CN115595993A - Replacement pile structure of tunnel-passing slope slide-resistant pile and construction method - Google Patents

Replacement pile structure of tunnel-passing slope slide-resistant pile and construction method Download PDF

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Publication number
CN115595993A
CN115595993A CN202211247982.5A CN202211247982A CN115595993A CN 115595993 A CN115595993 A CN 115595993A CN 202211247982 A CN202211247982 A CN 202211247982A CN 115595993 A CN115595993 A CN 115595993A
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pile
construction
tunnel
rotary
foundation
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Inventor
沈琦
张立军
钟仕明
邓亚军
王盼
刘毅
宋战平
王怀正
田小旭
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Xian University of Architecture and Technology
Sinohydro Bureau 7 Co Ltd
Chengdu Hydropower Construction Engineering Co Ltd of Sinohydro Bureau 7 Co Ltd
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Xian University of Architecture and Technology
Chengdu Hydropower Construction Engineering Co Ltd of Sinohydro Bureau 7 Co Ltd
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Priority to CN202211247982.5A priority Critical patent/CN115595993A/en
Publication of CN115595993A publication Critical patent/CN115595993A/en
Pending legal-status Critical Current

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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/20Securing of slopes or inclines
    • E02D17/207Securing of slopes or inclines with means incorporating sheet piles or piles
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00Foundations as substructures
    • E02D27/10Deep foundations
    • E02D27/12Pile foundations
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00Independent underground or underwater structures; Retaining walls
    • E02D29/02Retaining or protecting walls
    • E02D29/0258Retaining or protecting walls characterised by constructional features
    • E02D29/0266Retaining or protecting walls characterised by constructional features made up of preformed elements
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D33/00Testing foundations or foundation structures
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/34Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)

Abstract

The invention discloses a replacement pile structure of a tunnel-through slope slide-resistant pile, which is arranged below an existing building and comprises a counterfort retaining wall and a rotary-excavating filling pile, wherein the counterfort retaining wall comprises a beam, a heel plate, a wall panel and a counterfort, the beam is arranged between the heel plate and the wall panel, one side of the beam is fixedly connected with the heel plate, the top of the beam is fixedly connected with the bottom of a front panel, the counterfort is fixedly arranged at the top of the heel plate, the counterfort is fixedly connected with the wall panel, the top of the rotary-excavating filling pile penetrates through the bottom of the heel plate, and the top of the rotary-excavating filling pile is fixedly connected with the heel plate. The replacement pile structure provided by the invention can furthest reduce the influence of the original slide-resistant pile on the original structure in the tunnel construction process, and ensure the safety and stability of the original structure and the tunnel in the tunnel construction process.

Description

Replacement pile structure of tunnel-through slope slide-resistant pile and construction method
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to a replacement pile structure of an anti-slide pile for a tunnel to pass through a side slope and a construction method.
Background
With the rapid development of cities, more and more highways, railways, subways and the like are built in cities to meet the daily travel requirements of people. These tunnels often need to be run through existing buildings or structures and thus involve the breaking and protection of the existing pile foundations. The pile foundation plays an important role in the safety and stability of the building, and the problem of how to normally use the pile foundation in the tunnel construction period without damaging the safety of the original building or structure and even ensuring the original structure becomes a great problem. If the protection is not obtained, the normal use of the original building can be threatened in the tunnel construction process, and even the safety of the original building is damaged, so that great economic loss and casualties are caused. Therefore, the invention provides a replacement pile structure of the slide-resistant pile for the tunnel to pass through the side slope and a construction method, and has important significance for the design and construction of the tunnel.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a replacement pile structure of a slide-resistant pile for a tunnel to pass through a side slope and a construction method.
