Reinforced concrete cast-in-situ bored pile construction process
By using steel sleeves and pile-connecting hole structures in the construction of reinforced concrete drilling piles, and combining with the gas lifting and reverse circulation method to remove sediment, the pile breaking problem caused by discontinuous concrete pouring is solved, and the connection strength and construction of cast-injected piles are improved. Stability ensures safety inside and outside the foundation pit.
Patent Information
- Application Number
- CN202411551693.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-11-01
- Publication Date
- 2024-12-17
AI Technical Summary
During foundation pit construction, the concrete pouring of reinforced concrete drilled cast piles is discontinuous, causing pile breakage problems, affecting the safety inside and outside the foundation pit.
A steel sleeve is installed on the top of the construction cast-injected pile to ensure the stability of the inner wall of the drilling hole, and the connection strength is enhanced through the pile connection hole and the pile connection steel cage, and the sediment is removed in combination with the gas lifting reverse circulation method to reduce the infiltration of concrete mud and groundwater , ensure the continuity and strength of the cast piles.
It effectively reduces the negative impact of broken piles, improves the connection strength between cast-injected piles, ensures safety inside and outside the foundation pit, and is suitable for soils with poor bearing capacity.
Smart Images
Figure CN119145405A_ABST
Abstract
Description
Technical Field
[0001] The present application relates to the field of foundation pit construction, and in particular to a reinforced concrete bored cast-in-place pile construction process. Background Art
[0002] Reinforced concrete bored piles are a commonly used support pile in foundation pit construction. They are used to ensure the stability of the soil on the side walls of the foundation pit when excavating the foundation pit, thereby ensuring safety inside and outside the foundation pit.
[0003] In the existing related technology, the construction of reinforced concrete bored piles generally includes the following steps: S1. Excavation and drilling. The drilling rig is aligned with the center of the borehole and drills into the hole, and mud is injected into the borehole during the drilling process to ensure the stability of the borehole wall.
[0004] S2. Clean the hole once. Remove the sediment and gravel at the bottom of the hole to ensure the strength of the bottom of the cast-in-place pile.
[0005] S3. Place the cast-in-place pile reinforcement cage.
[0006] S4. Secondary hole cleaning: The sediment and gravel at the bottom of the borehole are discharged from the borehole to further ensure the strength of the bottom of the cast-in-place pile.
[0007] S5. Pour concrete into the borehole through the conduit. The concrete flows out of the conduit and displaces the mud in the borehole out of the borehole, thereby forming a cast-in-place pile.
[0008] Regarding the above-mentioned related technologies, when pouring concrete, due to the complex on-site construction conditions, there is a situation of discontinuous concrete pouring, that is, the concrete in the same borehole is poured in multiple times and the interval between each pouring is long, so that the subsequent poured concrete wraps part of the mud, and then there are weak sections between the cast-in-place piles poured successively, resulting in the problem of broken cast-in-place piles. Broken cast-in-place piles are difficult to bear the force as a whole, making it difficult to ensure the safety of cast-in-place piles inside and outside the foundation pit. Summary of the invention
[0009] In order to reduce the negative impact of broken piles when the concrete pouring of the cast-in-place piles is discontinuous and ensure the safety inside and outside the foundation pit, the present application provides a reinforced concrete bored cast-in-place pile construction process.
[0010] The present application provides a reinforced concrete bored pile construction process that adopts the following technical solution: A reinforced concrete bored pile construction process comprises the following steps: S1. Bury the steel sleeve; The bottom end of the steel sleeve is sleeved on the top of the constructed cast-in-place pile, and the top end of the steel sleeve is fixedly installed on the ground; S2, removing the sediment located on the top of the constructed cast-in-place pile; S3, discharge the mud in the borehole; S4, pouring concrete into the borehole; S5. Pull the steel sleeve out from underground.
[0011] By adopting the above technical scheme, firstly, the steel sleeve is sleeved on the top of the constructed bored pile, so that the inner wall of the steel sleeve serves as the inner wall of the borehole, thereby ensuring that the inner wall of the borehole remains stable during the construction process and is not prone to hole collapse; secondly, the steel casing makes it difficult for groundwater to penetrate into the borehole, which is beneficial to reduce the occurrence of concrete segregation, ensures the connection strength between the subsequently constructed bored piles and the constructed bored piles, and thus helps to reduce the negative impact of broken piles; then, after the mud is discharged from the borehole, the subsequently poured concrete is not easy to wrap part of the mud, thereby making it difficult for the bored pile to be mixed with soil blocks, so that when the concrete pouring of the bored pile is discontinuous, the connection strength between the subsequently constructed bored piles and the constructed bored piles is further ensured, reducing the negative impact of broken piles and ensuring the safety inside and outside the foundation pit.
