (25) is rotatably connected to the other inner wall of the storage cavity (22). A longitudinal baffle (26) is connected to the unlocking rod (25). The longitudinal baffle (26) is in contact with the end face of the mounting plate (24). A transverse through groove (27) is opened on the mounting plate (24). The area of ​​the transverse through groove (27) is equal to the area of ​​the longitudinal baffle (26). The other end of the unlocking rod (25) is slidably connected to the end of the unlocking spline shaft (28). The unlocking spline shaft (28) is rotatably connected to the inner wall of the storage cavity (22). The other end of the unlocking spline shaft (28) is set away from the side wall of the steel pipe pile (1).

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