The invention aims to provide a replacement pile structure of an anti-slide pile for a tunnel to pass through a side slope, which comprises a buttress retaining wall and a rotary excavating filling pile;
the counterfort retaining wall comprises a beam, a heel plate, a wall panel and a buttress, wherein the beam is arranged between the heel plate and the wall panel, one side of the beam is fixedly connected with the heel plate, the top of the beam is fixedly connected with the bottom of the front panel, the buttress is fixedly arranged at the top of the heel plate, the buttress is fixedly connected with the wall panel, the top of the rotary excavating filling pile penetrates through the bottom of the heel plate, and the top of the rotary excavating filling pile is fixedly connected with the heel plate.
Preferably, the bottom of the heel plate is fixedly provided with a cushion layer, and the top of the rotary excavating filling pile penetrates through the cushion layer and is in close contact with the cushion layer.
Preferably, the length of the rotary excavating cast-in-place pile extending into the heel plate is 20cm.
The second purpose of the invention is to provide a construction method of the replaced pile structure of the tunnel-through slope slide-resistant pile, which comprises the following steps:
s1, preparation for construction
Respectively arranging and constructing a construction site and a construction sidewalk, rechecking an earthwork filling range and a rotary excavating cast-in-place pile position according to a construction design drawing, and measuring, lofting and mating the bottom;
s2, filling earthwork
After the step S1 of measuring and lofting is finished, filling a temporary working platform and carrying out rolling;
s3, constructing the cast-in-place pile by rotary digging
After the rolling is finished in the step S2, construction of the rotary excavating cast-in-place pile is carried out;
s4, pile foundation detection
After the construction of the rotary excavating filling pile is completed in the step S3, detecting the pile foundation of the rotary excavating filling pile by adopting an ultrasonic wave and low strain method after the detection condition is met;
s5, counterfort retaining wall construction
After the pile foundation of the rotary excavating cast-in-place pile in the step S4 is detected to be qualified, foundation excavation, substrate treatment, foundation member, wall panel, counterfort and wall back backfill construction are sequentially carried out when the counterfort retaining wall construction is carried out;
s6, tunnel excavation and original pile foundation demolition
And (5) after the construction of the counterfort retaining wall in the step S5 is finished and the stress and strain tend to be stable, starting tunnel excavation and dismantling the original slide-resistant pile.
Preferably, in step S3, the construction of the rotary excavating cast-in-place pile specifically includes the following steps:
s31, site processing: after the rolling is finished in the step S2, leveling and compacting the ground, wherein the ground elevation needs to be higher than the designed pile top by more than 60 cm;
s32, pile position lofting: lofting the center position of a pile position, guiding four points with the same distance to four different directions to serve as guard piles, connecting two opposite guard piles by using thin ropes, wherein the intersection point of the two thin ropes is a pile position point;
s33, embedding a protection tube: according to the pile position numbering layout, adopting hole isolation construction according to the construction sequence, carrying out rotary drilling on the pile position to be constructed, placing a pile casing into the excavated hole, burying 4700mm below the ground line, exposing 300mm above the ground, backfilling the bottom and the periphery of the outer side of the pile casing with clay soil, and compacting in layers;
s34, cleaning holes for the first time: removing the original slurry in the protective cylinder by adopting a slurry changing method;
s35, after the hole cleaning is finished for the first time, sequentially installing the reinforcement cage framework and the guide pipe, after the installation is finished, performing the hole cleaning for the second time, wherein the thickness of sediment at the bottom of the hole is not more than 50mm after the hole cleaning of the pile is finished;
s36, concrete pouring: and pouring concrete into the pile casing, and obtaining the rotary excavating cast-in-place pile after pouring.
Preferably, in step S4, the detection condition is that the strength of the pile foundation concrete is greater than 70% of the design strength and not lower than 15Mpa.