[0012] Optionally, in the step S1, before burying the steel sleeve, a pile connection hole is opened on the top of the constructed cast-in-place pile.
[0013] By adopting the above technical scheme, firstly, the pile connection hole increases the contact area between the subsequently poured concrete and the constructed bored piles, thereby ensuring the connection strength between the subsequently constructed bored piles and the constructed bored piles, which is beneficial to reducing the negative impact of broken piles; secondly, the pile connection hole makes it easy for the soil blocks generated by the collision between the steel casing and the drill hole to be concentrated in the pile connection hole when the steel sleeve is buried, which is convenient for the subsequent centralized removal in step S2; finally, the pile connection hole increases the path length of the groundwater infiltration into the pile connection steel cage, thereby making the pile connection steel cage less likely to be damaged by the erosion of groundwater, which is beneficial to ensure the connection strength between the subsequently constructed bored piles and the constructed bored piles in the long term.
[0014] Optionally, in the step S4, before pouring concrete into the drilled hole, a pile connection steel cage is placed in the pile connection hole.
[0015] By adopting the above technical scheme, after the bored piles of subsequent construction are formed, one end of the pile-connecting steel cage is buried in the pile-connecting hole, and the other end of the pile-connecting steel cage is buried in the bored piles of subsequent construction, thereby ensuring the connection strength between the bored piles of subsequent construction and the bored piles that have been constructed. Therefore, when the concrete pouring of the bored piles is discontinuous, the connection strength between the bored piles of subsequent construction and the bored piles that have been constructed is further ensured, reducing the negative impact of broken piles and ensuring the safety inside and outside the foundation pit.
[0016] Optionally, an anti-tilt piece is fixedly installed on the outer peripheral surface of the pile-connected steel cage, and the anti-tilt piece is closely matched with the inner wall of the cast-in-place pile steel cage.
[0017] By adopting the above technical solution, the anti-tilt member is closely fitted to the inner circumference of the bored pile reinforcement cage, so that the pile connection reinforcement cage is not easily skewed due to the unevenness of the inner wall of the pile connection hole or the impact of concrete in step S4, which is beneficial to ensure that the pile connection reinforcement cage and the concrete used for casting the bored pile share the load, thereby ensuring the strength of the bored pile and ensuring the safety inside and outside the foundation pit.
[0018] Optionally, in the step S5, after the top of the pile-connected steel cage is buried in concrete, the steel sleeve rises synchronously with the guide tube.
[0019] By adopting the above technical scheme, firstly, after the top of the pile-connected steel cage is buried in the concrete, there is more concrete in the drill hole, so that when the steel sleeve is lifted, there is enough concrete to fill the gap caused by the lifting of the steel sleeve in time, which is beneficial to reduce the occurrence of drilling hole collapse or concrete mixed with soil blocks; secondly, the steel sleeve rises synchronously with the guide tube, so that when the steel sleeve is pulled out from the ground, the steel sleeve is not easy to cause excessive friction due to contact with the concrete, making it difficult to pull out the steel sleeve.
[0020] Optionally, in the step S2, the sediment located on the top of the constructed cast-in-place pile is removed by an air lift reverse circulation method.
[0021] By adopting the above technical solution, the effect of removing sediment by the air lift reverse circulation method is often better than that by the positive circulation method, which is conducive to ensuring the effect of removing sediment. In addition, the steel sleeve is sleeved on the top of the constructed cast-in-place pile, so that the inner wall of the steel sleeve serves as the inner wall of the borehole, ensuring that the inner wall of the borehole remains stable during the construction process, and thus making it difficult for the inner wall of the borehole to collapse due to the negative pressure of the air lift reverse circulation method, which is conducive to ensuring the smooth progress of the air lift reverse circulation method, making the air lift reverse circulation method also applicable to soils with poor bearing capacity that were originally not applicable.
[0022] Optionally, in the step S1, the steel sleeve includes a plurality of assembled steel cylinders, and one of two adjacent assembled steel cylinders can be detachably mounted on the other assembled steel cylinder.
