CN111305229A - Construction method for constructing sectionwise deep rock drilling secant pile - Google Patents

Construction method for constructing sectionwise deep rock drilling secant pile Download PDF

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Publication number
CN111305229A
CN111305229A CN202010221769.1A CN202010221769A CN111305229A CN 111305229 A CN111305229 A CN 111305229A CN 202010221769 A CN202010221769 A CN 202010221769A CN 111305229 A CN111305229 A CN 111305229A
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CN
China
Prior art keywords
pile
construction
reinforcement cage
drilling
rock
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN202010221769.1A
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Chinese (zh)
Inventor
李宇江
谢春来
黄荣继
蔡刚
杨剑
周学彬
廖杰
蒋伟强
董海龙
许成汉
牟勇
苏秀婷
高文龙
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China Railway Tunnel Group Erchu Co Ltd
Original Assignee
China Railway Tunnel Group Erchu Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China Railway Tunnel Group Erchu Co Ltd filed Critical China Railway Tunnel Group Erchu Co Ltd
Priority to CN202010221769.1A priority Critical patent/CN111305229A/en
Publication of CN111305229A publication Critical patent/CN111305229A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits
    • 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

Abstract

The invention belongs to the technical field of construction of an underground foundation pit engineering enclosure structure, and particularly relates to a construction method for constructing an occlusive pile penetrating into a rock drill hole in a segmented manner, which comprises the following steps: drilling a strongly weathered soil-rock layer to form a hole; drilling by the rotary drilling rig, and flushing and cleaning holes by a grab bucket; drilling a pore in a slightly weathered hard rock layer; step (4), installing a reducing reinforcement cage; step (5) pouring concrete into the reducing reinforcement cage to form a pile; and (6) pulling out the sleeve. The construction method can overcome the technical difficulty of construction of the secant pile of the deep rock drilling in the high-strength hard rock stratum, has quick construction footage, can effectively control the quality of the pile-forming ground and the disturbance to the surrounding environment, can effectively control the settlement and the deviation of surrounding buildings and pipelines, and solves the problems of water resistance and stress.