Preferably, in step S5, the counterfort retaining wall construction specifically includes the following steps:
s51, foundation excavation: after the pile foundation of the rotary-excavating cast-in-place pile in the step S4 is detected to be qualified, excavating according to the depth of an excavation foundation pit, according to a slope ratio of 1.75 and the structural sizes of the heel plate and the beam, outwards expanding by 1m to a designed elevation, obviously marking the foundation pit at the pile position on the filling surface top of the cast-in-place pile before excavating, and after the foundation pit is excavated to the bottom of the bottom plate by 20cm, manually cleaning the heel plate and the slag soil at the bottom of the beam to the designed elevation;
s52, substrate treatment: manually cleaning dregs on a pile head of the rotary-excavated cast-in-place pile, and after cleaning is finished, cleaning the pile head of the rotary-excavated cast-in-place pile by adopting an air pick and a manual steel drill;
s53, construction of foundation parts: after the pile head is chiseled off, the exposed steel bar extends into the cushion layer and the heel plate, the rotary excavating cast-in-place pile is connected with the counterfort retaining wall, and then the beam and the heel plate are synchronously bound and cast with concrete;
s54, constructing wall panels and buttresses: synchronously binding and pouring the wall panel, the retaining wall steel bars and the concrete;
s55, wall back backfilling construction: and backfilling the wall back after the concrete strength reaches the design requirement after the retaining wall is demolished, wherein the backfilling position is between the back of the wall panel and the side slope.
Preferably, in steps S53 and S54, the beam, the heel plate, the wall panel and the retaining wall are made of combined steel forms.
Compared with the prior art, the invention has the beneficial effects that:
(1) The replaced pile structure of the anti-slide pile for the tunnel to pass through the side slope and the construction method provided by the invention have the advantages that the influence of the original anti-slide pile on the original structure in the tunnel construction process is reduced to the greatest extent, and the safety and stability of the original structure and the tunnel in the tunnel construction process are ensured;
(2) According to the replacement pile structure, the stability of the plateau side slope structure can be further improved and the safety redundancy of the original side slope is increased through the combined design of the buttress retaining wall and the rotary excavating cast-in-place pile;
(3) The replacement pile structure provided by the invention has the advantages of simple structure, reasonable design and convenience in construction, and can effectively solve the problem of force conversion of the anti-slide pile needing to be broken in tunnel construction.
Drawings
Fig. 1 is a schematic plan structure view of a replacement pile structure of a tunnel-through slope slide-resistant pile according to an embodiment of the present invention;
FIG. 2 is a cross-sectional view of a replacement pile construction provided in accordance with an embodiment of the present invention;
fig. 3 is a three-dimensional effect diagram of a replacement pile structure according to an embodiment of the present invention;
fig. 4 is a construction flowchart of a replacement pile structure of a side slope slide pile penetrated by a tunnel according to an embodiment of the present invention;
in the figure: 1. carrying out rotary digging on the cast-in-place pile; 2. buttress retaining walls; 3. original antiskid piles; 4. a heel plate; 5. a wall panel; 6. a buttress; 7. a cushion layer; 8. a beam; 9. and (4) tunneling.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and do not limit the invention.
As shown in fig. 1 to fig. 3, an embodiment of the present invention provides a replacement pile structure of a side slope slide-resistant pile for tunnel crossing, including a buttress retaining wall 2 and a rotary excavating filling pile 1;
buttress formula retaining wall 2 contains roof beam 8, heel board 4, shingle nail 5 and buttress 6, roof beam 8 sets up between heel board 4 and shingle nail 5, one side and heel board 4 fixed connection of roof beam 8, the top of roof beam 8 and the bottom fixed connection of shingle nail 5, buttress 6 is fixed to be set up in the top of heel board 4, buttress 6 and shingle nail 5 fixed connection, the top of digging bored concrete pile 1 soon runs through the bottom of heel board 4, and dig the top of bored concrete pile 1 soon and heel board 4 fixed connection.
The bottom of the heel plate 4 is fixedly provided with a cushion layer 7, and the top of the rotary excavating cast-in-place pile 1 penetrates through the cushion layer 7 and is in close contact with the cushion layer 7.
The length of the rotary excavating filling pile 1 extending into the heel plate 4 is 20cm.