[0023] By adopting the above technical scheme, when the steel sleeve is pulled out from the ground in step S5, the assembled steel cylinders of the pulled out steel sleeve are disassembled and stacked in sequence, which is beneficial to reduce the occurrence of situations where it is difficult to bury or pull out the steel sleeve due to excessive construction depth and corresponding excessive length of the steel sleeve, thereby ensuring the smooth progress of the cast-in-place pile construction.
[0024] Optionally, the outer circumferential surface of the assembly steel cylinder is set straight, and the inner wall of the assembly steel cylinder is provided with an assembly connecting plate, one end of the assembly connecting plate is fixedly connected to one of the two adjacent assembly steel cylinders, and the other end of the assembly connecting plate is installed on the other of the two adjacent assembly steel cylinders by bolts.
[0025] By adopting the above technical scheme, firstly, the outer peripheral surface of the assembly steel cylinder is arranged straight, and the assembly connecting plate is arranged on the inner wall of the assembly steel cylinder, so that the assembly steel cylinder is not easy to collide with the soil or be stuck by the soil, which is beneficial to the burying and pulling out of the steel sleeve; secondly, one end of the assembly connecting plate is installed on one of the two adjacent assembly steel cylinders by bolts, which ensures the connection strength between the two adjacent assembly steel cylinders, is beneficial to resist soil pressure and water pressure, and thus is beneficial to ensure the stability of the inner wall of the borehole, so that the construction of the cast-in-place pile can be carried out more smoothly.
[0026] Optionally, in the step S1, a soil-cutting slope is provided at the bottom end of the steel sleeve, and the soil-cutting slope is inclined from bottom to top toward the axis of the steel sleeve.
[0027] By adopting the above technical scheme, firstly, the soil cutting slope allows the soil to be pushed to the inner and outer sides of the steel sleeve more smoothly under the action of the soil cutting slope, thereby making the burial of the steel sleeve smoother; secondly, the soil cutting slope is inclined from bottom to top toward the axis of the steel sleeve, so that when the steel sleeve approaches the top of the constructed bored pile, the soil cutting slope is more likely to contact the top of the constructed bored pile before other parts of the steel sleeve, and then through the guiding effect of the soil cutting slope, the steel sleeve is aligned and moves downward along the axis of the constructed bored pile, which is beneficial to reduce the occurrence of the situation where the bottom end of the steel sleeve presses against the constructed bored pile.
[0028] Optionally, a pile connection gap is provided between the inner wall of the steel sleeve and the outer peripheral surface of the constructed cast-in-place pile.
[0029] By adopting the above technical scheme, firstly, the gap between the piles makes the inner diameter of the steel sleeve larger than the outer diameter of the constructed bored pile, thereby making it easier and more accurate for the steel sleeve to be sleeved on the top of the constructed bored pile, reducing the interference of construction errors on the construction site, and ensuring that the steel sleeve is aligned and moves downward along the axis of the constructed bored pile; secondly, when the steel sleeve is buried in the soil, the soil is pushed into the gap between the piles under the action of the soil cutting slope, and falls to the top of the constructed bored pile under the action of the soil, thereby making the subsequent soil blocks be pushed by the soil cutting slope It is smoothly squeezed and pushed to the inner and outer sides of the steel sleeve, reducing the occurrence of the situation where it is difficult to put the steel casing on the top of the constructed bored pile due to mutual obstruction between the soil bodies; finally, after the steel sleeve is pulled out from the ground, the concrete flows into the pile joint gap, so that the concrete covers the top of the constructed bored pile, and the path for groundwater to penetrate into the bored pile is extended, thereby making the bored pile steel cage less likely to be rusted due to water seepage at the joints on the top of the constructed bored pile, which is beneficial to ensure the long-term connection strength between the subsequently constructed bored piles and the constructed bored piles.
[0030] In summary, the present application includes at least one of the following beneficial technical effects: 1. First, the steel sleeve is sleeved on the top of the constructed bored pile, so that the inner wall of the steel sleeve serves as the inner wall of the borehole, thereby ensuring that the inner wall of the borehole remains stable during the construction process and is not prone to collapse; secondly, the steel casing makes it difficult for groundwater to penetrate into the borehole, which is beneficial to reduce the occurrence of concrete segregation, ensures the connection strength between the subsequently constructed bored piles and the constructed bored piles, and thus helps to reduce the negative impact of broken piles; then, after the mud is discharged from the borehole, the subsequently poured concrete is not easy to wrap part of the mud, and thus it is not easy for the bored pile to be mixed with soil blocks, so that when the concrete pouring of the bored pile is discontinuous, the connection strength between the subsequently constructed bored piles and the constructed bored piles is further ensured, reducing the negative impact of broken piles and ensuring the safety inside and outside the foundation pit.
