A construction method for long spiral drilling pressure-grouting interlocking cast-in-place piles

Abstract

The present application relates to the field of pile foundation support construction and provides a long spiral drilling pressure-grouting interlocking cast-in-place pile construction method, comprising step S1, prefabricating a box-type guide wall and a steel cage; step S2, on-site planning and designing the support positions of the plain piles and the concrete piles, and anchoring the box-type guide wall to the soil foundation; step S3, excavating hole A using a long spiral drilling machine, cleaning the hole, and injecting super-slow-setting concrete; step S4, digging hole B using a long spiral drilling machine, cleaning the hole, and pressure-grouting ordinary concrete; step S5, hoisting the steel cage into the corresponding hole B; and step S6, curing the plain piles and concrete piles to form interlocking cast-in-place piles. Based on this, the rapid support of the box-type guide wall and the pouring of concrete in hole B by pressure-grouting can shorten the construction period of the interlocking cast-in-place piles, allowing the construction project to maintain a good construction schedule.

Description

Technical Field

[0001] The present application relates to the field of pile foundation support construction, and in particular to a method for constructing long spiral drilled pressure-grouted interlocking cast-in-place piles. Background Art

[0002] Interlocking cast-in-place piles are a common form of foundation pit support in engineering, including plain concrete piles (hereinafter referred to as "plain piles") and reinforced concrete piles (hereinafter referred to as "reinforced concrete piles"). The plain piles and reinforced concrete piles are arranged alternately, and the adjacent plain piles and reinforced concrete piles are interlocked with each other to form a pile row maintenance structure.

[0003] Before excavating the soil foundation, construction workers need to set up formwork and pour concrete guide walls on the soil foundation. After the concrete guide walls solidify and form multiple pile holes, they can locate the drilling position of the rotary drilling rig and reduce the deviation of the drill tool during drilling. When constructing interlocking cast-in-place piles, it is necessary to first complete the pouring of the piles. Then, a long spiral drilling machine is used to drill forming holes for the piles between adjacent piles. During the drilling process, the rotary drilling rig will cut off a portion of the adjacent piles. Subsequently, a steel cage is installed in the forming hole and concrete is poured, forming a pile that interlocks with the adjacent piles.

[0004] The inventors found the following defects in the above technical solution:

[0005] The pouring of the concrete guide wall in the early stage and the pouring of the concrete in the formed holes in the later stage both have the problem of long construction period, which in turn causes the overall construction period of the interlocking cast-in-place piles to be long, affecting the construction progress of the entire construction project. Summary of the Invention

[0006] In order to shorten the construction period of interlocking cast-in-place piles, the present application provides a long spiral drilling and pressure-grouting interlocking cast-in-place pile construction method.

[0007] The present application provides a long spiral bored pressure grouting interlocking cast-in-place pile construction method using the following technical solutions:

[0008] A long spiral drilling pressure grouting interlocking cast-in-place pile construction method specifically comprises the following steps:

[0009] Step S1: prefabricate a box-type guide wall for locating a drilling position, wherein the box-type guide wall is provided with a plurality of first pile holes and second pile holes, wherein the first pile holes and the second pile holes are staggered and adjacent first pile holes partially overlap; and prefabricate a steel cage;

[0010] Step S2: Plan and design the construction site, determine the locations of the plain and concrete piles, and anchor the box-type guide wall to the soil foundation;

[0011] Step S3, using a long spiral drilling machine to excavate a hole A for forming a plain pile through the first pile hole, after cleaning the hole, injecting super slow-setting concrete into the hole A;

[0012] Step S4, using a long spiral drilling machine to excavate a hole B for forming a pile through the second pile hole, after cleaning the hole, pouring ordinary concrete into the hole B by pressure pouring;

[0013] Step S5: hoist the steel cage into the corresponding hole B. First, the steel cage sinks into the concrete by its own weight, and then the vibration device is used to make the steel cage continue to sink and completely enter the hole B.

[0014] Step S6, curing the plain piles and the concrete piles, and forming interlocking cast-in-place piles after the concrete solidifies.

[0015] By adopting the above-mentioned technical solution, firstly, the present application replaces the traditional concrete guide wall that needs to be cast with a prefabricated box-type guide wall. After the box-type guide wall is anchored to the soil foundation, the soil can be directly dug, which shortens the early preparation work cycle; then, after the adjacent plain piles are formed, ordinary concrete is poured into the B hole while the long spiral drilling machine is lifted by pressure pouring, which can quickly complete the pouring of the piles. Compared with installing the steel cage and then pouring the B hole, the construction period is further shortened, thereby shortening the overall construction period, facilitating the rapid completion of the construction of the interlocking bored piles, and helping to maintain a good construction progress of the construction project.

