CN115595964A - Construction method of lateral force resistant pile foundation of ultra-deep flow plastic silt soil layer - Google Patents
Construction method of lateral force resistant pile foundation of ultra-deep flow plastic silt soil layer Download PDFInfo
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- CN115595964A CN115595964A CN202211549388.1A CN202211549388A CN115595964A CN 115595964 A CN115595964 A CN 115595964A CN 202211549388 A CN202211549388 A CN 202211549388A CN 115595964 A CN115595964 A CN 115595964A
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- 238000010276 construction Methods 0.000 title claims abstract description 53
- 239000002689 soil Substances 0.000 title claims abstract description 41
- 230000001681 protective effect Effects 0.000 claims abstract description 93
- 238000005553 drilling Methods 0.000 claims abstract description 31
- 239000011435 rock Substances 0.000 claims abstract description 22
- 238000009434 installation Methods 0.000 claims abstract description 11
- 239000010802 sludge Substances 0.000 claims description 26
- 238000000034 method Methods 0.000 claims description 15
- 238000003466 welding Methods 0.000 claims description 12
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 10
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 10
- 241001330002 Bambuseae Species 0.000 claims description 10
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 10
- 239000011425 bamboo Substances 0.000 claims description 10
- 238000009412 basement excavation Methods 0.000 claims description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 9
- 239000010959 steel Substances 0.000 claims description 9
- 238000012544 monitoring process Methods 0.000 claims description 6
- 238000005094 computer simulation Methods 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 239000013049 sediment Substances 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 230000002349 favourable effect Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 125000004122 cyclic group Chemical group 0.000 description 2
- 238000007667 floating Methods 0.000 description 2
- 239000007769 metal material Substances 0.000 description 2
- 238000007493 shaping process Methods 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 238000009435 building construction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007654 immersion Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/36—Foundations formed in moors or bogs
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- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the technical field of pile foundation construction, in particular to a construction method of an anti-lateral force pile foundation of an ultra-deep flow plastic silt soil layer. Installing a rotary drilling machine at a pre-installation position of a pile body; sinking the outer protective cylinder into a preset position; drilling the outer protective sleeve into the rock stratum by using a rotary drilling machine; sinking the inner protective cylinder into the installed outer protective cylinder; performing concrete grouting filling on the outer gap of the inner protective cylinder; a first inter-pile support is arranged at the top of the pile body; excavating earth; and installing a second inter-pile support. The outer casing is conveyed into the ground by a rotary drilling machine by utilizing rotary force, so that the disturbance to a silt layer is reduced, the deviation of a drilled hole is reduced, the first inter-pile support is used for primarily fixing the pile body, the second inter-pile support is used for finally fixing the pile body, a plurality of pile bodies are connected into a whole, and the deviation and fracture of the single pile body in the silt layer are reduced.
Description
Technical Field
The invention relates to the technical field of pile foundation construction, in particular to a construction method of an anti-lateral force pile foundation of an ultra-deep flow plastic silt soil layer.
Background
In actual construction, a mine pit is formed after the original large-scale mine is mined, and then a large amount of river silt is backfilled due to river dredging to form silt geology with the depth of tens of meters. The house building construction is carried out here, if do not adopt effectual pile foundation to support the form, will cause huge hidden danger and harm in the building service life.
Pile foundation construction is carried out under the address condition of such complicacy, needs to solve the pore-forming problem. Under the condition, the advantages of the construction process of adding the inter-pile support to the full-rotation full casing are exerted, the construction process of the full-rotation full casing has the advantages of high construction efficiency and good pile forming quality, and can be applied to various buildings in recent years.
Disclosure of Invention
The invention provides a construction technology for constructing a stably-formed pile foundation body, and provides a construction method for an anti-lateral force pile foundation of an ultra-deep flow plastic silt soil layer, aiming at solving the problem that a construction pile body in a silt stratum is easy to laterally move.