Description

Construction method for constructing sectionwise deep rock drilling secant pile
Technical Field
The invention belongs to the technical field of construction of an underground foundation pit engineering enclosure structure, and particularly relates to a construction method for constructing an occlusive pile penetrating into a rock drill hole in a segmented manner.
Background
The deep foundation pit engineering in cities has higher requirements on the hole forming depth of a maintenance structure of a drilling secant pile and often faces deep rock hole forming construction, the currently generally adopted foundation pit maintenance structure is a pile in an SMW construction method, the SMW construction method is that a cement series reinforcing agent is sprayed out from a drill bit while drilling and digging are carried out to be repeatedly mixed and stirred with foundation soil, overlapping construction is adopted among construction units, then H-shaped steel or steel plates are inserted into a cement soil mixture body before hardening of the cement soil mixture body to serve as stress reinforcing materials until the cement is hardened, and a continuous, complete and seamless underground wall body with certain strength and rigidity is formed. However, the SMW construction method pile has certain defects that a hard rock layer cannot be drilled into a hole, the stirring pile cannot go deep into rock construction aiming at geological conditions of upper soil and lower rock, H-shaped steel cannot be inserted into a designed elevation, a foundation pit maintenance structure cannot meet the design depth, and the problems of water resistance and stress cannot be met.
Disclosure of Invention
The invention aims to solve the problems in the prior art and provides a construction method for constructing a rock-deep drilling secant pile in a segmented manner, which can overcome the construction of the rock-deep drilling secant pile in a high-strength hard rock stratum, has quick construction footage, can effectively control the quality of a pile-forming ground and the disturbance to the surrounding environment, can effectively control the settlement and the deviation of surrounding buildings and pipelines, and solves the problems of water resistance and stress.
In order to realize the purpose of the invention, the invention adopts the following technical scheme:
a construction method for constructing secant pile deep into rock drilling in a segmented mode comprises the following steps: drilling a strongly weathered soil-rock layer to form a hole; drilling by the rotary drilling rig, and flushing and cleaning holes by a grab bucket; drilling a pore in a slightly weathered hard rock layer; step (4), installing a reducing reinforcement cage; step (5) pouring concrete into the reducing reinforcement cage to form a pile; step (6), pulling out the sleeve; the specific construction steps are schematically shown in fig. 1.
Furthermore, the reducing steel reinforcement cage comprises an upper steel reinforcement cage, a lower steel reinforcement cage and an inner hoop, the diameter ratio of the upper steel reinforcement cage is 10-20cm wide than that of the lower steel reinforcement cage, the upper steel reinforcement cage and the lower steel reinforcement cage with different diameters are fixedly connected through two groups of inner hoops in a concentric and coaxial mode, and the reducing steel reinforcement cage is in a shape which is wide at the top and narrow at the bottom.
Furthermore, the diameter of the upper reinforcement cage is 0.80-1.0m, and the diameter of the lower reinforcement cage is 0.65-0.85 m. During engineering construction, the inner diameter of the selected sleeve is 1.2m, the diameter of the corresponding upper reinforcement cage is 0.8-1.0 m, the inner diameter of the hole for lower construction is about 1m, and the diameter of the lower reinforcement cage is 0.65-0.85 m.
Further, the specific operation of the step (1) is as follows: and (3) leveling a field, determining the position of a positioning pile through field survey, taking the central position of the positioning pile as a positioning control point of a full-casing full-circle drilling machine, moving the full-casing full-circle drilling machine to a correct position according to the positioning control point, hoisting a casing in a jaw of a pile machine, pressing the casing downwards after the verticality of the casing is corrected, and stopping until the casing penetrates through a strongly weathered soil stratum and contacts a slightly weathered hard stratum.
Further, the specific operation of the step (3) is as follows: moving the full-casing full-rotary drilling machine, placing the down-the-hole hammer body in place, placing the down-the-hole hammer head and the drill rod in the casing, and hoisting the drill rod by using a crane to lengthen the drill rod until the drill rod contacts a slightly weathered hard rock stratum; connecting the upper and lower lifting heads of the machine body with the top of the drill rod to ensure that high-pressure air is communicated to the down-the-hole hammer head and provide rotation and downward pressure for the drill rod; and (4) conveying high-pressure air to the down-the-hole hammer through an air compressor unit to finish rock stratum crushing drilling until the drilling is stopped to the designed depth.
Further, the specific operation of the step (4) is as follows: according to the diameters of the upper reinforcement cage and the lower reinforcement cage, two groups of inner hoops with different diameters are respectively arranged, and the diameters of the upper inner hoop and the lower inner hoop are respectively the diameter of the upper reinforcement cage or the diameter of the lower reinforcement cage minus the diameter of the main reinforcement; the inner hooping is made of HRB400 phi 22 steel bars, and the main reinforcement is made of HRB400 phi 32 steel bars. After the upper and lower groups of inner hoops are concentrically and coaxially fixed, main ribs are welded; when the main reinforcement is installed, the main reinforcement is firmly welded with the hoop after being mechanically bent, and the reducing reinforcement cage with the wide top and the narrow bottom is manufactured. The down-the-hole hammer is formed in a steel pipe sleeve, the diameter of the down-the-hole hammer head is smaller than the inner diameter of the sleeve, and the rock stratum part constructed by the down-the-hole hammer can be reduced, so that the steel reinforcement cage is processed into a reducing steel reinforcement cage with a large diameter at the top and a small diameter at the bottom, as shown in figure 2.
Further, the specific operation of the step (5) is as follows: the underwater concrete pouring method is adopted for construction, firstly, the guide pipe is installed to the position 20-50cm away from the bottom of the hole, then concrete pouring is carried out by utilizing a hopper or a top pump, the guide pipe is lifted along with pouring in the pouring process, the embedding depth of the guide pipe is preferably kept between 2-6m, the sleeve is prevented from being embedded too deeply, continuous operation is carried out in the pouring process until the designed elevation is poured, and the designed elevation is generally 40cm above the ground.
