A construction structure and method of snap piles under geological conditions of ultra-thick pebble layers

Abstract

The invention discloses an interlocking pile construction structure and method under the geological condition of an ultra-thick pebble layer, belonging to the technical field of interlocking pile construction. This scheme is not affected by weather, and the interlocking pile is constructed by a combination of a rotary drilling rig, an impact drilling rig and a mud wall protection rig, thereby solving the problem of easy hole collapse in the process of hole forming in the ultra-thick pebble layer; solving the disadvantage that hole collapse is easy to occur in hole forming by a drilling rig, saving construction time, accelerating the construction progress, and ensuring the quality of the interlocking piles. By means of interval construction, limiting columns are arranged, and when drilling holes between intervals, the drilling rig removes the limiting columns together to obtain a cylindrical interlocking pile hole, and finally lowers the cylindrical steel cage. This scheme does not require cutting of the pile body, thereby reducing the waste of concrete, accelerating the construction progress, ensuring the verticality and overall processing quality of the steel cage of the interlocking pile, and avoiding deformation of the steel cage caused by on-site extension, and displacement of the steel cage during concrete pouring.

Description

Technical Field

[0001] The invention belongs to the technical field of building construction, and in particular relates to a occlusal pile construction structure and method under ultra-thick pebble layer geological conditions. Background Art

[0002] Bored interlocking piles are a new type of foundation pit retaining structure. They refer to a continuous retaining structure with anti-seepage function formed by closely arranged pile bodies and adjacent pile bodies cutting each other. When dealing with ultra-thick pebble layers, the conventional interlocking pile construction method is to use a rotary drilling rig + mud wall or a full-rotation drilling rig. However, the conventional interlocking pile construction method has the following problems: 1. The use of a single rotary drilling process is difficult to overcome the serious leakage of slurry in loose strata and the difficulty of crossing the pebble layer; 2. During the drilling process, problems such as hole wall collapse and mud loss are prone to occur at the junction of the clay layer and the pebble layer, making it impossible to form a hole normally; 3. When constructing interlocking piles in a pebble layer, the verticality and flatness of the pile body cannot be guaranteed; 4. During the actual construction process, due to the deep thickness, high hardness and loose structure of the pebbles, the rotary drilling speed is slow and the drill bit wears severely. At the same time, when drilling into a thick pebble layer, the drill bit is easily deflected by the influence of the pebbles; 5. When the project site is distributed with a thicker pebble layer, it is difficult to drill the entire casing; 6. The construction cost of the full-rotation drilling rig is high; 7. The steel cage is prone to shaking during the hoisting process, and it is impossible to strictly control the verticality and processing quality of the steel cage. Summary of the Invention

[0003] In view of this, the purpose of the present invention is to provide a occlusal pile construction structure and method under ultra-thick pebble layer geological conditions, which can easily control the verticality and processing quality of the occlusal pile reinforcement cage and solve the problem of drilling difficulties.

[0004] In order to achieve the above object, the present invention provides the following technical solutions:

[0005] The present invention includes a steel cage, which includes retaining rings arranged at both ends, a plurality of vertical steel bars arranged between the retaining rings and along the retaining rings, and vertically arranged annular steel bars are provided along the vertical steel bars; it also includes a positioning part, which includes a frame-shaped platform, the frame-shaped platform is located at the top outer edge of the engaging pile hole, and a plurality of guide studs are respectively threadedly connected on both sides of the frame-shaped platform, and the guide studs on the same side are vertically arranged; it also includes a guide rod, a guide groove is provided on the guide rod, and the guide rod is welded to the outside of the steel cage of the hoisting engaging pile hole.

[0006] Furthermore, an arc groove is provided on the guide rod, and a sliding column is fixed between the two ends of the guide rod in the same extension direction. The sliding column is coaxially arranged with the arc groove, and a plurality of rotating cylinders are slidably provided on the sliding column. A blocking curved rod is extended from the side of the rotating cylinder, and the blocking curved rod is supported on the annular steel bar. The blocking curved rod and the annular steel bar, the rotating cylinder and the arc groove are fixed respectively by welding.

[0007] Furthermore, the guide rod is longer than the length of the steel cage.

