CN111733813A - One-column one-pile manual and mechanical dry operation combined hole forming construction method - Google Patents

One-column one-pile manual and mechanical dry operation combined hole forming construction method Download PDF

Info

Publication number
CN111733813A
CN111733813A CN202010684204.7A CN202010684204A CN111733813A CN 111733813 A CN111733813 A CN 111733813A CN 202010684204 A CN202010684204 A CN 202010684204A CN 111733813 A CN111733813 A CN 111733813A
Authority
CN
China
Prior art keywords
pile
hole
deviation
manual
column
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
CN202010684204.7A
Other languages
Chinese (zh)
Inventor
高纲要
陈浩
辛亚兵
胡昊璋
张明亮
陈维超
周建发
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Hunan Provincial Construction Technology Research Institute
Hunan Construction Engineering Group Co ltd
Original Assignee
Hunan Provincial Construction Technology Research Institute
Hunan Construction Engineering Group 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 Hunan Provincial Construction Technology Research Institute, Hunan Construction Engineering Group Co ltd filed Critical Hunan Provincial Construction Technology Research Institute
Priority to CN202010684204.7A priority Critical patent/CN111733813A/en
Publication of CN111733813A publication Critical patent/CN111733813A/en
Pending legal-status Critical Current

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds

Abstract

A one-column one-pile manual and mechanical dry operation combined hole forming construction method comprises the following steps: (1) the method comprises the following steps of (1) utilizing closed underground diaphragm walls which are drilled into rocks to conduct early-stage construction to partition underground confined water; (2) selecting a proper rotary drilling rig to perform rock stratum pore-forming; (3) measuring and setting out the pile position; (4) manually opening the upper loose soil layer to the stroke formation; (5) the artificial open pore is stabilized by adopting a reinforced concrete dado; (6) excavating to the bottom elevation of the basement bottom plate by adopting a rotary drilling rig; (7) a camera is hung to check the stability of the retaining wall and the condition of underground water; (8) checking hole forming deviation by a next person; (9) correcting the deviation by manual repair and reaming; (10) excavating for the second time to reach the designed bottom elevation of the pile foundation by adopting a rotary drilling rig; (11) mechanically expanding the bottom by adopting a rotary drilling rig, and then manually repairing, expanding and cleaning the bottom; (12) and (5) checking and accepting the formed hole of the single pile. The invention can meet the requirements of high verticality and high bearing capacity of one column and one pile.