The invention provides a construction method of an ultra-deep flow plastic sludge soil layer lateral force resistant pile foundation, which adopts the following technical scheme:
a construction method of an ultra-deep flow plastic sludge soil layer lateral force resistant pile foundation comprises the following construction steps:
the method comprises the following steps: leveling a construction site, positioning a paying-off mark pile foundation position, and installing a rotary drilling machine at a pre-installation position of a pile body;
step two: drilling the outer protective barrel into the sludge layer by using a rotary drilling machine, and taking out sludge in the outer protective barrel after the outer protective barrel sinks to a preset position;
step three: drilling the outer protective cylinder into a rock stratum by using a rotary drilling machine, and taking out the damaged rock stratum in the sleeve;
step four: sinking the inner protective cylinder into the installed outer protective cylinder, then placing a reinforcement cage into the inner protective cylinder, and finally pouring concrete to form a pile body;
step five: pulling out the outer protective cylinder by using a rotary drilling machine, and performing concrete grouting and filling on a gap formed between the outer part of the inner protective cylinder and the sludge layer;
step six: the first step, the second step and the third step are repeated, and the rest pile bodies are constructed and shaped sequentially or simultaneously;
step seven: installing a first inter-pile support at the tops of all constructed and shaped pile bodies;
step eight: carrying out earth excavation on the periphery of the pile body and the bottom side of the support between the first piles;
step nine: and mounting a second inter-pile support at a plane formed after the pile body is excavated close to the earth, and dismantling the part of the pile body, which is higher than the second inter-pile support, and the first inter-pile support.
By adopting the technical scheme, the cutting capacity of the outer pile casing is used for drilling and soil taking, meanwhile, a closed environment can be built for pile forming operation, the influence of external sludge on the pile forming operation is reduced, the inner pile casing is used for shaping the pile body structure, meanwhile, the metal material of the inner pile casing is convenient for subsequent supporting, welding and installation among piles, the rotary drilling machine sends the outer sleeve into the ground by utilizing the rotating force, the disturbance to a sludge layer is reduced, the deviation of drilling is reduced, the first inter-pile support is used for primarily fixing the pile body, the pile body is prevented from deviating in the earthwork excavation process, the construction quality is influenced, the second inter-pile support is used for finally fixing the pile body, a plurality of pile bodies are connected into a whole, and the deviation and fracture of the single pile body in the sludge layer and other conditions are reduced.
Preferably, before the outer protective casing is drilled into the soil layer by using the rotary drilling machine, the rock mass depth is detected by using geological detection equipment, the depth of the pile body drilled into the rock mass is designed by using computer simulation, and the sinking depth of the outer protective casing is predicted to meet the bearing capacity requirement.
Through adopting above-mentioned technical scheme, because underground rock stratum degree of depth and silt degree of depth are uneven, this principle that reduces construction cost surveys underground rock stratum, designs out the best pile body and sets up the position, can know the pile body pile sinking degree of depth simultaneously, prevents that the pile sinking is too shallow, and the pile body steadiness is relatively poor.
Preferably, the outer protective cylinder and the inner protective cylinder are installed in sections and sunk into the inner protective cylinder, a sawtooth-shaped cutting edge is arranged on one section of the bottom of the outer protective cylinder, the outer protective cylinder and the sections are fixedly connected through bolts, and the inner protective cylinder and the sections are fixedly connected through welding.
Through adopting above-mentioned technical scheme, the zigzag cutting edge is favorable to outer protecting section of thick bamboo to shred silt layer and rock stratum and carries out the sinking operation, and outer protecting section of thick bamboo uses bolt simple to operate dismantlement and cyclic utilization, and inner protecting section of thick bamboo passes through welded fastening, forms firm permanent pile body structure.
Preferably, the outer protective barrel sinking section and the middle soil taking operation are alternately carried out, soil taking is carried out once each outer protective barrel sinking section is sunk, after the outer protective barrel is wholly sunk, the inside of the outer protective barrel is comprehensively cleaned, and the thickness of sediments at the bottom of the outer protective barrel is measured and confirmed to meet the requirement.