[0016] In addition, by pouring hole B first and then installing the steel cage, the steel cage can stir the ordinary concrete inside hole B when entering hole B, so that it can fully contact with the super-slow-setting concrete in hole A and solidify together. This is beneficial to improving the connection strength between the plain pile and the concrete pile after forming, thereby improving the overall structural strength of the interlocking cast-in-place pile and achieving a good support effect.

[0017] Optionally, steps S3 and S4 include:

[0018] S31, aligning the auger of the long auger drilling machine with the first pile hole, feeding the auger downward and rotating it axially, thereby excavating a hole A;

[0019] S32, controlling the auger to idle, clearing the soil generated by excavation out of hole A in the reverse direction, and then lifting the auger to move it out of hole A;

[0020] S33, inserting two steel plug mechanisms into the first pile hole and hole A, wherein the steel plug mechanisms are located on a side of the first pile hole close to the second pile hole, and contain water-based polyurethane emulsion;

[0021] S34, injecting super-slow setting concrete into hole A, and making the super-slow setting concrete wrap around the steel plug mechanism;

[0022] S41, after the two adjacent piles are initially solidified, the long spiral drilling machine is aligned with the second pile hole between the two piles, and the spiral drilling tool is fed downward and rotated around the axis, thereby excavating the B hole;

[0023] S42, controlling the auger to idle, and removing the excavated soil from hole B in the reverse direction;

[0024] S43, connect the steel plug mechanism to the full sleeve outside the auger, and pour ordinary concrete into the bottom of hole B while lifting the auger.

[0025] By adopting the above-mentioned technical solution, before pouring the super-slow-setting concrete into hole A, two steel plug mechanisms are inserted into hole A. After the super-slow-setting concrete has initially set, the steel plug mechanisms are pulled out of hole A. This allows the pile to be formed with two reserved holes, thereby reducing the amount of damage to the pile when the long spiral drill is subsequently used to excavate hole B. This also reduces the possibility of cracks between the pile and the concrete pile after the interlocking cast-in-place pile is formed, thereby maintaining good structural strength. In addition, by providing a water-based polyurethane emulsion inside the steel plug mechanism, when ordinary concrete is pressure-cast, the steel plug mechanism is lifted so that the water-based polyurethane emulsion inside the steel plug mechanism is mixed into the ordinary concrete. This can reduce the interparticle gaps in the ordinary concrete, allowing the ordinary concrete to better fill the cracks, further improving the connection strength between the pile and the concrete pile.

[0026] Optionally, the steel plug mechanism in S33 includes a base plate, a ring segment steel sleeve 1 and a ring segment steel sleeve 2, and a reinforcing anchor rod is provided on the outer peripheral side of the base plate; the ring segment steel sleeve 1 and the ring segment steel sleeve 2 are detachably connected to the base plate through a quick-release structure, and the ring segment steel sleeve 1 and the ring segment steel sleeve 2 are respectively abutted against each other to form an enclosed space; a receiving cavity is provided on the side of the ring segment steel sleeve 1 close to the base plate, and the water-based polyurethane emulsion is arranged inside the receiving cavity.

[0027] By adopting the above-mentioned technical solution, after the super-slow-setting concrete has initially set and wrapped around the steel plug mechanism, the base plate can be firmly fixed in the super-slow-setting concrete via the reinforcing anchor rods on the outer periphery. Construction workers can separate the ring segment steel sleeve 2 from the base plate by pulling it upward. By setting the shape of the intersection of the meat pile and the plain pile to match the shape of the ring segment steel sleeve 2, it is easier for the spiral drill to successfully dig a pit and form hole B. When construction workers pressurize and pour ordinary concrete into hole B, the ring segment steel sleeve 1 is connected to the full sleeve and moves upward with the spiral drill. After the ring segment steel sleeve 1 separates from the base plate, the water-based polyurethane emulsion leaves the receiving cavity, allowing the water-based polyurethane emulsion to gradually mix with the ordinary concrete, thereby improving the connection strength at the intersection of the plain pile and the meat pile.

[0028] Optionally, the quick-release structure includes a plurality of T-shaped slots provided on the base plate and a plurality of groups of movable clamping assemblies provided on the bottom of the ring segment steel sleeve; wherein, the movable clamping assembly includes a plurality of clamping columns arranged in a circle, one end of the clamping column is vertically fixed to the ring segment steel sleeve, and the other end of the clamping column is provided with a clamping portion, and each clamping portion is respectively located on the opposite side of each clamping column; the outer diameter of the area enclosed by all the clamping columns matches the inner diameter of the slot opening of the T-shaped slot, and the outer diameter of the area enclosed by all the clamping portions matches the inner diameter of the slot bottom of the T-shaped slot.