[0031] 2. First, the pile connection hole increases the contact area between the subsequently poured concrete and the constructed bored piles, ensuring the connection strength between the subsequently constructed bored piles and the constructed bored piles, thereby helping to reduce the negative impact of broken piles; secondly, the pile connection hole makes it easy for the soil blocks generated by the collision between the steel casing and the drill hole to be concentrated in the pile connection hole when the steel sleeve is buried, which is convenient for centralized removal in the subsequent step S2; finally, the pile connection hole increases the path length of groundwater infiltration into the pile connection steel cage, thereby making it difficult for the pile connection steel cage to be damaged by groundwater erosion, thereby helping to ensure the connection strength between the subsequently constructed bored piles and the constructed bored piles in the long term.
[0032] 3. After the subsequent cast-in-place piles are formed, one end of the pile-connecting steel cage is buried in the pile-connecting hole, and the other end of the pile-connecting steel cage is buried in the subsequent cast-in-place piles, ensuring the connection strength between the subsequent cast-in-place piles and the constructed cast-in-place piles. When the concrete pouring of the cast-in-place piles is discontinuous, the connection strength between the subsequent cast-in-place piles and the constructed cast-in-place piles is further ensured, reducing the negative impact of broken piles and ensuring safety inside and outside the foundation pit.
[0033] 4. Compared with the positive circulation method, the air lift reverse circulation method is often more effective in removing sediment, which is conducive to ensuring the sediment removal effect. In addition, the steel sleeve is installed on the top of the constructed cast-in-place pile, so that the inner wall of the steel sleeve serves as the inner wall of the borehole, ensuring that the inner wall of the borehole remains stable during the construction process, and thus making it difficult for the inner wall of the borehole to collapse due to the negative pressure of the air lift reverse circulation method, which is conducive to ensuring the smooth progress of the air lift reverse circulation method, making the air lift reverse circulation method also applicable to soils with poor bearing capacity that were originally not applicable BRIEF DESCRIPTION OF THE DRAWINGS Figure 1 It is a schematic diagram of the construction structure of reinforced concrete bored cast-in-place piles according to an embodiment of the present application.
[0034] Figure 2 yes Figure 1 An enlarged schematic diagram of part A.
[0035] Figure 3 yes Figure 1 An enlarged schematic diagram of part B.
[0036] Explanation of the reference numerals: 1. steel sleeve; 101. pile connection gap; 11. assembly steel cylinder; 111. assembly connecting plate; 112. assembly rubber pad; 12. front end steel cylinder; 121. front end connecting plate; 122. front end rubber pad; 123. teeth; 124. soil cutting slope; 2. pile connection hole; 3. pile connection steel cage; 31. anti-tilt member. DETAILED DESCRIPTION
[0037] The following is combined with Figure 1-3 This application is described in further detail.
[0038] The present application embodiment discloses a reinforced concrete bored pile construction process. Figure 1 , the construction process of reinforced concrete bored piles includes the following steps: S1. Bury the steel sleeve 1.
[0039] Reference Figure 1The steel sleeve 1 includes an assembly steel cylinder 11 and a front end steel cylinder 12; the assembly steel cylinder 11 is provided with a plurality of assembly steel cylinders 11, and the plurality of assembly steel cylinders 11 are distributed in the vertical direction. The inner diameters of the plurality of assembly steel cylinders 11 are all larger than the diameter of the constructed cast-in-place piles, and the inner diameters of the plurality of assembly steel cylinders 11 are all equal, and the outer circumferences of the plurality of assembly steel cylinders 11 are all arranged flat, so as to reduce the friction between the assembly steel cylinders 11 and the soil.
[0040] Reference Figure 1 The top of the assembly steel cylinder 11 is provided with an assembly connection plate 111, which is arranged in a closed annular shape, and one end of the assembly connection plate 111 is welded and fixedly connected to the inner wall of the assembly steel cylinder 11. Two adjacent assembly steel cylinders 11 are connected to each other by a plurality of bolts passing through the other end of the assembly connection plate 111, and the outer circumferential surfaces of the two adjacent assembly steel cylinders 11 are arranged flush.