Description

One-column one-pile manual and mechanical dry operation combined hole forming construction method
Technical Field
The invention relates to a construction method for one-column-one-pile manual and mechanical dry operation combined hole forming.
Background
The high-rise building adopts the construction of one column and one pile by the reverse construction method and has the characteristics of large rock penetration depth, large bearing capacity and high verticality requirement. The existing pile foundation pore-forming construction method has the following problems: the steel casing dado pore-forming process is adopted, so that the construction vibration noise is large; due to no effective deviation rectifying measures, the perpendicularity deviation of the pile body is overlarge; due to the limitation of rotary drilling rig equipment, the mechanical bottom expanding cannot meet the design requirement, the bottom of a well cannot be cleaned up, and the like, and the bearing capacity of a pile foundation is influenced. At present, the control of the pile foundation verticality and the pile foundation pore-forming hole cleaning quality have no good solution and processing scheme, so that the improvement of the pile verticality and the improvement of the pile foundation pore-forming hole cleaning quality are major problems to be solved urgently by technical personnel in the engineering field.
Disclosure of Invention
The technical problem to be solved by the invention is to overcome the defects and shortcomings in the background technology and provide a combined hole-forming construction method of one-column-one-pile manual and mechanical dry operation.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a one-column one-pile manual and mechanical dry operation combined hole forming construction method comprises the following steps:
(1) the closed underground diaphragm wall which is drilled into rock is used for early construction to block underground confined water, and a primary condition is created for manual hole opening dry operation of one column and one pile;
(2) selecting a proper rotary drilling rig to form a hole in the rock stratum according to the requirements of rock stratum strength, pile diameter and verticality;
(3) measuring and setting out the pile position;
(4) manually opening the upper loose soil layer to the stroke formation;
(5) the artificial open pore is stabilized by adopting a reinforced concrete dado;
(6) excavating to the bottom elevation of the basement bottom plate by adopting a rotary drilling rig;
(7) a camera is hung to check the stability of the retaining wall and the condition of underground water;
(8) checking hole forming deviation by a next person;
(9) correcting the deviation by manual repair and reaming;
(10) excavating for the second time to reach the designed bottom elevation of the pile foundation by adopting a rotary drilling rig;
(11) mechanically expanding the bottom by adopting a rotary drilling rig, and then manually repairing, expanding and cleaning the bottom;
(12) and (5) checking and accepting the formed hole of the single pile.
Preferably, in the step (2), the types of the rotary drilling rig are numbered according to the torque of the power head, the larger the type is, namely the larger the torque is, the stronger the rock breaking capacity is, and meanwhile, the thicker the diameter of the drill rod is, the longer the single section of drill rod is, the stronger the deviation rectifying capacity of the equipment is.
Preferably, in the step (4), the diameter of the artificial open hole is 0.2 +/-0.01 m larger than the diameter of the pile, and the open hole is dug to a depth of more than 1.0m of the stroke chemical rock stratum.
Preferably, in the step (5), a retaining wall ring beam and an embedded part are arranged at the top of the steel upright post of the manual hole-opening retaining wall, so that the effects of fixing the steel upright post and strengthening the stability of the retaining wall are achieved.
Preferably, in the step (6), the operation is performed according to the use instructions of the rotary drilling rig, and particularly attention is paid to the ground pressure, the external dimension, the turning radius, the weight, the maximum slope, the mast and the drilling tool of the equipment.
Preferably, in the step (8), the deviation of the formed hole is checked by using a hanging hammer; when the deviation of the center of the formed hole is detected to be larger than 0.05m, manually guiding the positioning hole again for correcting the deviation, and entering a flow (9); otherwise, the flow (10) is entered.
Preferably, in the step (9), when the deviation of the center of the hole is detected to be greater than 0.05m, the step of manually re-guiding the positioning hole for correcting the deviation is performed by adopting the following steps: firstly, chiseling a deviation part of a lateral hole wall by using an air pick, wherein the deviation part exceeds the height of a drilling bucket by 0.3 +/-0.1 m; and in the second step, the rectifying holes with the hole depth of 0.5 +/-0.1 m are led downwards again.
The technical principle is as follows:
aiming at the condition that the loose soil layer on the upper part of the foundation is deep (5-8 m), the reinforced concrete retaining wall is adopted to improve the stability of the hole wall of the loose soil layer on the upper part of the pile foundation, and favorable conditions are created for manual underground operation and steel column top support; according to the requirements of rock stratum strength, pile diameter and verticality, a proper rotary drilling rig is selected for rock stratum pore-forming, the type of the rotary drilling rig is numbered according to the torque of a power head, the larger the type is, namely the larger the torque is, the stronger the rock breaking capacity is, and meanwhile, the thicker the diameter of a drill rod is, the longer a single drill rod is, the stronger the deviation rectifying capacity of the equipment is; when the rotary drilling rig digs to the bottom elevation of the basement, a deviation rectifying process is added, namely, a hole (pit) is relocated at the bottom of the basement for secondary deviation rectification so as to improve the verticality of the pile foundation; in order to solve the problems that the design requirement cannot be met by bottom expanding of a rotary drilling rig and dry cleaning cannot be carried out at the bottom of a well, when the rotary drilling rig drills to the designed elevation of the pile bottom, the rotary drilling rig is firstly adopted to mechanically expand the bottom and then manually repair, expand and clean the bottom, so that the bearing capacity of a pile foundation is improved; the invention is suitable for one-column one-pile hole forming construction in a reverse construction method in a rock and soil area.