[0029] By adopting the above technical solution, after the clamping portion of the clamping column is clamped at the bottom position of the T-shaped clamping groove, the ring segment steel sleeve 1 can be firmly connected to the base plate; when the base plate is fixed to the super-slow-setting concrete, the ring segment steel sleeve 1 is pulled upward, and the side wall of the T-shaped clamping groove can abut against the clamping portion and force all the clamping columns to retract inward, and finally the clamping column can smoothly leave the T-shaped clamping groove, so that the ring segment steel sleeve 1 can be quickly detached from the base plate.

[0030] Optionally, a connecting rod is vertically fixed to the bottom plate, and a plurality of ring segment partitions are fixed on the connecting rod, and all the ring segment partitions are arranged equidistantly along the axial direction of the ring segment steel sleeve; the shape of each ring segment partition is adapted to the shape of the accommodating cavity, and the accommodating cavity is divided into a plurality of chambers by the ring segment partitions, and the water-based polyurethane emulsion is arranged inside each of the chambers.

[0031] By adopting the above technical solution, the accommodating cavity is divided into multiple chambers by setting up ring segment partitions, and each chamber is provided with water-based polyurethane emulsion. When the ring segment steel sleeve is lifted upward, each chamber can be exposed in turn to facilitate the mixing of ordinary concrete and water-based polyurethane emulsion at each height, thereby further improving the overall connection strength at the junction of the plain pile and the meat pile.

[0032] Optionally, mesh fiber cloths are installed between adjacent ring segment partitions, and each mesh fiber cloth is matched and fitted to the inner arc side of the chamber.

[0033] By adopting the above-mentioned technical solution, the installation of the mesh fiber cloth can block the water-based polyurethane emulsion when the ring steel sleeve is lifted upward, allowing the water-based polyurethane emulsion in the individual installation cavities to slowly flow out and mix with the ordinary concrete, thereby reducing the possibility of excessive mixing of the water-based polyurethane emulsion with the ordinary concrete per unit time, and maintaining a good ratio of water-based polyurethane emulsion to ordinary concrete. In addition, after the concrete is formed, the mesh fiber cloth is installed at the junction of the plain pile and the concrete pile, which also helps to improve the connection strength between the plain pile and the concrete pile, reducing the possibility of cracking between the plain pile and the concrete pile.

[0034] Optionally, installation grooves are provided on both sides of the width direction of the box-type guide wall, and a positioning seat is slidingly installed between the two installation grooves. Each positioning seat is provided with a socket for positioning the steel plug mechanism, and the steel plug mechanism is matched and inserted into the socket and passed into the A hole.

[0035] By adopting the above technical solution, the setting of the positioning seat can locate the installation position of the steel plug mechanism; by matching the steel plug mechanism and inserting it into the socket, the steel plug can be conveniently partially inserted into the interior of hole A, so as to facilitate the formation of a reserved hole after the initial setting of the super-slow setting concrete.

[0036] Optionally, the mounting groove includes a sliding area and multiple limiting areas, each limiting area is located below the sliding area, and all limiting areas are arranged equidistantly along the extension direction of the mounting groove; when the positioning seat is clamped in the limiting area, the socket is opposite to one of the first pile holes.

[0037] By adopting the above technical solution, the positioning seat is moved so that the positioning seat moves within the sliding area, and the part of the positioning seat with the insertion hole can pass directly above each first pile hole in sequence; when the positioning seat is directly above the A hole where concrete needs to be poured, the positioning seat is clamped in the limiting area, which can limit the movement of the positioning seat in the installation groove, so as to facilitate the insertion of the steel plug mechanism so that the steel plug mechanism enters the corresponding A hole.

[0038] Optionally, the positioning seat includes a base plate and sliding card plates arranged on both sides of the base plate, and the sliding card plates are slidingly provided with installation grooves; the top of the sliding card plate is connected to an elastic member, the elastic member is located on the side of the sliding card plate close to the adjacent sliding card plate, and the end of the elastic member away from the sliding card plate is connected to a pressure plate, and the pressure plate is pressed against the upper top wall of the sliding area; the elastic member is used to force the positioning seat to move downward and be clamped in the limit area.

[0039] By adopting the above-mentioned technical solution, the setting of the elastic part enables the positioning seat to be stuck in the limiting area in a natural state, thereby improving the convenience of positioning the positioning seat; and when the construction workers pull the positioning seat upward, the elastic part is in a compressed state, the pressure plate can be pressed against the upper top wall of the sliding area, and the sliding card plate can slide smoothly along the sliding area.