When the bored secant pile is constructed, the pile A is constructed firstly, then the pile B is constructed, the difference between the pile A and the pile B is that the pile A is a plain concrete pile, no steel reinforcement cage is arranged, and the diameter is small. When the construction method for constructing the secant pile deeply drilled into rock provided by the invention is adopted to carry out B pile construction, the concrete at the intersection part of the adjacent A piles is cut off to realize the secant of the A piles and the A piles, so that a seamless continuous pile wall is formed; and (3) the construction of the pile B is required to be started after the concrete strength of the pile A reaches 30% of the design strength, namely the pile A is cut to construct the pile B after the concrete is poured for 50 hours.
The arrangement mode of the drilled snap piles is that An A-type pile and a B-type pile are arranged at intervals, the A-type pile and the B-type pile are mutually arranged in a snap-in mode to form a continuous integral row pile structure, the construction process of the drilled snap piles is shown in figure 3, and A1-A2-B1-A3-B2-A4-B3 … … An-B (n-1). The A-shaped pile is a plain concrete pile with the diameter of 1000mm and is made by pouring plastic concrete underwater; the B-shaped pile is a reinforced concrete pile with the diameter of 1200mm, namely a reinforced concrete cast-in-place pile; the engaging amount of the A-type pile and the B-type pile is 300 mm.
The invention has the beneficial effects that:
the construction method for constructing the secant pile penetrating into the rock drill in the subsection mode can overcome the technical difficulty of construction of the secant pile penetrating into the rock drill in hard rock with the strength of 70-140MPa, and the construction footage is fast; the noise is low in the construction process, the ground vibration speed is small in detection, the disturbance to the periphery is small, and the construction condition at night is met; and the quality of the pile forming ground and the disturbance to the surrounding soil body ground can be effectively controlled, meanwhile, the settlement and the deviation of surrounding structure buildings and pipelines are effectively controlled, the high-quality and high-efficiency completion of the engineering is ensured, and the method has good technical and economic effects.
Drawings
FIG. 1 is a schematic diagram of the specific construction steps of the construction method provided by the present invention;
FIG. 2 is a structural diagram of a reducing reinforcement cage according to the present invention;
fig. 3 is a flow chart of a construction sequence of the enclosure structure of the bored secant pile provided by the present invention.
Detailed Description
The technical solutions of the present invention will be described in detail and fully with reference to the following specific embodiments, and it should be understood that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
For a further understanding of the present invention, reference will now be made in detail to the following examples.
Examples
The construction method for constructing the secant pile penetrating into the rock drill hole in sections comprises the following steps:
(1) drilling a strongly weathered soil layer into a hole:
firstly, leveling a field, then determining the position of a positioning pile through field survey, taking the central position of the positioning pile as a positioning control point of a full-casing full-circle drilling machine, moving the full-casing full-circle drilling machine to a correct position, hoisting a casing in a jaw of a pile machine, correcting the verticality of the casing, and pressing the casing downwards until the casing penetrates through a strongly weathered soil rock layer and contacts a slightly weathered hard rock layer.
(2) Drilling by a rotary drilling rig, and cleaning by a grab bucket:
and (4) drilling holes and taking earth by using a rotary drilling rig, drilling out the residual soil in the sleeve, and cleaning the holes by using a grab bucket.
(3) Drilling a slightly weathered hard rock layer into a hole:
moving the full-casing full-rotary drilling machine, placing the down-the-hole hammer body in place, placing the down-the-hole hammer head and the drill rod in the hole, and hoisting the drill rod by using a crane to lengthen the drill rod until the drill rod contacts a slightly weathered hard rock stratum; connecting the upper and lower lifting heads of the machine body with the top of the drill rod to ensure that high-pressure air is communicated to the down-the-hole hammer head and provide rotation and downward pressure for the drill rod; and (4) conveying high-pressure air to the down-the-hole hammer through an air compressor unit to finish rock stratum crushing and drilling until the drilling reaches the engineering design depth.
(4) Installing a reducing steel reinforcement cage:
when in processing, the diameter of an upper reinforcement cage in a forming hole of the full-casing full-circle drilling machine is respectively set to be 0.80-1.0m, and the diameter of a lower reinforcement cage in a down-the-hole hammer forming hole is set to be 0.65-0.85 m; processing two groups of inner hoops with different diameters, wherein the diameters of the upper and lower groups of inner hoops are the diameter of the upper reinforcement cage or the diameter of the lower reinforcement cage minus the diameter of the main reinforcement respectively; firstly, after two groups of inner hoops with different diameters are concentrically and coaxially fixed, main ribs are welded; when the main reinforcement is installed, the main reinforcement is firmly welded with the hoop after being mechanically bent, and the reducing reinforcement cage with the wide top and the narrow bottom is manufactured.
(5) Utilizing the reducing reinforcement cage to pour concrete to form the drilled occlusive pile:
mounting the guide pipe to a position 20-50cm away from the bottom of the hole for concrete pouring, wherein the guide pipe is lifted along with pouring in the pouring process, and the embedding depth of the guide pipe is kept between 2-6 m; and continuously performing operation in the pouring process until the pouring is stopped when the pouring is about 40cm higher than the ground.
(6) And (5) pulling out the sleeve.
The above description is only for the preferred embodiment of the present invention and should not be taken as limiting the invention, and any modifications, equivalents, improvements and the like made within the scope of the present invention should be included in the patent protection scope of the present invention.