The embodiment of the invention also provides a construction method of the pile replacement structure of the tunnel-through slope slide-resistant pile, which specifically comprises the following steps:
s1, preparation for construction
Respectively arranging and constructing a construction site and a construction access, completing the preparation work of 'tee joint leveling' in the previous stage (namely before formal construction, the construction site should reach the conditions of water circulation, electricity circulation, road passage, site leveling and the like), material stacking site and tool installation and debugging, rechecking the earthwork filling range and the pile position of the bored pile according to a construction design drawing, and performing measurement, lofting and bottom crossing;
s2, filling earthwork
After the measurement and lofting are finished in the step S1, filling a temporary working platform, and carrying out rolling, wherein the rolling follows the principle of 'light weight first, heavy weight first, two sides first, middle first, static pressure first and vibration pressure second', and the rolling is divided into initial pressing, re-pressing and final pressing;
s3, constructing the cast-in-place pile by rotary digging
After the rolling is completed in the step S2, construction of the rotary excavating cast-in-place pile 1 is carried out, wherein the construction of the rotary excavating cast-in-place pile 1 specifically comprises the following steps:
s31, site processing: after the rolling is finished in the step S2, the ground is flattened and compacted, the ground elevation needs to be higher than the designed pile top by more than 60cm, and 4 sounding pipes are embedded in each pile for ultrasonic detection before the pile foundation construction;
s32, pile position lofting: adopting a total station instrument to loft the central position of a pile position, guiding four points with the same distance to four different directions to serve as guard piles, connecting two opposite guard piles by using a thin rope, wherein the intersection point of the two thin ropes is the pile position point;
s33, embedding a protection cylinder: according to a pile position numbering layout drawing, hole separation construction is adopted in the construction sequence, rotary drilling is carried out on a pile position to be constructed, a pile casing is placed in a dug hole, 4700mm is buried below a ground line and is exposed to 300mm above the ground, when the pile casing is buried and positioned, the plane position deviation between the center of the pile casing and the center of the pile casing is not more than 50mm, the inclination of the pile casing in the vertical direction is not more than 1%, then, the bottom and the periphery of the outer side of the pile casing are backfilled by adopting clay soil and tamped in layers, the pile casing is rolled by adopting a steel plate, the inner diameter of the pile casing is 2700mm, the height of the pile casing is 5000mm, the wall thickness of the pile casing is 20mm, and the ovality of the pile casing is less than d/100 when the pile casing is manufactured; the allowable deviation of the diameter is +/-10 mm; the allowable deviation of the inclination of the end surface of the cylinder body is 3mm, and the bending vector height of the longitudinal axis is not more than 0.1 percent of the length of the protective cylinder and not more than 30mm; the misalignment amount during butt joint of the pile casings is not more than 0.2 time of the thickness of the steel plate and not more than 4mm;
s34, cleaning holes for the first time: removing the original slurry in the protective cylinder by adopting a slurry changing method until the slurry discharged or pumped out from the hole has no granular feeling by hand, and controlling the specific gravity, the viscosity and the sand content of the slurry within the required range;
s35, after the hole cleaning is finished for the first time, sequentially installing the reinforcement cage framework and the guide pipe, and after the hole cleaning is finished for the second time, cleaning the hole, wherein the thickness of the sediment at the bottom of the hole is not more than 50mm after the hole is cleaned;
s36, pouring concrete: and pouring concrete into the pile casing, and obtaining the rotary excavating cast-in-place pile 1 after pouring, wherein the concrete is C35 concrete, the steel bars mainly adopt HRB400 and HPB300, and the thickness of the main bar protective layer is 70mm.