[0008] Furthermore, a ring rail is fixedly provided on the top side of the frame-shaped platform, the ring rail coincides with the center of the bite pile hole and the diameter of the ring rail is larger than the bite pile hole, a number of sliding seats are slidably provided on the ring rail, a number of support beams are horizontally slidably provided on the sliding seats, and the sliding direction of the support beams is arranged along the radial direction of the ring rail.

[0009] Furthermore, a wedge-shaped stopper is provided on the upper side of the support beam for vertical sliding. A spring is provided between the wedge-shaped stopper and the interior of the support beam. The inclined surface of the wedge-shaped stopper faces the center of the annular rail.

[0010] The beneficial effects of the present invention are:

[0011] When the steel cage is lowered into the interlocking pile hole, the present invention provides two additional guide rod structures. The guide rods are supported by three guide studs and are in a vertical state. By welding the guide rods to the outer side of the hoisted steel cage, the steel cage is restricted from lateral movement by the two vertical guide rods during the lowering process, and vertical guidance is provided. The verticality of the steel cage is always kept fixed and no deflection occurs.

[0012] The present invention also discloses a method for constructing an interlocking pile under geological conditions of an ultra-thick pebble layer, which adopts the above interlocking pile construction structure, and the steps are as follows:

[0013] S1, prefabricated steel cage, half of which has arc-shaped concavities on both sides so that the cage can fill and distribute the interlocking pile holes arranged side by side;

[0014] S2. Use an excavator to dig a guide wall trench on the construction ground, lay a guide wall formwork with a snap pile cross-section on the guide wall trench, pour concrete between the guide wall trench and the guide wall formwork, and remove the guide wall formwork after the concrete solidifies;

[0015] S3, drilling the interlocking pile holes at intervals;

[0016] S4. The upper fill layer and clay layer are first drilled using a rotary drilling rig, with mud circulation applied during the drilling process;

[0017] S5. When drilling to the junction of the clay layer and the pebble layer, use a percussion drill to drill, and at the same time, effectively compact and fill the hole wall when impacting the pebble;

[0018] S6. After passing through the pebble layer, use a rotary drilling rig to drill into the soil layer until the designed hole bottom elevation;

[0019] S7. Set wooden limit posts with an interlocking cross-section at the interlocking positions on both sides of the interlocking pile hole, fix a frame-shaped platform on the top of the interlocking pile hole, make the ring rail on the top of the frame-shaped platform concentric with the interlocking pile hole, and lift the steel cage with an arc-shaped concave inner belt above the interlocking pile hole;

[0020] S8. Slide the guide rod along the end of the guide stud, adjust the guide stud to make the guide rod vertical, slide and rotate the blocking bent rod so that the blocking bent rod contacts the bottom side of the annular steel bar, weld and fix the contact point between the blocking bent rod and the annular steel bar, and weld and fix the contact point between the rotating drum and the arc groove;

[0021] S9. Lower the steel cage until the upper end of the steel cage is located at the ring rail position, move and insert the support beam so that the support beam is supported on the bottom side of the upper end retaining ring of the steel cage, and remove the hoisting device;

[0022] S10, hoisting another steel cage again, docking it with the steel cage in the interlocking pile hole and fixing it;

[0023] S11, continue lowering the steel cage and connecting the steel cages until the height of the steel cage exceeds the height of the interlocking pile;

[0024] S12, pouring concrete into the interlocking pile hole after lowering the steel cage;

[0025] S13. After the interval construction is completed, the unconstructed positions between the intervals are drilled and poured again. At this time, the hoisted steel cage has no inner arc-shaped depression.

[0026] The beneficial effects of this method are:

[0027] Not affected by weather, interlocking piles can be directly constructed with water flow;

[0028] Use steel formwork for guide wall pouring to ensure the accuracy of drilling position;

[0029] The use of a rotary drilling rig + percussion drilling rig + mud wall combination method to construct interlocking piles solves the problem of easy hole collapse during drilling in ultra-thick gravel layers. This solves the disadvantage of easy hole collapse during drilling with a drilling rig, saves construction time, speeds up the construction progress, and ensures the quality of the interlocking piles.

[0030] Solve the problem that it is difficult to drill holes in the pebble layer when using a full-casing drill rig, and the drill is prone to getting stuck;

[0031] The construction efficiency is high. By setting up limit columns at intervals, the drill will remove the limit columns when drilling holes between the intervals, obtaining a cylindrical interlocking pile hole. Finally, the cylindrical reinforcement cage is lowered. This solution does not require cutting the pile body, reduces concrete waste, and speeds up the construction progress.