Claims (7)

1. A construction method for constructing secant pile penetrating into rock drill in a segmented mode is characterized by comprising the following steps:
drilling a strongly weathered soil-rock layer to form a hole;
drilling by the rotary drilling rig, and flushing and cleaning holes by a grab bucket;
drilling a pore in a slightly weathered hard rock layer;
step (4), installing a reducing reinforcement cage;
step (5) pouring concrete into the reducing reinforcement cage to form a pile;
and (6) pulling out the sleeve.
2. The construction method for sectionally constructing the in-depth rock-drilling occlusive pile as claimed in claim 1, wherein the reducing reinforcement cage comprises a cylindrical upper reinforcement cage, a cylindrical lower reinforcement cage and an inner hoop, the diameter of the upper reinforcement cage is 10-20cm wider than that of the lower reinforcement cage, the upper reinforcement cage and the lower reinforcement cage with different diameters are concentrically and coaxially fixedly connected through two sets of the inner hoops, and the reducing reinforcement cage is in a shape which is wide at the top and narrow at the bottom.
3. The construction method for constructing a secant pile drilled into a rock by stages as claimed in claim 1, wherein the diameter of the upper cage is 0.80 to 1.0m, and the diameter of the lower cage is 0.65 to 0.85 m.
4. The construction method for sectionally constructing the secant pile drilled into the rock as claimed in claim 1, wherein the specific operation of the step (1) is as follows: and (3) leveling a field, determining the position of a positioning pile through field survey, taking the central position of the positioning pile as a positioning control point of a full-casing full-circle drilling machine, hoisting a casing in a jaw of a pile machine, correcting the verticality of the casing, and pressing the casing downwards until the casing penetrates through a strongly weathered soil rock layer and contacts a slightly weathered hard rock layer.
5. The construction method for sectionally constructing the secant pile drilled into the rock as claimed in claim 1, wherein the specific operation of the step (3) is as follows: and (3) moving the full-casing full-rotary drilling machine, positioning the down-the-hole hammer body, and arranging the down-the-hole hammer head and the drill rod in the casing to finish rock stratum crushing drilling until the drilling is stopped to the designed depth.
6. The construction method for sectionally constructing the in-depth rock-drilling occlusive pile as claimed in claim 1, wherein the specific operation of the step (4) is as follows: according to the diameters of the upper reinforcement cage and the lower reinforcement cage, two groups of inner hoops with different diameters are respectively arranged, and after the two groups of inner hoops are concentrically and coaxially fixed, main ribs are welded; when the main reinforcement is installed, the main reinforcement is firmly welded with the hoop after being mechanically bent, and the reducing reinforcement cage with the wide top and the narrow bottom is manufactured.
7. The construction method for sectionally constructing a secant pile drilled into a rock according to claim 1, wherein the concrete operation of the step (5) is: mounting the guide pipe to a position 20-50cm away from the bottom of the hole for concrete pouring, wherein the guide pipe is lifted along with pouring in the pouring process, and the embedding depth of the guide pipe is kept between 2-6 m; and continuously performing operation in the pouring process until the pouring reaches the designed elevation.
CN202010221769.1A 2020-03-26 2020-03-26 Construction method for constructing sectionwise deep rock drilling secant pile Pending CN111305229A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113718798A (en) * 2021-10-09 2021-11-30 中建八局第二建设有限公司 Construction method for layered construction pore-forming of rock-socketed secant pile in riprap region near sea

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CN104963346A (en) * 2015-06-30 2015-10-07 中国二十冶集团有限公司 Support construction method for deep foundation pit in complex geological condition
CN106013132A (en) * 2016-05-23 2016-10-12 王继忠 Diameter-varied composite pile
CN106013092A (en) * 2016-06-08 2016-10-12 深圳市宏业基基础工程有限公司 Cast-in-situ bored pile construction method
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CN109505297A (en) * 2018-07-25 2019-03-22 江苏景源万河环境科技有限公司 A kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile

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Publication number Priority date Publication date Assignee Title
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CN104963346A (en) * 2015-06-30 2015-10-07 中国二十冶集团有限公司 Support construction method for deep foundation pit in complex geological condition
CN205676886U (en) * 2016-05-13 2016-11-09 范传斌 One pile for one column reducing steel reinforcement cage
CN106013132A (en) * 2016-05-23 2016-10-12 王继忠 Diameter-varied composite pile
CN106013092A (en) * 2016-06-08 2016-10-12 深圳市宏业基基础工程有限公司 Cast-in-situ bored pile construction method
CN106400782A (en) * 2016-06-28 2017-02-15 中铁隧道集团二处有限公司 Construction method for construction of foundation pit support bored secant pile walls with rotary drilling rig
CN109505297A (en) * 2018-07-25 2019-03-22 江苏景源万河环境科技有限公司 A kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113718798A (en) * 2021-10-09 2021-11-30 中建八局第二建设有限公司 Construction method for layered construction pore-forming of rock-socketed secant pile in riprap region near sea

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