S4, pile foundation detection
After the construction of the rotary excavating filling pile 1 is completed in the step S3, after the strength of concrete of a pile foundation is greater than 70% of the design strength and is not lower than 15MPa, detecting the integrity of the pile foundation of the rotary excavating filling pile by adopting an ultrasonic wave and low strain method, specifically detecting the integrity of the pile foundation according to related regulations such as 'building foundation pile detection technical specification' JGJ106-2014, detecting 50% of the pile foundation by adopting low strain integrity, detecting 50% of the pile foundation by adopting ultrasonic integrity, and still extracting 10% of the pile foundation which is not less than the total pile number after the detection is qualified to carry out core drilling and sampling. The age of the core drilling sampling pile foundation concrete is not less than 28 days;
s5, counterfort retaining wall construction
After the pile foundation of the rotary excavating cast-in-place pile in the step S4 is detected to be qualified, foundation excavation, substrate treatment, foundation member, wall panel 5, buttress 6 and wall back backfill construction are sequentially performed when the counterfort retaining wall 2 is constructed, wherein the counterfort retaining wall 2 construction in the embodiment of the invention specifically comprises the following steps:
s51, foundation excavation: after the pile foundation of the rotary-digging cast-in-place pile 1 in the step S4 is detected to be qualified, namely after the strength of all pile foundation concrete reaches over 75%, excavating according to the depth of an excavation foundation pit, outwards expanding 1m to a designed elevation according to a slope ratio of 1;
s52, substrate treatment: after the dregs on the pile head of the rotary-excavated cast-in-place pile 1 are manually cleaned, the pile head is cleaned and chiseled by adopting an air pick and a manual steel drill for the pile foundation;
s53, constructing a foundation part: after a pile head is chiseled off, exposed reinforcing steel bars extend into the cushion layer 7 and the heel plate 4, the rotary-digging cast-in-place pile 1 is connected with the counterfort retaining wall 2, and then the beam 8 and the heel plate 4 are synchronously bound and cast with concrete;
s54, constructing wall panels and buttresses: the wall panel 5, the buttress steel bars and the concrete are synchronously bound and poured, and the templates adopt a combined steel mould, a pull rod is oppositely pulled, and a back support reinforcing method;
s55, wall back backfilling construction: backfilling the wall back after the strength of the concrete reaches the design requirement after the retaining wall is demolished, wherein the backfilling adopts foam soil, and the backfilling position is between the back of the wall panel and the side slope;
s6, tunnel excavation and original pile foundation demolition
After step S5, the construction of the counterfort retaining wall 2 is completed, and the stress and strain trend is stable, the tunnel 9 is excavated and the original slide-resistant pile 3 is removed, the monitoring measurement of the side slope and the replacement structure is reinforced when the original slide-resistant pile is removed, and the monitoring measurement specifically comprises:
(1) And (4) observing inside and outside the hole: the in-tunnel observation comprises excavation face observation, primary support completion section observation and the like, wherein the excavation face observation is carried out once after each excavation, a rough drawing of the excavation face is drawn after the observation, a working face state record and a surrounding rock grade judgment card are filled, the primary support completion section observation is carried out at least once every day, and the observation contents comprise states of concrete spraying, anchor rods and steel frames. The observation of the appearance of the hole comprises the observation of the surface condition of the hole, the surface subsidence, the stability of a side slope and an upward slope, the leakage of surface water and the like.
(2) Peripheral displacement measurement: the convergence of the tunnel cross-section is measured, including vault sag, headroom convergence, and floor heave (if necessary).
(3) Measuring the surface subsidence: the surface subsidence measurement is started at the sum of the tunnel embedding depth and the tunnel excavation height in front of the excavation face until the lining structure is closed and subsidence basically stops. And the coordinate and the elevation of each fixed point are monitored by adopting a total station, the change condition of the width of the crack is measured by utilizing a ruler, and the BM point set by the road measurement can be referred to. And an inclinometer pipe is arranged on the spacing platform.
(4) Advanced geological prediction: the geological forecast method is based on a geological survey analysis method, combines geophysical prospecting means such as TSP (seismic data), geological radar and the like, and is assisted by comprehensive geological forecast means such as advanced drilling and the like. Wherein: and a section is arranged at the interval of 100-150m of the TSP, a section is arranged at the interval of 30m of the geological radar, and the advance drilling holes are increased as required.