[0032] The verticality and overall processing quality of the interlocking pile reinforcement cage are guaranteed, and deformation of the reinforcement cage caused by on-site extension and displacement of the reinforcement cage during concrete pouring are avoided;

[0033] This avoids the difficulty in drilling caused by the increase in concrete strength due to a long waiting time after concrete pouring.

[0034] Other advantages, objectives and features of the present invention will be described in the following description and will be apparent to those skilled in the art to some extent, or those skilled in the art can be taught from the practice of the present invention. The objectives and other advantages of the present invention can be realized and obtained through the following description. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] In order to make the purpose, technical solutions and beneficial effects of the present invention more clear, the present invention provides the following drawings for illustration:

[0036] Figure 1 This is a schematic diagram of the hoisting of a steel cage with an arc-shaped depression according to an embodiment of the present invention;

[0037] Figure 2 This is a schematic diagram of the hoisting of a steel cage without an arc-shaped depression according to an embodiment of the present invention;

[0038] Figure 3 This is a cross-sectional view of a guide rod according to an embodiment of the present invention;

[0039] Figure 4 This is a cross-sectional view of a support beam according to an embodiment of the present invention;

[0040] Figure 5 This is a schematic diagram of the installation of the guide wall template according to an embodiment of the present invention;

[0041] Figure 6 This is a schematic diagram of the completion of the hoisting of the steel cage with arc-shaped depression according to an embodiment of the present invention;

[0042] Figure 7 This is a schematic diagram of the lifting completion of the steel cage without arc-shaped depression according to an embodiment of the present invention;

[0043] The markings in the accompanying drawings are as follows: 1. Steel cage; 11. Retaining ring; 12. Vertical steel bar; 13. Annular steel bar; 2. Positioning part; 21. Frame platform; 22. Guide stud; 23. Guide rod; 231. Guide groove; 232. Arc groove; 233. Sliding column; 234. Rotating drum; 235. Blocking curved rod; 24. Annular rail; 25. Sliding seat; 26. Support beam; 261. Wedge-shaped stop block; 262. Spring; 3. Guide wall groove; 4. Guide wall formwork; 5. Limiting column. DETAILED DESCRIPTION

[0044] The present invention discloses a occlusal pile construction structure under the geological condition of ultra-thick pebble layer, such as Figure 1As shown, it includes a steel cage 1, which includes retaining rings 11 provided at both ends, a number of vertical steel bars 12 are provided between the retaining rings 11 and along the retaining rings 11, and vertically arranged annular steel bars 13 are provided along the vertical steel bars 12; a cylindrical structure with a stable steel cage 1 is formed by combining the steel bars of the annular structure and the vertical structure, which provides a stable skeleton structure for the occlusal pile after being placed in the occlusal pile hole; it also includes a positioning part 2, which includes a frame-shaped platform 21, the frame-shaped platform 21 is located at the top outer edge of the occlusal pile hole, and three guide studs 22 are respectively threadedly connected to both sides of the frame-shaped platform 21, and the guide studs 22 on the same side are arranged vertically, as shown in FIG. Figure 1 and Figure 3 As shown, it also includes a guide rod 23, on which a guide groove 231 is opened. The guide rod 23 is welded to the outside of the steel cage 1 of the hoisting engagement pile hole.

[0045] In this solution, when the steel cage 1 is lowered into the interlocking pile hole, two additional guide rods 23 are provided. The guide rods 23 are supported by three guide studs 22 and are in a vertical state. By welding the guide rods 23 to the outer side of the hoisted steel cage 1, the steel cage 1 is restricted from lateral movement by the two vertical guide rods 23 during the lowering process, and vertical guidance is provided. The verticality of the steel cage 1 is always kept fixed and no deviation occurs.

[0046] In a further solution, Figure 1 and Figure 3 As shown, the guide rod 23 is further provided with an arc groove 232, and a sliding column 233 is fixed between the two ends of the guide rod 23 in the same extension direction. The sliding column 233 is coaxially arranged with the arc groove 232, and a plurality of rotating cylinders 234 are slidingly provided on the sliding column 233. A blocking curved rod 235 is extended from the side of the rotating cylinder 234, and the blocking curved rod 235 is supported on the annular steel bar 13. The blocking curved rod 235 and the annular steel bar 13, the rotating cylinder 234 and the arc groove 232 are respectively fixed by welding.