[0041] Reference Figure 1 and Figure 2 , an assembly rubber pad 112 is fixedly connected to one side of the assembly connection plate 111, and the assembly rubber pad 112 is set in a closed annular shape. The assembly rubber pad 112 is tightly fitted to the inner wall of the assembly steel cylinder 11 installed on the combined connection plate by bolts, so that the concrete slurry is not easy to overflow from the gap between the assembly rubber pad 112 and the inner wall of the assembly steel cylinder 11, and the groundwater is not easy to penetrate into the borehole from the gap between the assembly rubber pad 112 and the inner wall of the assembly steel cylinder 11, while ensuring the difficulty of disassembly and assembly.
[0042] Reference Figure 1 , the front end steel cylinder 12 is arranged at the bottom of the combined steel cylinder at the bottom, and the inner diameter of the front end steel cylinder 12 is the same as the inner diameter of the combined steel cylinder, and the front end steel cylinder 12 is arranged coaxially with the combined steel cylinder. A front end connecting plate 121 is arranged at the top of several combined front end steel cylinders 12, and the front end connecting plate 121 is arranged in a closed shape, and one end of the front end connecting plate 121 is welded and fixedly connected to the inner wall of the front end steel cylinder 12. The assembly steel cylinder 11 adjacent to the front end steel cylinder 12 is connected to the front end steel cylinder 12 by several bolts passing through the other end of the front end connecting plate 121, and the outer circumferences of several assembly steel cylinders 11 are arranged flush with the outer circumferences of the front end steel cylinder 12.
[0043] Reference Figure 1 and Figure 3, a front rubber pad 122 is fixedly connected to one side of the front connecting plate 121, and the front rubber pad 122 is arranged in a closed shape. The front rubber pad 122 is integrally connected with a plurality of teeth 123, and the plurality of teeth 123 are evenly distributed along the vertical direction. The bottom of the assembled steel cylinder 11 is provided with a plurality of tooth grooves corresponding to the teeth 123 one by one. The plurality of teeth 123 are respectively engaged with the tooth grooves, and the plurality of teeth 123 are respectively tightly fitted with the inner wall of the tooth grooves, so that the concrete slurry is not easy to overflow from the gap between the teeth 123 and the inner wall of the tooth groove, and the groundwater is not easy to penetrate into the borehole from the gap between the teeth 123 and the inner wall of the tooth groove, while ensuring the stability of the connection between the front steel cylinder 12 and the combined steel cylinder.
[0044] Reference Figure 1 The bottom of the front steel cylinder 12 is provided with a soil-cutting slope 124, which is closed in a ring shape and inclined from bottom to top along the vertical direction toward the axis of the front steel cylinder 12. When the front steel cylinder 12 is buried in the soil, the soil particles are pushed to the inner and outer sides of the steel sleeve 1 more smoothly through the cutting action of the soil-cutting slope 124, thereby ensuring the smooth burying of the steel sleeve 1. In addition, after the soil-cutting slope 124 contacts the constructed cast-in-place pile, the front steel cylinder 12 is aligned and moves downward along the axis of the constructed cast-in-place pile through its own guiding action, which is conducive to reducing the occurrence of the situation where the front steel cylinder 12 presses against the constructed cast-in-place pile.
[0045] The S1 step includes the following specific steps: S101. Level the site and clear away debris in the site to reduce the adverse impact of the site on construction accuracy.
[0046] S102. Mark and center the hole to ensure the accuracy of subsequent construction.
[0047] S103, using a drilling rig to open a pile connection hole 2 at the top of the constructed cast-in-place pile; when the drilling rig is opening the pile connection hole 2, the rotation speed of the drilling rig drill bit needs to be increased from slow to fast to reduce the occurrence of damage to the drilling rig drill bit or damage to the cast-in-place pile reinforcement cage by concrete fragments.
[0048] The pile connection hole 2 is located in the area surrounded by the cast-in-place pile reinforcement cage, and the diameter of the pile connection hole 2 is smaller than the diameter of the cast-in-place pile reinforcement cage.