In summary, the replacement structure of the anti-slide pile for tunnel-through side slope provided by the embodiment of the invention is an optimized scheme provided on the basis of the traditional buttress-type retaining wall according to the actual engineering situation, the original anti-slide pile for side slope is replaced by the combined stress structure of the buttress-type retaining wall and the rotary-digging pile hole-filling pile, the arrangement of the buttress-type retaining wall and the rotary-digging pile-filling pile is designed according to the side slope situation, the position of the anti-slide pile and the position of the tunnel, the safety of the side slope is protected when the original anti-slide pile is excavated and broken through the tunnel, and the stability of the side slope is improved.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.

Claims (8)

1. A replacement pile structure of an anti-slide pile for a tunnel to pass through a side slope is arranged below an existing building and is characterized by comprising a buttress retaining wall (2) and a rotary excavating filling pile (1);
buttress formula retaining wall (2) contain roof beam (8), heel board (4), shingle nail (5) and buttress (6), roof beam (8) set up between heel board (4) and shingle nail (5), one side and heel board (4) fixed connection of roof beam (8), the top of roof beam (8) and the bottom fixed connection of shingle nail (5), buttress (6) fixed set up in the top of heel board (4), buttress (6) and shingle nail (5) fixed connection, the bottom of heel board (4) is run through at the top of bored concrete pile (1) soon, and dig the top of bored concrete pile (1) soon and heel board (4) fixed connection.
2. The replacement pile structure of the tunnel-crossing slope slide-resistant pile according to claim 1, wherein a cushion layer (7) is fixedly arranged at the bottom of the heel plate (4), and the top of the rotary-digging cast-in-place pile (1) penetrates through the cushion layer (7) and is in close contact with the cushion layer (7).
3. The replacement pile structure of the tunnel-crossing slope slide pile according to claim 1, wherein the length of the rotary excavating cast-in-place pile (1) extending into the heel plate (4) is 20cm.
4. The method for constructing a replacement pile structure of a tunnel-crossing slope slide pile according to claim 1, which comprises the following steps:
s1, preparation for construction
Respectively arranging and constructing a construction site and a construction sidewalk, rechecking an earthwork filling range and a pile position of a rotary excavating cast-in-place pile (1) according to a construction design drawing, and measuring, lofting and mating the bottom;
s2, filling earthwork
After the step S1 of measurement lofting is finished, filling a temporary working platform and rolling;
s3, construction of rotary digging cast-in-place pile
After the rolling is finished in the step S2, construction of the rotary excavating cast-in-place pile (1) is carried out;
s4, pile foundation detection
After the construction of the rotary excavating filling pile (1) is completed in the step S3, detecting a pile foundation of the rotary excavating filling pile (1) by adopting an ultrasonic wave and low strain method after detection conditions are met;
s5, counterfort retaining wall construction
After the pile foundation of the rotary excavating filling pile (1) in the step S4 is detected to be qualified, foundation excavation, substrate treatment, foundation pieces, wall panels (5), buttresses (6) and wall back backfill construction are sequentially carried out when the buttress retaining wall (2) is constructed;
s6, tunnel excavation and original pile foundation demolition
And (5) after the construction of the counterfort retaining wall (2) in the step (S5) is completed, and after the stress and strain tend to be stable, starting tunnel excavation and dismantling the original anti-slide pile (3).
5. The method for constructing the replacement pile structure of the tunnel-crossing slope slide-resistant pile according to claim 4, wherein in the step S3, the rotary excavating cast-in-place pile construction specifically comprises the following steps:
s31, site processing: after the rolling is finished in the step S2, leveling and compacting the ground, wherein the ground elevation needs to be higher than the designed pile top by more than 60 cm;
s32, pile position lofting: lofting the center position of a pile position, guiding four points with the same distance to four different directions to serve as guard piles, connecting two opposite guard piles by using thin ropes, wherein the intersection point of the two thin ropes is a pile position point;
s33, embedding a protection tube: according to the pile position numbering layout, adopting hole isolation construction according to the construction sequence, carrying out rotary drilling on the pile position to be constructed, placing a pile casing into the excavated hole, burying 4700mm below the ground line, exposing 300mm above the ground, backfilling the bottom and the periphery of the outer side of the pile casing with clay soil, and compacting in layers;
s34, cleaning holes for the first time: removing the original slurry in the protective cylinder by adopting a slurry changing method;
s35, after the hole cleaning is finished for the first time, sequentially installing the reinforcement cage framework and the guide pipe, and after the hole cleaning is finished for the second time, cleaning the hole, wherein the thickness of the sediment at the bottom of the hole is not more than 50mm after the hole is cleaned;
s36, pouring concrete: and (3) pouring concrete into the pile casing, and obtaining the rotary excavating cast-in-place pile (1) after pouring.