[0047] In this solution, a rotating drum 234 that can be vertically moved and adjusted and a rotatable blocking bent rod 235 structure are set on the guide rod 23. By adjusting the height of the rotating shaft, the rotating drum 234 is set at the height position of several annular steel bars 13. By rotating the blocking bent rod 235, the blocking bent rod 235 is extended into the bottom side of the annular steel bar 13, and then the guide rod 23 is connected to the steel cage 1 by welding, so that the steel cage 1 has vertical guiding capability and is restricted by lateral movement.

[0048] In a further solution, the guide rod 23 is longer than the length of the steel cage 1 to ensure that the final length of the guide rod 23 is longer than the entire steel cage 1 splicing structure, ensuring that the guide rod 23 does not separate from the guide stud 22 and always has a guiding effect.

[0049] In a further solution, Figure 1 and Figure 4 As shown, a ring rail 24 is fixedly provided on the top side of the frame-shaped platform 21. The ring rail 24 coincides with the center of the engaging pile hole and the diameter of the ring rail 24 is larger than the engaging pile hole. A plurality of slides 25 are slidably provided on the ring rail 24. A plurality of support beams 26 are horizontally slidably provided on the slides 25. The sliding direction of the support beams 26 is arranged along the radial direction of the ring rail 24.

[0050] In this structure, by setting up a number of slide seats 25 structures that can rotate around the steel cage 1, the support beams 26 that can support the retaining rings 11 at the ends of the steel cage 1 are driven to move and distribute around the steel cage 1. The support beams 26 are inserted between the vertical steel bars 12 and supported on the bottom side of the retaining rings 11, so that the steel cage 1 hoisted into the interlocking pile hole is suspended to facilitate the subsequent docking with the next steel cage 1. This structure has strong adaptability, will not cause structural interference, and has strong supporting capacity. It supports and fixes the height of the steel cage 1 while ensuring verticality.

[0051] In a further solution, Figure 4 As shown, a wedge-shaped stopper 261 is vertically slidably provided on the upper side of the support beam 26 , a spring 262 is provided between the wedge-shaped stopper 261 and the interior of the support beam 26 , and the inclined surface of the wedge-shaped stopper 261 faces the center of the annular rail 24 .

[0052] In this solution, a wedge-shaped stopper 261 is provided so as to be positioned on the inner side of the retaining ring 11 to prevent the support beam 26 from being dislodged due to environmental factors such as vibration during the lifting process. In addition, the wedge-shaped stopper 261 is an elastic support structure to avoid substantial support for the retaining ring 11.

[0053] A method for constructing interlocking piles under geological conditions of ultra-thick pebble layers, using the above interlocking pile construction structure, comprises the following steps:

[0054] S1, prefabricating the steel cage 1, wherein half of the steel cage 1 has its sides concave inward in an arc shape, so that the steel cage 1 can fill and distribute the occlusal pile holes arranged side by side. After the steel cage 1 is processed, it is directly hoisted onto a transport vehicle using a gantry crane or a crane and transported to the construction site;

[0055] S2. Reference Figure 5, use a small excavator to dig a guide wall trench 3 on the construction ground, lay a guide wall template 4 with a bite pile cross section on the guide wall trench 3, and reinforce the guide wall template 4 with angle steel. After the template is inspected and qualified, pour concrete between the guide wall trench 3 and the guide wall template 4. After the concrete solidifies, remove the guide wall template 4 to form a continuous bite pile concrete hole groove on the construction ground, so as to facilitate subsequent equipment support and drilling guidance;

[0056] S3, drilling the occlusal pile holes at intervals, first drilling the occlusal pile holes with inner arc-shaped depressions;

[0057] S4. The upper fill layer and clay layer are first drilled using a rotary drilling rig, with mud circulation applied during the drilling process to speed up the construction process.