[0040] In summary, this application includes at least one of the following beneficial technical effects:

[0041] 1. The rapid installation of the box-type guide wall and the pressure pouring of concrete in hole B can shorten the construction period of the interlocking cast-in-place piles, allowing the construction project to maintain a good construction schedule;

[0042] 2. When ordinary concrete is poured, the steel plug mechanism is lifted so that the water-based polyurethane emulsion inside the steel plug mechanism is mixed into the ordinary concrete, which can reduce the particle gaps of ordinary concrete, allowing ordinary concrete to better fill into the cracks, further improving the connection strength between the plain pile and the concrete pile;

[0043] 3. The accommodating cavity is divided into multiple chambers by setting up ring segment partitions. When the ring segment steel sleeve is lifted upward, each chamber can be exposed in turn to facilitate the mixing of ordinary concrete and water-based polyurethane emulsion at each height, further improving the overall connection strength at the junction of the plain pile and the meat pile. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 This is a structural diagram of the construction of the occlusal cast-in-place pile in this embodiment;

[0045] Figure 2 yes Figure 1 Enlarged view of point A in the middle;

[0046] Figure 3 This is a partial cross-sectional view of the box-type guide wall in this embodiment, mainly showing the structure of the positioning seat;

[0047] Figure 4 yes Figure 3 Enlarged view of point B in the middle;

[0048] Figure 5 is an exploded schematic diagram of the steel plug mechanism in this embodiment;

[0049] Figure 6 It is a partial cross-sectional view of the bottom plate in this embodiment, mainly showing the structure of the T-shaped slot;

[0050] Figure 7 It is a bottom view of the ring segment steel sleeve 1 and the ring segment steel sleeve 2 in this embodiment.

[0051] Explanation of the accompanying symbols: 1. Plain pile; 2. Meat pile; 3. Box-type guide wall; 31. First pile hole; 32. Second pile hole; 33. Mounting groove; 331. Sliding area; 332. Limiting area; 34. Positioning seat; 341. Base plate; 342. Sliding card plate; 3421. Insertion hole; 3422. Make way hole; 343. Elastic member; 344. Pressure plate; 35. Anchor rod; 4. Steel cage; 5. Steel plug mechanism; 51. Bottom plate; 511. Reinforced anchor rod; 52. Ring segment steel sleeve one; 521. Accommodating chamber; 53. Ring segment steel sleeve two; 54. Connecting rod; 55. Ring segment partition; 6. Quick-release structure; 61. T-shaped slot; 62. Movable snap-in assembly; 621. Clip-in column; 622. Clip-in part. DETAILED DESCRIPTION

[0052] The following is combined with Figure 1-7This application is described in further detail.

[0053] The embodiment of the present application discloses a method for constructing long spiral drilled pressure-grouted interlocking cast-in-place piles.

[0054] A method for constructing long spiral drilling and pressure-grouting interlocking cast-in-place piles. The drilling equipment used in the construction is a long spiral drilling machine, a cement grouting machine and a lifting equipment. The auxiliary components used include a box-type guide wall 3, a steel cage 4 and a steel plug mechanism 5. The box-type guide wall 3, the steel cage 4 and the steel plug mechanism 5 are all prefabricated before the project construction.

[0055] Reference Figure 1 The box-type guide wall 3 is a prefabricated rectangular concrete structure. Multiple first pile holes 31 and multiple second pile holes 32 are defined at the top of the box-type guide wall 3. Both the first and second pile holes 31 and 32 extend through the bottom of the box-type guide wall 3. Each first pile hole 31 and second pile hole 32 are staggered along the extension of the box-type guide wall 3, and each first pile hole 31 partially overlaps with an adjacent second pile hole 32. A long auger drill excavates the soil foundation through the first and second pile holes 31 and 32, forming staggered A and B holes, which facilitate subsequent pouring of the plain piles 1 and concrete piles 2. The top of the box-type guide wall 3 also features four anchor holes, located at the four corners of the box-type guide wall 3. Each anchor hole is fitted with an anchor rod 35. Once the box-type guide wall 3 is placed on the soil foundation, the anchor rods 35 secure it to the foundation.

[0056] Reference Figure 2 , the box-type guide wall 3 is provided with mounting grooves 33 on both sides of the width direction, and a positioning seat 34 is slidingly installed between the two mounting grooves 33. Figure 3 The positioning seat 34 includes a base plate 341 and two sliding cards 342 respectively arranged on both sides of the base plate 341 , and each sliding card 342 is slidably arranged inside the mounting groove 33 .

[0057] The mounting slot 33 includes a sliding region 331 and a plurality of limiting regions 332. The height of the sliding region 331 is set equal to the height of the sliding clamp 342, allowing the sliding clamp 342 to move within the sliding region 331. Each limiting region 332 is located below and connected to the sliding region 331, and all limiting regions 332 are arranged equidistantly along the extension direction of the sliding region 331. The width of the limiting region 332 is set equal to the width of the sliding clamp 342, allowing the sliding clamp 342 to enter the limiting region 332 and be fixed within the limiting region 332, thereby firmly positioning the positioning seat 34 in the mounting slot 33.