6. The method for constructing a replacement pile structure of a tunnel-crossing slope slide-resistant pile according to claim 4, wherein in the step S4, the detection condition is that the strength of the pile foundation concrete is greater than 70% of the design strength and not lower than 15MPa.
7. The method for constructing a replacement pile structure of a tunnel-through slope slide pile according to claim 4, wherein in the step S5, the counterfort retaining wall construction specifically comprises the following steps:
s51, foundation excavation: after the pile foundation of the rotary-excavating cast-in-place pile in the step S4 is detected to be qualified, excavating according to the depth of an excavation foundation pit, the slope ratio of 1.75 and the structural sizes of the heel plate (4) and the beam (8) which are expanded by 1m outwards to a designed elevation, obviously marking a pile position foundation pit on the top of the filling surface of the cast-in-place pile before excavating, and manually cleaning the heel plate (4) and the bottom of the beam (8) to the designed elevation after excavating to 20cm from the bottom of the bottom plate;
s52, substrate treatment: cleaning up the slag soil on the pile head of the rotary-digging cast-in-place pile (1) manually, and after the cleaning up is completed, cleaning up the pile head of the rotary-digging cast-in-place pile (1) by adopting an air pick and a manual steel drill;
s53, constructing a foundation part: after a pile head is chiseled off, exposed reinforcing steel bars extend into the cushion layer (7) and the heel plate (4), the rotary-digging cast-in-place pile (1) is connected with the counterfort retaining wall (2), and then the beam (8) and the heel plate (4) are synchronously bound and poured with concrete;
s54, wall panel and buttress construction: synchronously binding and pouring the wall panel (5), the wall protection reinforcing steel bars and the concrete;
s55, wall back backfilling construction: and backfilling the wall back after the concrete strength of the retaining wall after the form removal reaches the design requirement, wherein the backfilling position is between the back of the wall panel (5) and the side slope.
8. The method for constructing the replacement pile structure of the tunnel-through slope slide-resistant pile according to claim 4, wherein the templates adopted by the beam (8), the heel plate (4), the wall panel (5) and the retaining wall (6) in the steps S53 and S54 are all combined steel molds.
CN202211247982.5A 2022-10-12 2022-10-12 Replacement pile structure of tunnel-passing slope slide-resistant pile and construction method Pending CN115595993A (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117052421A (en) * 2023-10-13 2023-11-14 湖南省通盛工程有限公司 Tunnel portal supporting structure in deep slippage and large bias state and construction method
CN117634987A (en) * 2024-01-25 2024-03-01 中建安装集团有限公司 Building high slope construction evaluation management system and method based on Internet of things

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117052421A (en) * 2023-10-13 2023-11-14 湖南省通盛工程有限公司 Tunnel portal supporting structure in deep slippage and large bias state and construction method
CN117052421B (en) * 2023-10-13 2024-01-09 湖南省通盛工程有限公司 Tunnel portal supporting structure in deep slippage and large bias state and construction method
CN117634987A (en) * 2024-01-25 2024-03-01 中建安装集团有限公司 Building high slope construction evaluation management system and method based on Internet of things
CN117634987B (en) * 2024-01-25 2024-04-02 中建安装集团有限公司 Building high slope construction evaluation management system and method based on Internet of things

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