Through adopting above-mentioned technical scheme, the operation of fetching earth is gone on in turn with outer protecting cylinder section of thick bamboo immersion section, and one of them reduces outer protecting cylinder section of thick bamboo and sinks the resistance, makes things convenient for the immersed tube operation, and secondly makes things convenient for the soil fetching, avoids the construction complexity of once only fetching earth, protects a section of thick bamboo inside externally and synthesizes the clearance and prevents to remain silt and stone in the outer section of thick bamboo of protecting and influence interior protective barrel installation.
Preferably, the outer protective sleeve is taken out in sections, the connecting bolts are sequentially taken down and then cleaned, the upper outer protective sleeve is hoisted to other parts, and the process is repeated, so that the outer protective sleeve is completely pulled out.
Through adopting above-mentioned technical scheme, take out cyclic utilization with outer protecting cylinder.
Preferably, after concrete is filled outside the inner protective cylinder of the pile body and formed, the distance between the pile bodies is measured, the moving deviation of the pile bodies is estimated, and the first inter-pile supporting installation is carried out within a reasonable range by determining the deviation.
Through adopting above-mentioned technical scheme, estimate the pile body and remove the deviation and be favorable to preventing that the pile body from appearing great deviation in the work progress, influencing construction quality.
Preferably, support between first way stake and support between second way stake for shaped steel structure between every two adjacent pile bodies all through support between welding installation first way stake and support between second way stake.
By adopting the technical scheme, the first inter-pile support, the second inter-pile support and the inner protective cylinder of the pile body are installed by welding, and the installation is convenient and stable.
Preferably, monitoring steel reinforcement cage come-up height during concreting in the interior casing, highly surpassing expected value and in time adjusting and the secondary sinks into the steel reinforcement cage, protect a section of thick bamboo come-up height in monitoring during concreting of casing outside in the interior casing, highly surpass expected value and in time adjusting and the secondary sinks in the interior casing.
By adopting the technical scheme, the underground sludge layer has certain buoyancy and influences the pile sinking depth, so that the floating height needs to be detected for timely adjusting and reducing the floating height.
Preferably, after the earth excavation is finished, grooving construction is carried out among the pile bodies on the upper surface of the soil layer, then the second inter-pile support is installed in the grooving, and concrete backfilling is carried out on the surface of the soil layer after the second inter-pile support is installed.
Through adopting above-mentioned technical scheme, the notch cut construction is buried underground with the second inter-pile support, makes it not influence holistic aesthetic property, reduces the influence to the ground construction simultaneously.
Preferably, after the second inter-pile support is installed, the axial force data of the second inter-pile support is tested, and after the axial force data of the second inter-pile support reaches an expected value, the first inter-pile support is removed, and then the redundant pile bodies are removed.
By adopting the technical scheme, the test axial force data is used for ensuring the mounting stability of the support between the piles, and the support between the piles is prevented from being broken or deformed due to the bearing of larger pressure or pulling force.
In summary, the invention has the following beneficial technical effects:
1. the cutting capacity of the outer pile casing is used for drilling and soil taking, meanwhile, a closed environment can be built for pile forming operation, the influence of external sludge on the pile forming operation is reduced, the inner pile casing is used for shaping a pile body structure, meanwhile, the metal material of the inner pile casing is convenient for subsequent supporting, welding and installation among piles, the rotary drilling machine sends the outer pile casing into the ground by utilizing the rotating force, the disturbance to a sludge layer is reduced, the deviation of drilling is reduced, the first inter-pile support is used for primarily fixing the pile body, the deviation of the pile body in the earthwork excavation process is prevented, the construction quality is prevented from being influenced, the second inter-pile support is used for finally fixing the pile body, a plurality of pile bodies are connected into a whole, and the occurrence of the conditions that a single pile body is deviated, broken and the like in the sludge layer is reduced.