[0049] S104, aligning the front end steel cylinder 12 with the axis of the borehole, and driving the bottom of the front end steel cylinder 12 into the soil; S105, check the verticality of the front end steel cylinder 12 and the inner wall of the borehole; S106, driving the front end steel cylinder 12 and a plurality of combined steel cylinders into the soil in sequence until the front end steel cylinder 12 is sleeved on the top of the constructed cast-in-place pile and a pile connection gap 101 is formed between the front end steel cylinder 12 and the top of the constructed cast-in-place pile; The soil cutting slope 124 is arranged at the bottom of the pile connection hole 2 to ensure the height of the pile connection gap 101. The arrangement of the pile connection gap 101 allows concrete to flow into the pile connection gap 101 after the steel sleeve 1 is pulled out from the ground, thereby allowing the concrete to cover the top of the constructed cast-in-place pile, extending the path for groundwater to penetrate into the cast-in-place pile, and reducing the occurrence of the cast-in-place pile reinforcement cage being rusted due to the joint water seepage at the top of the constructed cast-in-place pile, thereby ensuring the connection strength between the subsequent cast-in-place pile and the constructed cast-in-place pile for a long time. In addition, the front end steel cylinder 12 and several combined steel cylinders make it difficult for groundwater to penetrate into the borehole, reducing the occurrence of concrete segregation, not only ensuring the connection strength between the subsequent cast-in-place pile and the constructed cast-in-place pile, but also reducing the occurrence of the subsequent guide tube being stuck by concrete aggregate, thereby helping to reduce the negative impact of broken piles.
[0050] S107. Fix the top of the combined steel cylinder on the ground.
[0051] S2. Remove the sediment on top of the constructed bored piles by air lift reverse circulation method.
[0052] The S2 step includes the following specific steps: S201, placing the catheter into the pile connection hole 2; S202, placing the air duct into the conduit; one end of the air duct is connected to an air compressor, and the other end of the air duct is connected to an air-slurry mixer, and the air-slurry mixer is arranged in the conduit.
[0053] S203, start the air compressor to discharge the sediment on the top of the constructed cast-in-place pile; after the air compressor is started, the mud is added to the borehole simultaneously. During the process of adding mud, the amount of added mud is gradually reduced according to the size and amount of the discharged sediment, and finally the addition of mud to the borehole is stopped.
[0054] Through the supporting effect of the front end steel cylinder 12 and several combined steel cylinders, the inner walls of the front end steel cylinder 12 and several combined steel cylinders serve as the inner walls of the borehole, thereby ensuring that the inner wall of the borehole remains stable during the construction process and is not prone to hole collapse.
[0055] S3. Drain the mud in the borehole.
[0056] S4. Pour concrete into the drilled hole.
[0057] The S4 step includes the following specific steps: S401, placing the pile connection steel cage 3 in the pile connection hole 2 by means of a steel wire rope; the pile connection steel cage 3 is sleeved in the guide tube, and the height dimension of the pile connection steel cage 3 is greater than the depth dimension of the pile connection hole 2. Figure 1 , an anti-tilt piece 31 is installed on the outer circumference of the pile-connecting steel cage 3. In the embodiment of the present application, a plurality of anti-tilt pieces 31 are provided, and the plurality of anti-tilt pieces 31 are evenly distributed circumferentially around the axis of the pile-connecting steel cage 3, and the type of the plurality of anti-tilt pieces 31 is preferably a "J"-shaped steel bar, so as to reduce costs and ensure construction progress. Both ends of the anti-tilt piece 31 are welded and fixedly connected to the pile-connecting steel cage 3, and one side of the anti-tilt piece 31 is closely matched with the inner wall of the cast-in-place pile steel cage, so that the pile-connecting steel cage 3 is not easily skewed due to the unevenness of the inner wall of the pile hole 2 or the subsequent concrete pouring, which is conducive to ensuring that the pile-connecting steel cage 3 and the concrete used for casting the cast-in-place pile share the load, thereby ensuring the strength of the cast-in-place pile and ensuring the safety inside and outside the foundation pit.
[0058] S402, pouring concrete into the borehole through the conduit; the bottom of the conduit is arranged close to the top of the pile-connecting steel cage 3, and the bottom of the conduit is located at the top of the pile-connecting steel cage 3, so as to reduce the situation that when the conduit is lifted, the conduit disturbs the pile-connecting steel cage 3, causing the pile-connecting steel cage 3 to be skewed or even lift up the pile-connecting steel cage 3.
[0059] S403, after the top of the to-be-connected pile reinforcement cage 3 and the bottom of the conduit are buried in concrete, the conduit is gradually lifted.