[0058] Back to Figure 2The base plate 341 is located directly above the box-type guide wall 3. The base plate 341 is provided with an insertion hole 3421 and a clearance hole 3422, wherein the number of the insertion holes 3421 is two, and the two insertion holes 3421 are respectively located on both sides of the clearance hole 3422; when the sliding card plate 342 is clamped in the limiting area 332, the base plate 341 is located directly above one of the first pile holes 31. At this time, the clearance hole 3422 and the insertion hole 3421 are both opposite to the A hole. The cement grouting machine can enter the bottom of the first pile hole 31 through the clearance hole 3422, thereby injecting the super-slow-setting concrete into the interior of the A hole; the steel plug mechanism 5 can be inserted into the insertion hole 3421 and penetrate into the interior of the A hole, thereby forming a reserved hole after the super-slow-setting concrete is injected and initially solidified.

[0059] Reference Figure 4 An elastic member 343 is fixed to the top of the sliding card plate 342. The elastic member 343 is located on the side of the sliding card plate 342 that is close to the adjacent sliding card plate 342. There are two elastic members 343, which are spaced apart along the extension direction of the sliding card plate 342. In this embodiment, the elastic members 343 are configured as springs. Each spring has a pressure plate 344 connected to its end away from the sliding card plate 342. The pressure plate 344 abuts against the upper wall of the sliding area 331. The spring is in a normally compressed state, forcing the positioning seat 34 to move downward and firmly securing the sliding card plate 342 in the limiting area 332, thereby reducing the possibility that the positioning seat 34 will float upward during subsequent pouring into hole A, which could cause the steel plug mechanism 5 to deviate.

[0060] Reference Figure 5 The steel plug mechanism 5 includes a bottom plate 51, a ring segment steel sleeve 1 52 and a ring segment steel sleeve 2 53. The bottom plate 51, the ring segment steel sleeve 1 52 and the ring segment steel sleeve 2 53 are all made of steel material; wherein, the bottom plate 51 is set to an elliptical shape, and a plurality of reinforcing anchor rods 511 are provided on the outer peripheral side of the bottom plate 51, which are used to firmly fix the bottom plate 51 and the pile 1 after the super-slow setting concrete is initially set.

[0061] The ring segment steel sleeve 1 52 and the ring segment steel sleeve 2 53 are respectively detachably connected to the same side of the base plate 51, and the ring segment steel sleeve 1 52 and the ring segment steel sleeve 2 53 are jointly arranged on the peripheral edge of the base plate 51; the ring segment steel sleeve 1 52 and the ring segment steel sleeve 2 53 are pressed against each other to form a circular ring shape, and at this time, an enclosed space is formed inside the ring segment steel sleeve 1 52 and the ring segment steel sleeve 2 53; the arc length of the ring segment steel sleeve 2 53 is designed to exceed the intersection area of ​​the plain pile 1 and the meat pile 2.

[0062] The ring segment steel sleeve 1 52 and the ring segment steel sleeve 2 53 are both detachably connected to the base plate 51 via a quick-release structure 6; the specific structures of the two sets of quick-release structures 6 are the same, and only the installation positions are different. Therefore, this embodiment only takes the quick-release structure 6 between the ring segment steel sleeve 1 52 and the base plate 51 as an example for explanation, and the other set of quick-release structures 6 is not repeated.

[0063] Reference Figure 6 、 Figure 7 The quick-release structure 6 includes a plurality of T-shaped slots 61 disposed on the bottom plate 51 and a plurality of movable snap-fit ​​components 62 disposed on the bottom of the ring-segment steel sleeve 52. The number of T-shaped slots 61 and the number of movable snap-fit ​​components 62 are set to be equal, and each movable snap-fit ​​component 62 is capable of being snapped into place in a T-shaped slot 61. All T-shaped slots 61 are equidistantly disposed on the side edges of the bottom plate 51; the cross-section of the T-shaped slots 61 is configured as an inverted T-shape, i.e., the inner diameter of the T-shaped slot 61 at the notch position is smaller than the inner diameter of the T-shaped slot 61 at the bottom position.

[0064] All movable clamping components 62 are arranged equidistantly around the arc direction of the ring segment steel sleeve 52; wherein, the movable clamping components 62 include a plurality of clamping columns 621 arranged circumferentially, one end of the clamping column 621 is vertically fixed to the ring segment steel sleeve 52, and the end of the clamping column 621 away from the ring segment steel sleeve is provided with an integrally formed clamping portion 622, and each clamping portion 622 is respectively located on the opposite side of each clamping column 621. The outer diameter of the area enclosed by all the clamping columns 621 is set to be equal to the inner diameter of the slot position of the T-shaped slot 61, and the outer diameter of the area enclosed by all the clamping parts 622 is set to be equal to the inner diameter of the slot bottom position of the T-shaped slot 61, so that all the clamping columns 621 can be clamped together in the T-shaped slot 61; when the ring segment steel sleeve 52 is pulled upward, the clamping parts 622 pass through the step surface of the T-shaped slot 61 to make the various clamping columns 621 retract with each other, thereby making the clamping columns 621 detach from the T-shaped slot 61, and then making the ring segment steel sleeve 52 detach from the bottom plate 51.