Compared with the prior art, the invention has the advantages that:
the reinforced concrete retaining wall is adopted to solve the stability of the hole wall of the upper loose soil layer and reduce the influence of construction noise on surrounding residents; when the rotary drilling rig digs to the bottom elevation of the basement, a deviation rectifying process is added, namely, a hole (pit) is relocated at the bottom of the basement for secondary deviation rectification so as to meet the requirement of high verticality of one column and one pile; after the rotary drilling rig is adopted to drill to the designed elevation of the pile bottom, the rotary drilling rig is firstly used for mechanically expanding the bottom, and then manual repair, expansion and bottom cleaning are carried out, so that the requirement of high bearing capacity of one pile is met.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1 is a schematic process diagram of a hole-forming construction method combining manual and mechanical dry operations for one column and one pile according to the present invention;
FIG. 2 is a schematic diagram of a manual hole guiding secondary deviation rectifying process performed when the rotary drilling rig drills to the bottom elevation of the basement bottom plate;
in fig. 1: 1. the method comprises the following steps of (1) outdoor terrace, 2. pile length when a manual hole digging pile enters a medium-stroke petrochemical rock stratum, 3. retaining wall ring beams and embedded parts, 4. reinforced concrete retaining wall, 5. pile cap elevation, 6. pile cap, 7. dowel bars of the columns, 8. pile body length, and 9. welding stiffening rings;
in fig. 2: 10. the method comprises the steps of pile central axis, 11. drilling bucket deviation track, 12. well wall theoretical vertical line, 13. rock stratum, 14. deviation correcting height, 15. chiseling verticality deviation hole wall, 16. drilling bucket height, 17. bottom plate bottom elevation, 18. manual pilot hole depth, 19. manual pilot hole (pit) for bit track deviation correction, and 20. pile diameter.
Detailed Description
In order to facilitate understanding of the invention, the invention will be described more fully and in detail with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments below.
Unless otherwise defined, all terms of art used hereinafter have the same meaning as commonly understood by one of ordinary skill in the art. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of the present invention.
Unless otherwise specifically stated, various raw materials, reagents, instruments, equipment and the like used in the present invention are commercially available or can be prepared by existing methods.
Referring to fig. 1 and 2, a hole forming construction method combining manual and mechanical dry operation for one column and one pile comprises the following steps:
(1) the closed underground diaphragm wall which is drilled into rock is used for early construction to block underground confined water, and a primary condition is created for manual hole opening dry operation of one column and one pile;
(2) selecting a proper rotary drilling rig to form a hole in the rock stratum according to the requirements of rock stratum strength, pile diameter and verticality;
(3) measuring and setting out the pile position;
(4) manually opening the upper loose soil layer to the stroke formation;
(5) the artificial open pore is stabilized by adopting a reinforced concrete dado;
(6) excavating to the bottom elevation of the basement bottom plate by adopting a rotary drilling rig;
(7) a camera is hung to check the stability of the retaining wall and the condition of underground water;
(8) checking hole forming deviation by a next person;
(9) correcting the deviation by manual repair and reaming;
(10) excavating for the second time to reach the designed bottom elevation of the pile foundation by adopting a rotary drilling rig;
(11) mechanically expanding the bottom by adopting a rotary drilling rig, and manually repairing, expanding and cleaning the bottom to meet the design and specification requirements;
(12) and (5) checking and accepting the formed hole of the single pile.
In the step (2), the types of the rotary drilling rig are numbered according to the torque of the power head, the larger the type is, namely the larger the torque is, the stronger the rock breaking capacity is, and meanwhile, the thicker the diameter of the drill rod is and the longer the single section of drill rod is, the stronger the deviation rectifying capacity of the equipment is.
In the step (4), the diameter of the manual hole is 0.2m larger than the diameter of the pile, and the hole is dug to a depth of more than 1.0m of the stroke stratum.
In the step (5), a retaining wall ring beam and an embedded part 3 are arranged at the top of the steel upright post for manually perforating the retaining wall so as to play roles in fixing the steel upright post and strengthening the stability of the retaining wall.
In the step (6), the operation is performed according to the use instruction of the rotary drilling rig, and particularly, the grounding specific pressure, the external dimension, the turning radius, the weight, the maximum slope, the mast and the drilling tool of the equipment are paid attention to.