[0058] S5. When drilling to the junction of the clay layer and the pebble layer, use a percussion drill to drill, which not only facilitates the penetration of the rock filling, but also effectively compacts and fills the hole wall when impacting the pebble, thereby reducing the amount of grout leakage in the formation and effectively preventing hole collapse;

[0059] S6. After passing through the pebble layer, use a rotary drilling rig to drill into the soil layer until the designed hole bottom elevation;

[0060] S7, such as Figure 6 As shown, wooden limit posts 5 with a cross-section shaped like an occlusal cross section are set at the occlusal positions on both sides of the occlusal pile hole. The limit posts 5 are wooden structures. A frame-shaped platform 21 is fixedly set on the top of the occlusal pile hole. The annular rail 24 on the top of the frame-shaped platform 21 is concentric with the occlusal pile hole. The steel cage 1 with an arc-shaped concave in the lifting belt is placed above the occlusal pile hole.

[0061] S8, Reference Figure 1 、 Figure 3 and Figure 4 , slide the guide rod 23 along the end of the guide stud 22, adjust the guide stud 22 to make the guide rod 23 vertical, slide and rotate the blocking bent rod 235, so that the blocking bent rod 235 contacts the bottom side of the annular steel bar 13, weld and fix the contact point between the blocking bent rod 235 and the annular steel bar 13, and weld and fix the contact point between the rotating cylinder 234 and the arc groove 232;

[0062] S9, lower the steel cage 1 until the upper end of the steel cage 1 is located at the position of the ring rail 24, move and insert the support beam 26, so that the support beam 26 is supported on the bottom side of the upper end retaining ring 11 of the steel cage 1, and remove the hoisting;

[0063] S10, hoisting another steel cage 1 again, docking it with the steel cage 1 in the occlusal pile hole and fixing it;

[0064] S11, continue lowering the steel cage 1 and connecting the steel cage 1 until the height of the steel cage 1 exceeds the height of the interlocking pile;

[0065] S12, pouring concrete into the occlusal pile hole after lowering the steel cage 1;

[0066] S13. Reference Figure 2 and Figure 7 After the interval construction is completed, the unconstructed positions between the intervals are drilled and poured again. At this time, the hoisted steel cage 1 has no inner arc-shaped depression.

[0067] The beneficial effects of this construction scheme are:

[0068] This method is not affected by weather and can be used directly for interlocking piles with water flow;

[0069] Use steel formwork for guide wall pouring to ensure the accuracy of drilling position;

[0070] The use of a rotary drilling rig + percussion drilling rig + mud wall combination method to construct interlocking piles solves the problem of easy hole collapse during drilling in ultra-thick gravel layers. This solves the disadvantage of easy hole collapse during drilling with a drilling rig, saves construction time, speeds up the construction progress, and ensures the quality of the interlocking piles.

[0071] Solve the problem that it is difficult to drill holes in the pebble layer when using a full-casing drill rig, and the drill is prone to getting stuck;

[0072] The construction efficiency is high. By setting the limit columns 5 at intervals, when drilling holes between the intervals, the drill will remove the limit columns 5 together to obtain a cylindrical interlocking pile hole. Finally, the cylindrical steel cage 1 is lowered. This solution does not require cutting the pile body, reduces concrete waste, and speeds up the construction progress.

[0073] The verticality and overall processing quality of the interlocking pile reinforcement cage 1 are guaranteed, and deformation of the reinforcement cage 1 caused by on-site extension and displacement of the reinforcement cage 1 during concrete pouring are avoided;

[0074] This avoids the difficulty in drilling caused by the increase in concrete strength due to a long waiting time after concrete pouring.

[0075] Finally, it should be noted that the above preferred embodiments are only used to illustrate the technical solutions of the present invention and are not limiting. Although the present invention has been described in detail through the above preferred embodiments, those skilled in the art should understand that various changes can be made in form and details without departing from the scope defined by the claims of the present invention.