[0065] Reference Figure 7 The side of the ring steel sleeve 52 close to the bottom plate 51 is provided with a receiving cavity 521. Figure 5 , multiple connecting rods 54 are fixed to the side of the bottom plate 51 close to the ring segment steel sleeve, and all the connecting rods 54 are commonly connected and fixed with a ring segment partition 55; there are multiple ring segment partitions 55, and all the ring segment partitions 55 are equidistantly arranged along the axial direction of the connecting rod 54; each ring segment partition 55 is located inside the accommodating cavity 521. Each ring segment partition 55 divides the accommodating cavity 521 into multiple chambers, and each chamber is filled with water-based polyurethane emulsion. When ordinary concrete is subsequently poured into hole B by pressure grouting, the ring segment steel sleeve 1 52 moves upward along with the spiral drilling machine, and the water-based polyurethane emulsion inside each chamber can be mixed with the ordinary concrete in sequence, thereby improving the structural strength of the junction between the plain pile 1 and the meat pile 2.

[0066] A mesh fiber cloth (not shown) is also provided inside the chamber. The upper and lower edges of the mesh fiber cloth are respectively connected to two adjacent ring-segment partitions 55, and the mesh fiber cloth adheres to the inner arc side of the chamber. The mesh fiber cloth has multiple water-permeable holes. The provision of the mesh fiber cloth can provide a certain degree of interception for the water-based polyurethane emulsion, allowing it to slowly flow out and mix with the bottle concrete, thereby facilitating the maintenance of a good ratio between the water-based polyurethane emulsion and ordinary concrete. In addition, the mesh fiber cloth can also interlock with the cast-in-place pile after formation, further enhancing the connection strength between the cast-in-place pile 1 and the concrete pile 2, and reducing the possibility of cracking between the cast-in-place pile 1 and the concrete pile 2.

[0067] A long spiral drilling pressure grouting interlocking cast-in-place pile construction method specifically comprises the following steps:

[0068] Step S1 : prefabricate a box-type guide wall 3 , a steel cage 4 , and a steel plug mechanism 5 for locating a drilling position.

[0069] Step S2, plan and design according to the construction site, determine the support positions of the plain piles 1 and the concrete piles 2; place the box-type guide wall 3 on the soil foundation, align the first pile hole 31 of the box-type guide wall 3 with the support position of the plain pile 1, and align the second pile hole 32 with the support position of the concrete pile 2; then use the anchor rod 35 to pass through the anchor hole and anchor the box-type guide wall 3 to the soil foundation.

[0070] Step S3: a long spiral drilling machine is used to excavate a hole A for forming the plain pile 1 through the first pile hole 31 , and after the hole is cleaned, super slow-setting concrete is injected into the hole A.

[0071] Step S3 specifically includes S31-S35.

[0072] S31, a long spiral drilling machine is set up above the box-type guide wall 3, and the spiral drilling tool of the long spiral drilling machine is aligned with the first pile hole 31; the spiral drilling tool is fed downward and rotated around its own axis, thereby excavating and forming hole A.

[0073] S32, controlling the auger to idle, clearing the soil generated by excavation out of hole A in the reverse direction, and then lifting the auger to move it away from hole A.

[0074] S33: Lift the positioning seat 34 upward so that it moves along the sliding area 331. When the insertion hole 3421 of the base plate 341 is directly above the first pile hole 31, remove the external force. Under the elastic force of the elastic member 343, the positioning seat 34 automatically engages the sliding clamp 342 in the limiting area 332. Insert the two steel plug mechanisms 5 into the insertion holes 3421, respectively. Each steel plug mechanism 5 is located on the side of the first pile hole 31 near the second pile hole 32, and the steel plug mechanism 5 is inserted into the interior of hole A.

[0075] S34, the grouting pipe of the cement grouting machine is extended into the bottom of hole A through the clearance hole 3422, and then super-slow setting concrete is injected into the interior of hole A through the grouting pipe. The grouting pipe is lifted upward while injecting the super-slow setting concrete; the super-slow setting concrete eventually wraps the steel plug mechanism 5.

[0076] S35, after the super-slow setting concrete has initially set, the ring segment steel sleeve 2 53 is lifted with the help of a lifting device to separate the ring segment steel sleeve 2 53 from the bottom plate 51, leaving space for subsequent pit digging of the meat pile 2.