In the step (8), checking hole forming deviation by using a hanging hammer; when the deviation of the center of the formed hole is detected to be larger than 0.05m, manually guiding the positioning hole again for correcting the deviation, and entering a flow (9); otherwise, the flow (10) is entered.
In the step (9), when the deviation of the center of the formed hole is detected to be larger than 0.05m, the step of manually guiding the positioning hole again for correcting the deviation is as follows: firstly, chiseling a deviation part of a lateral hole wall by using an air pick, wherein the deviation part exceeds the height of a drilling bucket by 0.3 +/-0.1 m; and in the second step, the rectifying holes with the hole depth of 0.5 +/-0.1 m are led downwards again.
Through the steps, the hole wall stability of the upper loose soil layer is solved by adopting the reinforced concrete retaining wall, and the influence of construction noise on surrounding residents is reduced; when the rotary drilling rig digs to the bottom elevation of the basement, a deviation rectifying process is added, namely, a hole (pit) is relocated at the bottom of the basement for secondary deviation rectification so as to meet the requirement of high verticality of one column and one pile; after the rotary drilling rig is adopted to drill to the designed elevation of the pile bottom, the rotary drilling rig is firstly used for mechanically expanding the bottom, and then manual repair, expansion and bottom cleaning are carried out, so that the requirement of high bearing capacity of one pile is met.
In practice, the above method can be optimized or expanded by the following embodiments, and the technical features and steps in all the following embodiments can be combined arbitrarily within a reasonable range, and the division of the embodiments is only for the sake of example and reading convenience, and is not limited by the combination manner and the protection range.
Example 1
Referring to fig. 1 and 2, a hole forming construction method combining manual and mechanical dry operation for one column and one pile comprises the following steps:
(1) the closed underground diaphragm wall which is drilled into rock is used for early construction to block underground confined water, and a primary condition is created for manual hole opening dry operation of one column and one pile;
(2) according to the requirements of rock stratum strength, pile diameter and verticality, a 360-type rotary drilling rig is selected for rock stratum pore-forming: the 360-type drilling machine rod is phi 580mm, which is greatly superior to the 250-type drilling rod with phi 470mm, so that the rigidity of the drilling machine rod is improved, and the deformation deviation in the drilling process is reduced; the length of a 360-type drilling machine rod is 17.5 meters, the length of a 250-type drilling rod is 14.5 meters, a 40m deep stratum is taken as an example, the engineering stratum is hardened mainly in sections of 12-20 m and 28-32 m, each section of the drilling rod is lengthened, the overall rigidity of the drilling rod is increased relative to the increase of the large section of the drilling rod, and the deviation of a drilling bucket is reduced; the 360-type power head is 360 KN.m, which is greatly superior to the 250-type power head is 258 KN.m, no pressurization or little pressurization is carried out during drilling, and drilling is carried out by utilizing the weight of a drill rod and a drill bucket;
(3) measuring and paying off the pile position by using a topotecan GTS-602 laser total station;
(4) when the manual hole digging pile enters the medium-stroke petrochemical rock stratum, the pile length is 13.0m, and the diameter of the manual hole digging pile is 0.2m larger than the designed pile diameter;
(5) adopting a reinforced concrete retaining wall, and symmetrically embedding 4 200X 400X 8 steel plates when the pile diameter is not more than 1.6 m; when the diameter of the pile is larger than 1.6m, 8 200 × 400 × 8 steel plates are symmetrically embedded to play roles in fixing the steel upright posts and strengthening the stability of the retaining wall;
(6) excavating to the bottom elevation (-30.000 m) of the basement bottom plate by using a rotary drilling machine, wherein the upper part of the basement bottom plate is provided with a hollow pile;
(7) a camera is hung to check the stability of the retaining wall and the condition of underground water;
(8) the next person utilizes the hanging hammer to check the hole forming deviation;
(9) firstly, chiseling a deviation part of a lateral hole wall by using a wind draft, wherein the height of the deviation part is 1.8m and exceeds the height of a drilling bucket by 0.3m, and secondly, downwards guiding a deviation rectifying hole with the hole depth of 0.5m again;
(10) excavating for the second time to reach the designed bottom elevation of the pile foundation by adopting a rotary drilling rig;
(11) mechanically expanding the bottom by adopting a rotary drilling rig, and manually repairing, expanding and cleaning the bottom to meet the design and specification requirements;
(12) the acceptance of single pile hole forming meets the standard requirement, and the verticality is not more than 1/300; the deviation of the center of the pile position is less than or equal to 50 mm.
While there have been shown and described what are at present considered to be the fundamental principles and essential features of the invention and advantages thereof, it will be understood by those skilled in the art that the invention is not limited to the embodiments described above, which are included to explain the principles of the invention and within the written description and drawings, but that various changes and modifications may be made therein without departing from the spirit and scope of the invention as defined in the appended claims and their equivalents.