[0060] S5. After the guide tube begins to gradually rise, pull out the steel sleeve 1, i.e., the front steel tube 12 and several combined steel tubes from the ground; after the top of the pile steel cage 3 and the bottom of the guide tube are buried in the concrete, more concrete is accumulated in the borehole. When the combined steel tube drives the front steel tube 12 to rise, the accumulated concrete quickly flows toward the inner wall of the borehole, thereby making it difficult for the soil blocks on the inner wall of the borehole to fall off, thereby helping to reduce the occurrence of the borehole collapse or the occurrence of soil blocks mixed with concrete. In addition, the friction force on the front steel tube 12 and several combined steel tubes is reduced by rising synchronously with the guide tube, making it easier to pull the front steel tube 12 and several combined steel tubes out of the soil.
[0061] The implementation principle of a reinforced concrete bored pile construction process in an embodiment of the present application is as follows: the inner wall of the borehole is supported by a front steel cylinder 12 and a plurality of combined steel cylinders, and then the mud originally used to maintain the balance of the inner wall of the borehole is discharged, and then concrete is poured into the borehole, so that it is not easy to wrap part of the mud when the concrete is formed, and thus it is not easy to have weak sections between the bored piles cast successively, so that when the concrete pouring of the bored piles is discontinuous, the negative impact of broken piles is reduced, thereby ensuring the safety inside and outside the foundation pit.
[0062] The above are all preferred embodiments of the present application, and the protection scope of the present application is not limited thereto. Therefore, any equivalent changes made according to the structure, shape, and principle of the present application should be included in the protection scope of the present application.
Claims
1. A reinforced concrete bored pile construction process, Features: The following steps are involved: S1, burying the steel sleeve (1); The bottom end of the steel sleeve (1) is sleeved on the top of the constructed cast-in-place pile, and the top end of the steel sleeve (1) is fixedly installed on the ground; S2, removing the sediment located on the top of the constructed cast-in-place pile; S3, discharge the mud in the borehole; S4, pouring concrete into the borehole; S5. Pull the steel sleeve (1) out from underground.
2. A reinforced concrete bored pile construction process according to claim 1, Features: In the step S1, before burying the steel sleeve (1), a pile connection hole (2) is opened on the top of the constructed cast-in-place pile.
3. A reinforced concrete bored pile construction process according to claim 2, Features: In the step S4, before pouring concrete into the drilled hole, a pile connection steel cage (3) is placed in the pile connection hole (2).
4. A reinforced concrete bored pile construction process according to claim 3, Features: An anti-tilt component (31) is fixedly mounted on the outer peripheral surface of the pile-connected steel reinforcement cage (3), and the anti-tilt component (31) is closely matched with the inner wall of the cast-in-place pile steel reinforcement cage.
5. A reinforced concrete bored pile construction process according to claim 3, Features: In the step S5, after the top of the pile-connecting steel cage (3) is buried in concrete, the steel sleeve (1) rises synchronously with the guide tube.
6. A reinforced concrete bored pile construction process according to claim 1, Features: In the step S2, the sediment on the top of the constructed cast-in-place pile is removed by air lift reverse circulation method.
7. A reinforced concrete bored pile construction process according to claim 1, Features: In the step S1, the steel sleeve (1) comprises a plurality of assembled steel cylinders (11), and one of two adjacent assembled steel cylinders (11) can be detachably mounted on the other assembled steel cylinder (11).
8. A reinforced concrete bored pile construction process according to claim 7, Features: The outer peripheral surface of the assembly steel cylinder (11) is arranged straight, and the inner wall of the assembly steel cylinder (11) is provided with an assembly connecting plate (111), one end of the assembly connecting plate (111) is fixedly connected to one of two adjacent assembly steel cylinders (11), and the other end of the assembly connecting plate (111) is installed on the other of the two adjacent assembly steel cylinders (11) by means of bolts.
9. A reinforced concrete bored pile construction process according to claim 1, Features: In the step S1, a soil cutting slope (124) is provided at the bottom end of the steel sleeve, and the soil cutting slope (124) is inclined from bottom to top toward the axis of the steel sleeve (1).
10. A reinforced concrete bored pile construction process according to claim 9, Features: A pile connection gap (101) is provided between the inner wall of the steel sleeve and the outer peripheral surface of the constructed cast-in-place pile.