Claims

1. A occlusal pile construction structure under ultra-thick pebble layer geological conditions, characterized by: The invention comprises a steel cage (1), wherein the steel cage (1) comprises retaining rings (11) arranged at both ends, wherein a plurality of vertical steel bars (12) are arranged between the retaining rings (11) along the retaining rings (11), and an annular steel bar (13) arranged vertically is arranged along the vertical steel bars (12); the invention also comprises a positioning part (2), wherein the positioning part (2) comprises a frame-shaped platform (21), wherein the frame-shaped platform (21) is located at the top outer edge of the engaging pile hole, wherein a plurality of guide studs (22) are respectively threadedly connected to both sides of the frame-shaped platform (21), wherein the guide studs (22) on the same side are arranged vertically; the invention also comprises a guide rod (23), wherein the guide rod (23) is provided with a guide groove (231), wherein the guide rod (23) is welded to the outer side of the steel cage (1) for hoisting the engaging pile hole; wherein the guide rod (23) is further provided with an arc groove (232), wherein a sliding column (233) is fixed between the two ends of the guide rod (23) in the same extension direction, wherein the sliding column (233) is fixed to the outer side of the steel cage (1) for hoisting the engaging pile hole; ... The column (233) is coaxially arranged with the arc groove (232); a plurality of rotating cylinders (234) are slidably arranged on the sliding column (233); a blocking curved rod (235) is extended from the side of the rotating cylinder (234); the blocking curved rod (235) is supported on the annular steel bar (13); the blocking curved rod (235) and the annular steel bar (13), the rotating cylinder (234) and the arc groove (232) are respectively fixed by welding; the guide rod (23) The frame-shaped platform (21) is also fixedly provided with an annular rail (24) on the top side, the annular rail (24) coincides with the center of the engagement pile hole and the diameter of the annular rail (24) is larger than the engagement pile hole, a plurality of slide seats (25) are slidably provided on the annular rail (24), a plurality of support beams (26) are horizontally slidably provided on the slide seats (25), and the sliding direction of the support beams (26) is arranged along the radial direction of the annular rail (24).

2. The occlusal pile construction structure under ultra-thick pebble layer geological conditions according to claim 1 is characterized by: A wedge-shaped stopper (261) is provided on the upper side of the support beam (26) for vertical sliding, a spring (262) is provided between the wedge-shaped stopper (261) and the inside of the support beam (26), and the inclined surface of the wedge-shaped stopper (261) faces the center of the annular rail (24).

3. A method for constructing an interlocking pile under ultra-thick pebble layer geological conditions, using the interlocking pile construction structure under ultra-thick pebble layer geological conditions as claimed in claim 2, characterized in that: S1, a prefabricated steel cage (1), wherein the sides of half of the steel cage (1) are concave inwardly in an arc shape, so that the steel cage (1) can fill and distribute the interlocking pile holes arranged side by side; S2, using an excavator to dig a guide wall groove (3) on the construction ground, laying a guide wall template (4) with a snap pile cross-section on the guide wall groove (3), pouring concrete between the guide wall groove (3) and the guide wall template (4), and removing the guide wall template (4) after the concrete solidifies; S3, drilling the occlusal pile holes at intervals; S4. The upper fill layer and clay layer are first drilled using a rotary drilling rig, and mud circulation is applied during the drilling process; S5. When drilling to the junction of the clay layer and the pebble layer, use an impact drill to drill, and at the same time, effectively compact and fill the hole wall when impacting the pebble; S6. After passing through the pebble layer, use a rotary drilling rig to drill into the soil layer until the designed hole bottom elevation; S7, setting wooden limit columns (5) with a cross-section in the shape of a cross-section of the bite at the bite positions on both sides of the bite pile hole, and fixing a frame-shaped platform (21) on the top of the bite pile hole, so that the ring rail (24) on the top of the frame-shaped platform (21) is coaxial with the bite pile hole, and the steel cage (1) with an arc-shaped concave in the lifting belt is above the bite pile hole; S8, slidingly setting the guide rod (23) along the end of the guide stud (22), adjusting the guide stud (22) to make the guide rod (23) vertical, sliding and rotating the blocking bent rod (235) so that the blocking bent rod (235) contacts the bottom side of the annular steel bar (13), welding and fixing the contact point between the blocking bent rod (235) and the annular steel bar (13), and welding and fixing the contact point between the rotating drum (234) and the arc groove (232); S9, lowering the steel cage (1) until the upper end of the steel cage (1) is located at the position of the annular rail (24), moving and inserting the support beam (26), so that the support beam (26) is supported on the bottom side of the upper end retaining ring (11) of the steel cage (1), and removing the hoisting; S10, hoisting another steel cage (1) again, docking it with the steel cage (1) in the engaging pile hole and fixing it; S11, continue to lower the steel cage (1) and connect the steel cage (1) until the height of the steel cage (1) exceeds the height of the interlocking pile; S12, pouring concrete into the interlocking pile hole after lowering the steel cage (1); S13. After the interval construction is completed, drilling and pouring are performed again at the unconstructed positions between the intervals. At this time, the hoisted steel cage (1) has no inner arc-shaped depression.

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