Claims (7)

1. A one-column one-pile manual and mechanical dry operation combined hole forming construction method is characterized by comprising the following steps:
(1) the closed underground diaphragm wall which is drilled into rock is used for early construction to block underground confined water, and a primary condition is created for manual hole opening dry operation of one column and one pile;
(2) selecting a proper rotary drilling rig to form a hole in the rock stratum according to the requirements of rock stratum strength, pile diameter and verticality;
(3) measuring and setting out the pile position;
(4) manually opening the upper loose soil layer to the stroke formation;
(5) the artificial open pore is stabilized by adopting a reinforced concrete dado;
(6) excavating to the bottom elevation of the basement bottom plate by adopting a rotary drilling rig;
(7) a camera is hung to check the stability of the retaining wall and the condition of underground water;
(8) checking hole forming deviation by a next person;
(9) correcting the deviation by manual repair and reaming;
(10) excavating for the second time to reach the designed bottom elevation of the pile foundation by adopting a rotary drilling rig;
(11) mechanically expanding the bottom by adopting a rotary drilling rig, and then manually repairing, expanding and cleaning the bottom;
(12) and (5) checking and accepting the formed hole of the single pile.
2. The one-column one-pile manual and mechanical dry operation combined hole forming construction method according to claim 1, wherein in the step (2), the types of the rotary drilling rig are numbered according to the torque of a power head, the larger the type is, namely the larger the torque is, the stronger the rock breaking capacity is, and meanwhile, the thicker the diameter of the drill rod is and the longer the single drill rod is, the stronger the deviation rectifying capacity of the equipment is.
3. The combined manual and mechanical dry-job hole-forming construction method for one column-one pile according to claim 1 or 2, wherein in step (4), the diameter of the manual hole is 0.2 ± 0.01m larger than the diameter of the pile, and the hole is dug to a depth of more than 1.0m from the unconsolidated rock formation.
4. The manual and mechanical dry-working combined hole-forming construction method for one column-one pile according to claim 1 or 2, wherein in the step (5), the manual hole-forming retaining wall is provided with a retaining ring beam and an embedded part at the top position of the steel upright column.
5. The combined hole-forming construction method of one-column one-pile manual and mechanical dry operation according to claim 1 or 2, characterized in that in the step (6), the operation is performed according to the instructions of the rotary drilling rig, and particularly, the ground pressure, the external dimension, the turning radius, the weight, the maximum slope, the mast and the drilling tool of the equipment are taken into consideration.
6. The one-column one-pile manual and mechanical dry operation combined hole forming construction method according to claim 1 or 2, characterized in that in the step (8), hole forming deviation is checked by using a hanging hammer; when the deviation of the center of the formed hole is detected to be larger than 0.05m, manually guiding the positioning hole again for correcting the deviation, and entering a flow (9); otherwise, the flow (10) is entered.
7. The manual and mechanical dry operation combined hole forming construction method for one column and one pile according to claim 1 or 2, wherein in the step (9), when the deviation of the hole forming center is detected to be larger than 0.05m, the step of correcting the deviation by manually re-guiding the positioning hole for the second time is adopted: firstly, chiseling a deviation part of a lateral hole wall by using an air pick, wherein the deviation part exceeds the height of a drilling bucket by 0.3 +/-0.1 m; and in the second step, the rectifying holes with the hole depth of 0.5 +/-0.1 m are led downwards again.
CN202010684204.7A 2020-07-16 2020-07-16 One-column one-pile manual and mechanical dry operation combined hole forming construction method Pending CN111733813A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202010684204.7A CN111733813A (en) 2020-07-16 2020-07-16 One-column one-pile manual and mechanical dry operation combined hole forming construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202010684204.7A CN111733813A (en) 2020-07-16 2020-07-16 One-column one-pile manual and mechanical dry operation combined hole forming construction method

Publications (1)

Publication Number Publication Date
CN111733813A true CN111733813A (en) 2020-10-02

Family

ID=72654711

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202010684204.7A Pending CN111733813A (en) 2020-07-16 2020-07-16 One-column one-pile manual and mechanical dry operation combined hole forming construction method

Country Status (1)

Country Link
CN (1) CN111733813A (en)