[0077] Repeat S31 - S35 to excavate another pile 1 , with the two piles 1 spaced apart from each other; then lift the positioning seat 34 upward to keep it away from the two piles 1 .

[0078] Step S4, using a long spiral drilling machine to excavate a hole B for forming the meat pile 2 through the second pile hole 32, after cleaning the hole, pouring ordinary concrete into the hole B in a pressure pouring manner.

[0079] Step S4 specifically includes S41-S44.

[0080] S41, aligning the long spiral drilling machine with the second pile hole 32 between the two plain piles 1, controlling the spiral drilling tool to feed downward and rotate around its own axis, thereby excavating and forming hole B.

[0081] S42, control the spiral drilling tool to clear the soil generated by excavation out of hole B in reverse.

[0082] S43, tie and fix the ring segment steel sleeve 52 of the steel plug mechanism 5 to the full sleeve outside the spiral drill. The spiral drill has an internal hollow structure. Pass the grouting pipe of the cement grouting machine through the spiral drill. While lifting the spiral drill, pour ordinary concrete into the bottom of hole B. Inject ordinary concrete into hole B by pressure pouring.

[0083] It should be noted here that when ordinary concrete is pressure-poured into hole B, the pressure can cause the ordinary concrete to flow toward the reserved holes formed by the steel plug mechanisms 5 on both sides; the ring segment steel sleeve 52 opens each chamber in turn as it moves upward following the spiral drill, and the water-based polyurethane emulsion inside the chamber can pass through the air pores of the mesh fiber cloth and mix with the ordinary concrete, and the mixed ordinary concrete can also pass through the mesh fiber cloth and fill in the gaps that may exist inside the reserved holes, thereby improving the connection strength at the junction of the plain pile 1 and the meat pile 2, and thereby making the interlocking cast-in-place pile maintain good structural strength as a whole, which can start a good support effect for the construction project.

[0084] In step S5, the rebar cage 4 is hoisted to the position directly above hole B using a hoisting device. The cage 4 is lowered and initially sinks into the concrete under its own weight. After the cage 4 sinks a certain distance, resistance increases. A vibration device is then used to force the cage 4 to vibrate up and down, stirring the concrete in hole B and allowing it to continue sinking. This sinking process also promotes further mixing of the conventional concrete and the waterborne polyurethane emulsion, which helps to improve the connection strength at the junction of the plain pile 1 and the concrete pile 2.

[0085] Step S6, curing the plain pile 1 and the concrete pile 2, and forming an integral occlusal cast-in-place pile after the concrete solidifies.

[0086] The above are preferred embodiments of the present application, and are not intended to limit the scope of protection of the present application. Therefore, any equivalent changes made based on the structure, shape, and principle of the present application should be included in the scope of protection of the present application.

Claims

1. A long spiral drilling pressure grouting interlocking cast-in-place pile construction method, characterized in that: The specific steps include: Step S1, prefabricating a box-type guide wall (3) for locating a drilling position, wherein the box-type guide wall (3) is provided with a plurality of first pile holes (31) and second pile holes (32), wherein the first pile holes (31) and the second pile holes (32) are arranged in a staggered manner, and adjacent first pile holes (31) and second pile holes (32) partially overlap; and prefabricating a steel cage (4); Step S2, planning and designing according to the construction site, determining the support positions of the plain piles (1) and the concrete piles (2), and anchoring the box-type guide wall (3) to the soil foundation; Step S3, using a long spiral drilling machine to penetrate the first pile hole (31) to excavate a hole A for forming the plain pile (1), after cleaning the hole, injecting super slow-setting concrete into the hole A; Step S4, using a long spiral drilling machine to penetrate the second pile hole (32) to excavate a hole B for forming the meat pile (2), after cleaning the hole, pouring ordinary concrete into the hole B by pressure pouring; Step S5, hoisting the steel cage (4) into the corresponding hole B, first the steel cage (4) sinks into the concrete by its own weight, and then the vibration device is used to make the steel cage (4) continue to sink and completely enter the hole B; Step S6, curing the plain pile (1) and the concrete pile (2), and forming an interlocking cast-in-place pile after the concrete solidifies; Steps S3 and S4 include: S31, aligning the spiral drill of the long spiral drilling machine with the first pile hole (31), feeding the spiral drill downward and rotating it axially, thereby excavating a hole A; S32, controlling the auger to idle, clearing the soil generated by excavation out of hole A in the reverse direction, and then lifting the auger to move it out of hole A; S33, two steel plug mechanisms (5) are installed into the first pile hole (31) and the A hole, wherein the steel plug mechanism (5) is located on a side of the first pile hole (31) close to the second pile hole (32), and the interior of the steel plug mechanism (5) contains water-based polyurethane emulsion; S34, injecting super-slow setting concrete into hole A, and making the super-slow setting concrete wrap around the steel plug mechanism (5); S41, after the two adjacent piles (1) are initially solidified, the long spiral drilling machine is aligned with the second pile hole (32) between the two piles (1), and the spiral drilling tool is fed downward and rotated around the axis, thereby excavating a hole B; S42, controlling the auger to idle, and removing the excavated soil from hole B in the reverse direction; S43, connect the steel plug mechanism (5) to the full sleeve outside the spiral drill, and pour ordinary concrete into the bottom of hole B while lifting the spiral drill; the steel plug mechanism (5) in S33 includes a bottom plate (51), a ring segment steel sleeve 1 (52) and a ring segment steel sleeve 2 (53), and a reinforcing anchor rod (511) is provided on the outer peripheral side of the bottom plate (51); the ring segment steel sleeve 1 (52) and the ring segment steel sleeve 2 (53) are detachably connected to the bottom plate (51) through a quick-release structure (6), and the ring segment steel sleeve 1 (52) and the ring segment steel sleeve 2 (53) are in contact with each other to form an enclosed space; a receiving cavity (521) is provided on the side of the ring segment steel sleeve 1 (52) close to the bottom plate (51), and the water-based polyurethane emulsion is provided inside the receiving cavity (521).

2. The long spiral drilling pressure grouting interlocking cast-in-place pile construction method according to claim 1 is characterized in that: The quick-release structure (6) includes a plurality of T-shaped slots (61) provided on the bottom plate (51) and a plurality of movable snap-fit ​​components (62) provided on the bottom of the ring-segment steel sleeve (52); wherein the movable snap-fit ​​components (62) include a plurality of snap-fit ​​columns (621) arranged in a circumferential manner, one end of the snap-fit ​​column (621) is vertically fixed to the ring-segment steel sleeve (52), and the other end of the snap-fit ​​column (621) is provided with a snap-fit ​​portion (622), and each snap-fit ​​portion (622) is respectively located on the opposite side of each snap-fit ​​column (621); the outer diameter of the area enclosed by all the snap-fit ​​columns (621) matches the inner diameter of the slot opening of the T-shaped slot (61), and the outer diameter of the area enclosed by all the snap-fit ​​portions (622) matches the inner diameter of the slot bottom of the T-shaped slot (61).

3. The long spiral drilling pressure grouting interlocking cast-in-place pile construction method according to claim 1 is characterized in that: A connecting rod (54) is vertically fixed to the bottom plate (51), and a plurality of ring segment partitions (55) are fixed through the connecting rod (54), and all the ring segment partitions (55) are arranged equidistantly along the axial direction of the ring segment steel sleeve; the shape of each ring segment partition (55) is adapted to the shape of the accommodating cavity (521), and the accommodating cavity (521) is divided into a plurality of chambers by the ring segment partitions (55), and the aqueous polyurethane emulsion is arranged inside each of the chambers.

4. The long spiral drilling pressure grouting interlocking cast-in-place pile construction method according to claim 3 is characterized in that: Mesh fiber cloths are installed between adjacent ring segment partitions (55), and each mesh fiber cloth is matched and fitted to the inner arc side of the chamber.

5. The long spiral drilling pressure grouting interlocking cast-in-place pile construction method according to claim 1 is characterized in that: The box-type guide wall (3) is provided with mounting grooves (33) on both sides in the width direction, and a positioning seat (34) is slidably installed between the two mounting grooves (33). Each positioning seat (34) is provided with a socket (3421) for positioning the steel plug mechanism (5). The steel plug mechanism (5) is matched and inserted into the socket (3421) and penetrates into the interior of the A hole.

6. The long spiral drilling pressure grouting interlocking cast-in-place pile construction method according to claim 5 is characterized in that: The mounting groove (33) includes a sliding area (331) and a plurality of limiting areas (332), each limiting area (332) is located below the sliding area (331), and all limiting areas (332) are arranged equidistantly along the extension direction of the mounting groove (33); when the positioning seat (34) is engaged with the limiting area (332), the insertion hole (3421) is aligned with one of the first pile holes (31).

7. The long spiral drilling pressure grouting interlocking cast-in-place pile construction method according to claim 6 is characterized in that: The positioning seat (34) includes a base plate (341) and sliding cards (342) provided on both sides of the base plate (341), and the sliding cards (342) are slidably provided with mounting grooves (33); the top of the sliding card (342) is connected to an elastic member (343), the elastic member (343) is located on a side of the sliding card (342) close to the adjacent sliding card (342), and the end of the elastic member (343) away from the sliding card (342) is connected to a pressing plate (344), and the pressing plate (344) is pressed against the upper top wall of the sliding area (331); the elastic member (343) is used to force the positioning seat (34) to move downward and be clamped in the limiting area (332).

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