2. Because the depth of the underground rock stratum and the depth of the silt are uneven, the underground rock stratum is explored according to the principle of reducing the construction cost, the optimal pile body arrangement position is designed, the pile body sinking depth can be known, the shallow sinking of the pile body is prevented, the stability of the pile body is poor, the sawtooth-shaped cutting edge is beneficial to the outer protective cylinder to cut up the silt layer and the rock stratum for sinking operation, the outer protective cylinder is convenient to mount and dismount by using bolts and can be recycled, the inner protective cylinder is fixed by welding to form a stable permanent pile body structure, the soil taking operation and the outer protective cylinder sinking operation are alternately carried out, the sinking resistance of the outer protective cylinder is reduced, the pipe sinking operation is convenient, the soil taking is convenient, the construction complexity of one-time soil taking is avoided, the inside of the outer protective cylinder is comprehensively cleaned, the silt and the stone remained in the outer protective cylinder are prevented from influencing the mounting of the inner protective cylinder, estimating the pile body movement deviation is favorable for preventing the pile body from generating larger deviation in the construction process and influencing the construction quality, installing the first inter-pile support, the second inter-pile support and the inner protection cylinder of the pile body by welding, and has convenient and stable installation.
3. The construction method of the pile foundation with the double sleeves for resisting the lateral force in the ultra-deep flow plastic silt soil layer in the pit backfilling area has the advantages that the difficult problem of pile foundation construction in the ultra-deep flow plastic silt soil layer in the pit backfilling area is solved through the full-rotation double-sleeve process, the cost for silt treatment is effectively reduced, deviation of cast-in-place piles in the earth excavation process is avoided through support construction among the cast-in-place piles, a large amount of labor, materials and construction period are saved, and good economic benefits are obtained.
Drawings
FIG. 1 is a flow chart of the construction steps of the present invention;
FIG. 2 is a schematic elevation of the construction of the present invention.
Description of reference numerals:
1. the method comprises the following steps of (1) supporting a sludge layer 2, a rock stratum 3, a pile body 31 and a first inter-pile support 32 and a second inter-pile support.
Detailed Description
The present invention is described in further detail below with reference to figures 1 and 2.
Example 1:
the embodiment of the invention discloses a construction method of an ultra-deep flow plastic silt soil layer lateral force resistant pile foundation, which comprises the following steps:
the method comprises the following steps: leveling a construction site, positioning a paying-off mark pile foundation position, and installing a rotary drilling machine at a pre-installation position of a pile body 3;
step two: drilling the outer protective cylinder into the sludge layer 1 by using a rotary drilling machine, and taking out sludge in the outer protective cylinder after the outer protective cylinder sinks to a preset position;
step three: drilling the outer protective cylinder into the rock stratum 2 by using a rotary drilling machine, and taking out the damaged rock stratum 2 in the casing;
step four: sinking the inner protective cylinder into the installed outer protective cylinder, then placing a reinforcement cage into the inner protective cylinder, and finally pouring concrete to form a pile body 3;
step five: pulling out the outer protective cylinder by using a rotary drilling machine, and performing concrete grouting and filling on a gap formed between the outer part of the inner protective cylinder and the sludge layer 1;
step six: the first to the fifth steps are circulated, and the rest pile bodies 3 are constructed and shaped sequentially or simultaneously;
step seven: installing a first inter-pile support 31 at the top of all the constructed and shaped pile bodies 3;
step eight: carrying out earth excavation around the pile body 3 and at the bottom side of the first inter-pile support 31;
step nine: and (3) installing a second inter-pile support 32 at the plane formed by the pile body 3 close to the earth excavation, and dismantling the part of the pile body 3 higher than the second inter-pile support 32 and the first inter-pile support 31.
Example 2:
on the basis of example 1, the following are added:
before the outer protective cylinder is drilled into a soil layer by using a rotary drilling machine, the depth of a rock mass is detected by using geological detection equipment, the depth of the pile body 3 drilled into the rock mass is designed by using computer simulation, and the sinking depth of the outer protective cylinder is predicted to meet the requirement of bearing capacity.
The outer protective cylinder and the inner protective cylinder are installed in sections and are sunk, a sawtooth-shaped cutting edge is arranged on one section of the bottom of the outer protective cylinder, the outer protective cylinder and the sections are fixedly connected through bolts, and the inner protective cylinder and the sections are fixedly connected through welding.
The inner protective barrel connecting sections are welded, and a single-side V-shaped groove is adopted in the welding line form.
And the outer protective barrel is sunk into the section and the middle soil taking operation are carried out alternately, soil taking is carried out once when one section of the outer protective barrel is sunk, the inside of the outer protective barrel is comprehensively cleaned after the outer protective barrel is wholly sunk, and the thickness of the sediment at the bottom of the outer protective barrel is measured and confirmed to meet the requirement.
The outer protective cylinder needs to enter rock for a certain length in the flowing plastic mucky soil layer, and outside silt is separated from the inner space of the outer protective cylinder, so that the silt outside the outer protective cylinder cannot flow into the sleeve.
The outer protective barrel is taken out in a sectional mode, the connecting bolts are sequentially taken down and then cleaned, the upper outer protective barrel is hoisted to other parts, and the process is repeated, so that the outer protective barrel is completely pulled out.
Example 3:
on the basis of example 1, the following are added:
after the concrete is filled outside the inner protective cylinder of the pile body 3 and formed, the distance between the pile bodies 3 is measured, the movement deviation of the pile bodies 3 is estimated, and the first inter-pile support 31 is installed within a reasonable range by determining the deviation.
And carrying out supporting construction among the piles when the pile body strength of the cast-in-place pile reaches 70% of the design strength.
The first inter-pile support 31 and the second inter-pile support 32 are of a steel structure, and the first inter-pile support 31 and the second inter-pile support 32 are installed between every two adjacent pile bodies 3 through welding.
Monitoring steel reinforcement cage come-up height when concreting in the interior casing, highly surpass expected value and in time adjust and the secondary sinks steel reinforcement cage, protect a section of thick bamboo come-up height in monitoring when concreting of interior casing outside, highly surpass in time adjust and the secondary sinks interior casing of expecting value.
And after the earthwork excavation is finished, grooving construction is carried out among the pile bodies 3 on the upper surface of the sludge layer 1, then the second inter-pile supports 32 are installed in the grooving, and concrete backfilling is carried out on the surface of the sludge layer 1 after the second inter-pile supports 32 are installed.
The elevation of the excavated bottom of the earthwork is 0.5m higher than that of the bottom of the cushion layer.
And after the second inter-pile support 32 is installed, testing the axial force data of the second inter-pile support 32, and after the axial force data of the second inter-pile support 32 reaches an expected value, removing the first inter-pile support 31 and then removing the redundant pile body 3.
Plain concrete backfill is adopted in the grooving range, and plain soil backfill is strictly forbidden.
The above are all preferred embodiments of the present invention, and the protection scope of the present invention is not limited thereby, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (10)
1. A construction method of an ultra-deep flow plastic sludge soil layer lateral force resistant pile foundation is characterized by comprising the following steps: the construction method comprises the following steps:
the method comprises the following steps: leveling a construction site, positioning and paying off the marked pile foundation position, and installing a rotary drilling machine at the pre-installation position of a pile body (3);
step two: drilling an outer protective cylinder into the sludge layer (1) by using a rotary drilling machine, and taking out sludge in the outer protective cylinder after the outer protective cylinder is sunk to a preset position;
step three: drilling the outer protective cylinder into the rock stratum (2) by using a rotary drilling machine, and taking out the rock stratum (2) in the casing after the rock stratum is damaged;
step four: sinking the inner protecting cylinder into the installed outer protecting cylinder, then placing a reinforcement cage into the inner protecting cylinder, and finally pouring concrete to form a pile body (3);
step five: pulling out the outer protective cylinder by using a rotary drilling machine, and performing concrete grouting and filling on a gap formed between the outer part of the inner protective cylinder and the sludge layer (1);
step six: the first to fifth steps are circulated, and the rest pile bodies (3) are constructed and shaped sequentially or simultaneously;
step seven: installing a first inter-pile support (31) at the top of all the constructed and shaped pile bodies (3);
step eight: excavating earth around the pile body (3) and at the bottom side of the first inter-pile support (31);
step nine: and mounting a second inter-pile support (32) at the position of the pile body (3) close to the plane formed after the earth excavation, and dismantling the part of the pile body (3) higher than the second inter-pile support (32) and the first inter-pile support (31).
2. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic sludge soil layer according to claim 1, wherein: before the outer protective cylinder is drilled into a soil layer by using a rotary drilling machine, the depth of a rock mass is detected by using geological detection equipment, the depth of a pile body (3) drilled into the rock mass is designed by using computer simulation, and the sinking depth of the outer protective cylinder is predicted to meet the requirement of bearing capacity.
3. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic silt soil layer according to claim 1, wherein: the outer protective cylinder and the inner protective cylinder are installed in sections and are sunk, a sawtooth-shaped cutting edge is arranged on one section of the bottom of the outer protective cylinder, the outer protective cylinder and the sections are fixedly connected through bolts, and the inner protective cylinder and the sections are fixedly connected through welding.
4. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic sludge soil layer according to claim 3, wherein: and the outer protective barrel is sunk into the sections and the middle soil taking operation are carried out alternately, soil taking is carried out once when one section of the outer protective barrel is sunk, the inside of the outer protective barrel is comprehensively cleaned after the outer protective barrel is wholly sunk, and the thickness of sediments at the bottom of the outer protective barrel is measured and confirmed to meet the requirement.
5. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic silt soil layer according to claim 1, wherein: the outer protective barrel taking-out process is taken out in sections, the outer protective barrel is cleaned after the connecting bolts are sequentially taken down, the upper outer protective barrel is hoisted to other parts, and the process is repeated, and the outer protective barrel is completely pulled out.
6. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic sludge soil layer according to claim 1, wherein: after concrete is filled outside the inner protective cylinder of the pile body (3) and formed, the distance between the pile bodies (3) is measured, the moving deviation of the pile bodies (3) is estimated, and the first inter-pile support (31) is installed within a reasonable range by determining the deviation.
7. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic silt soil layer according to claim 1, wherein: support (31) and the second support (32) between the stake between first stake are shaped steel structure, and support (31) and the second support (32) between the stake is all installed through welding between per two adjacent pile bodies (3).
8. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic silt soil layer according to claim 1, wherein: monitoring steel reinforcement cage come-up height when concreting in the interior casing, highly surpass expected value and in time adjust and the secondary sinks steel reinforcement cage, protect a section of thick bamboo come-up height in monitoring when concreting of interior casing outside, highly surpass in time adjust and the secondary sinks interior casing of expecting value.
9. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic sludge soil layer according to claim 1, wherein: and after the earthwork excavation is finished, grooving construction is carried out among the pile bodies (3) on the upper surface of the soil layer, then the second inter-pile support (32) is installed in the grooving, and concrete backfilling is carried out on the surface of the soil layer after the second inter-pile support (32) is installed.
10. The construction method of the lateral force resisting pile foundation in the ultra-deep flow plastic silt soil layer according to claim 1, wherein: and testing the axial force data of the second inter-pile support (32) after the second inter-pile support (32) is installed, and removing the first inter-pile support (31) and then removing the redundant pile body (3) after the axial force data of the second inter-pile support (32) reaches an expected value.
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| CN202211549388.1A CN115595964A (en) | 2022-12-05 | 2022-12-05 | Construction method of lateral force resistant pile foundation of ultra-deep flow plastic silt soil layer |
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