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102747726A (en) * 2012-07-02 2012-10-24 高行友 Construction method for dry pore-forming of steel tube concrete pile in extra deep foundation pit
CN104563098A (en) * 2015-01-21 2015-04-29 成都市第四建筑工程公司 Construction method of pore-forming pouring pile in dry work of super-large-diameter full-steel pipe casing
CN106381868A (en) * 2016-09-06 2017-02-08 中交第航务工程局有限公司 Water abrasive drilling construction method for manual hole digging pile
CN108086910A (en) * 2018-01-18 2018-05-29 北京地矿工程建设有限责任公司 Long spire extruded and extended pile drilling machine boring method and long spire extruded and extended pile drilling machine
WO2019002002A1 (en) * 2017-06-30 2019-01-03 Soletanche Freyssinet Vertical drilling system of the auger type provided with a trajectory correction device
CN109629455A (en) * 2019-02-27 2019-04-16 中交路桥北方工程有限公司 The construction method of highway reconstruction bridge

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102747726A (en) * 2012-07-02 2012-10-24 高行友 Construction method for dry pore-forming of steel tube concrete pile in extra deep foundation pit
CN104563098A (en) * 2015-01-21 2015-04-29 成都市第四建筑工程公司 Construction method of pore-forming pouring pile in dry work of super-large-diameter full-steel pipe casing
CN106381868A (en) * 2016-09-06 2017-02-08 中交第航务工程局有限公司 Water abrasive drilling construction method for manual hole digging pile
WO2019002002A1 (en) * 2017-06-30 2019-01-03 Soletanche Freyssinet Vertical drilling system of the auger type provided with a trajectory correction device
CN108086910A (en) * 2018-01-18 2018-05-29 北京地矿工程建设有限责任公司 Long spire extruded and extended pile drilling machine boring method and long spire extruded and extended pile drilling machine
CN109629455A (en) * 2019-02-27 2019-04-16 中交路桥北方工程有限公司 The construction method of highway reconstruction bridge

Similar Documents

Publication Publication Date Title
CN104747088B (en) A kind of leafy hosqe bit of cast-in-situ bored pile list waist and drilling construction method
CN104295239A (en) Method for using rotary drilling rig to drill into hard rock stratum
CN102071683A (en) Water drill dug pile construction method
CN106703028B (en) Large-diameter Manual Excavation Pile precast splice type steel retaining wall and its construction technology
CN103132908B (en) Device for drilling rock and embedding rock-socketed prestressed pipe pile by down-hole hammer and construction method of device
CN203625893U (en) Rock-embedded cast-in-place pile
CN103243712A (en) Caterpillar end-expanded filling pile with pneumatic down-the-hole hammer and quick construction method of caterpillar end-expanded filling pile
CN105780763A (en) Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile
CN204299468U (en) A kind of positioning and guiding system and device of hidden hole drilling boring
CN105064328A (en) Construction device and method for pile foundation
CN105019431A (en) Large-diameter super-long bored pile construction method for steep dip stratified rock mass with alternative smashed parts and integral parts
CN111691397A (en) Karst tunnel bottom filling bead string type karst cave steel pipe pile grouting hole forming method
JP5189946B2 (en) Pile hole drilling method
CN109385997A (en) The construction method of PHC tubular pole under narrow site condition
CN102383428B (en) Middle pick reverse drawing method prestressed centrifugally pile tube pile-sinking device and pile-sinking method thereof
CN111733813A (en) One-column one-pile manual and mechanical dry operation combined hole forming construction method
CN110241731A (en) A method of forming rock-socketed pile foundation in seabed
JP4645091B2 (en) Expanded pile and construction method of the expanded pile
CN109930624A (en) A kind of embedding petrographic province blower foundation of offshore wind farm and construction method
CN110258558B (en) Anti-overturning mechanism arranged on drilling machine
CN104805830B (en) Non-shot rock uplift pile construction method
CN108560566A (en) The recyclable steel pipe column of combined type and its method for supporting deep foundation pit
CN204875761U (en) Pile foundation construction equipment
CN107059889A (en) It is a kind of to be used to isolate the structure that stand column pile is disturbed with Construction of Engineering Pile
CN109914454B (en) Method for constructing tubular pile and open caisson in combined manner

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination