CN105804060A - Construction method for digging pile foundation hole manually - Google Patents
Construction method for digging pile foundation hole manually Download PDFInfo
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- CN105804060A CN105804060A CN201610209125.4A CN201610209125A CN105804060A CN 105804060 A CN105804060 A CN 105804060A CN 201610209125 A CN201610209125 A CN 201610209125A CN 105804060 A CN105804060 A CN 105804060A
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- pile foundation
- rock
- circle
- construction method
- foundation hole
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The invention discloses a construction method for digging a pile foundation hole manually. The construction method comprises the following steps that a, measuring and setting-out are conducted; b, a coring path is set; c, a coring circle is drilled, and a hollow cavity, pile core rock and sawtooth rock with continuous sections are formed; d, the pile core rock is crushed, and crushed slags are conveyed out of the pile foundation hole; e, the sawtooth rock is removed, and a pile foundation circle is corrected so as to meet the design pile diameter; and f, the step a to step e are circulated till the pile foundation hole meets the design depth. By the adoption of the construction method, according to the characteristics that the compressive strength of the rock is high, and the shear strength is low, shear failure of rock stratum which is high in hardness and large in stress is made to happen, and the problem that during existing manual digging pile construction, an air pick is used for pressing and crushing, and thus construction is difficult to implement is solved; the mode that the slags are crushed and discharged after inner rock mass and peripheral rock mass of a pile foundation are separated is adopted, the disturbance of the peripheral rock mass and the environment influences are reduced, and the construction method is suitable for pile foundation hole digging of nearby existing railway lines, buildings and city districts; and meanwhile, the safety of the construction method is high, equipment is simple, construction operation is convenient, labor is saved, and the construction period is short.
Description
Technical field
The present invention relates to a kind of capital construction method, particularly to a kind of excavated by manual work pile foundation hole construction method.
Background technology
In building span bridge construction, need because span is big to set up Temporary Piers, crossing over existing line
When bridge Temporary Piers sets up, because Temporary Piers pile foundation needs structure near the curb of existing line, normal mechanical construction
Build job platform but existing line roadbed can be impacted, mechanical execution should not be used, can only take artificial
The method of borehole；In the pile foundation construction of city, pile foundation quality is required surrounding buildings is affected by high, requirement simultaneously
Little, in order to reduce the disturbance of the impact on environment and rock mass, the pile foundation construction in city is typically also adopted by people
The method of work borehole.
Use pneumatic pick construction method more the construction of existing artificial digging pile, there is following limitation:
Pile foundation excavation rock stratum is the high rigidity such as gneissic monzonitic granite, (stress is more than or equal to big stress
800kPa) rock stratum has good comprcssive strength, and the pneumatic pick punching press that existing manual digging pile construction uses crushes
Construction method is difficult to carry out, and to use pneumatic pick construction be that to act on rock mass overall, bright to surrounding rock body disturbance
Aobvious, have greater environmental impacts.
Summary of the invention
It is an object of the invention to overcome the existing manual digging pile construction in the presence of prior art to use
Pneumatic pick impact grinding construction method is difficult to apply to big stress rock stratum, and to rock mass disturbance and environmental effect not
The above-mentioned deficiency of profit, it is provided that a kind of rock mass overall separation is crushed the excavated by manual work pile foundation hole construction party constructed
Method.
In order to realize foregoing invention purpose, the invention provides techniques below scheme:
A kind of excavated by manual work pile foundation hole construction method, comprises the following steps:
A, measure setting-out and repetition measurement according to pier stake design drawing, make pile foundation circle；
B, along described pile foundation circle inwall arrange several corings circle coring path, described coring diameter of a circle
Less than described pile foundation diameter of a circle, the coring path of described coring circle inscribe round with described pile foundation respectively, and
There is overlap in the coring path making adjacent two described coring circle；
C, according in step b all corings circle coring path, use water mill bore coupling drill through described in take
Core circle, to be drilled take all described corings circle after, described coring circle position forms section continuous print cavity cavity,
Described pile foundation circle internal residue stake core rock, described pile foundation circle inwall forms sawtooth rock；
D, by described stake core rock fragment, and disintegrating slag is transported pile foundation hole；
Described sawtooth rock removed by e, employing pneumatic pick, revises described pile foundation circle internal diameter to meet design stake footpath size
Requirement；
F, on the basis of forming described pile foundation hole, circulation step a-e, until described pile foundation hole the degree of depth symbol
Close projected depth.
Use excavated by manual work pile foundation hole construction method of the present invention, high for compressive strength of rock, shearing resistance is strong
Spend low feature, make high rigidity, big stress rock stratum that failure by shear to occur, solve existing manual digging pile construction
The pneumatic pick punching press used crushes the problem that construction is difficult to carry out, and the method uses stake intrabasement body and surrounding rock
Body is the broken mode slagged tap after separating, and reduces the disturbance on surrounding rock body and the impact of environment, it is adaptable to neighbouring
The most wired, building, the pile foundation borehole of city proper are constructed, and the method safety simultaneously is high, and equipment is simple,
Constructing operation is convenient and strength-saving, and the construction period is short.
Preferably, in described step d, use electric hand drill jewel hole on described stake core rock, in described jewel hole position
Put embedment detonating primer, described stake core rock is burst, at the crack of described stake core rock, insert gad, hit
Make gad by described stake core rock fragment, and the described stake core rock disintegrating slag after fragment is transported described pile foundation hole.
Preferably, when water rich strata excavates, dewatering project need to be carried out before described step a.
Preferably, during carrying out described step c, discharge described pile foundation hole internal water accumulation after excavating with water pump.
Preferably, the described hydrops that described water pump cannot be discharged, employment frock bucket handling goes out described pile foundation hole.
Preferably, after described step e is revised described pile foundation circle internal diameter, casting concrete retaining wall.
Preferably, when the described pile foundation hole degree of depth is more than 8m, blowing device in described pile foundation hole must be equipped with,
Air quantity equals to or more than 25L/s；Air output should be strengthened when digging described stake core rock at the bottom of hole.
Preferably, described blowing device is aerator.
Preferably, described construction method is for the rock stratum of middle decomposed rock to weak-weathered rock.
Compared with prior art, beneficial effects of the present invention:
Use excavated by manual work pile foundation hole construction method of the present invention, high for compressive strength of rock, shearing resistance is strong
Spend low feature, make high rigidity, big stress rock stratum that failure by shear to occur, solve existing manual digging pile construction
The pneumatic pick punching press used crushes the problem that construction is difficult to carry out, and the method uses stake intrabasement body and surrounding rock
Body is the broken mode slagged tap after separating, and reduces the disturbance on surrounding rock body and the impact of environment, it is adaptable to neighbouring
The most wired, building, the pile foundation borehole of city proper are constructed, and the method safety simultaneously is high, and equipment is simple,
Constructing operation is convenient and strength-saving, and the construction period is short.
Accompanying drawing illustrates:
Fig. 1 is the schematic flow sheet of the present invention；
Fig. 2 is the schematic diagram that the present invention arranges coring circle；
Fig. 3 is the partial enlarged drawing of Fig. 2；
Fig. 4 is the schematic diagram after the present invention drills through coring circle；
Fig. 5 is the schematic diagram that the present invention ruptures fragment stake core rock；
Fig. 6 is the schematic diagram that the present invention removes sawtooth rock correction pile foundation hole.
Labelling in figure: 1-pile foundation circle, 2-coring circle, 21-overlap, 3-cavity cavity, 4-stake core rock, 5-
Sawtooth rock.
Detailed description of the invention
Below in conjunction with test example and detailed description of the invention, the present invention is described in further detail.But should be by
This is interpreted as that the scope of the above-mentioned theme of the present invention is only limitted to below example, all real based on present invention institute
Existing technology belongs to the scope of the present invention.
Embodiment
Mu Jia village is 64m across the tied arch span with three highway grand bridges, uses cast-in-situ pillar to prop up
The construction method of frame, because the big need of span set Temporary Piers, Temporary Piers basis is the pile foundation of diameter 1.25m, because being
It is positioned at about 1m outside curb across south, Jinzhong City rail channel, pile foundation on bar arch, the high about 8m of roadbed, just
Often mechanical execution needs to construct job platform but can impact existing line base, and machinery should not be used to execute
Work, the method that artificial digging pile can only be taked, stake bed rock layer is gneissic monzonitic granite stress 800kPa,
Common pneumatic pick cannot be constructed, and simultaneously for reducing because of the normal explosion impact on Nantong, Jinzhong City Road Base, uses such as
Excavated by manual work pile foundation hole construction method of the present invention shown in Fig. 1-6, comprises the following steps:
A, measure setting-out and repetition measurement according to pier stake design drawing, make pile foundation circle 1, diameter 1.25m；
B, arrange the coring path of 28 corings circle 2 along pile foundation circle 1 inwall, coring circle 2 a diameter of
0.15m, 28 coring circle 21 inscribes round with pile foundation respectively, and two adjacent corings circles 2 intersect；
C, employing drilling pipe diameter 0.15m, the water mill of drilling pipe height 0.6m drill through this 28 corings circles 2,
Drill through degree of depth 0.5m, to be drilled take all 28 corings circles 2 after, these 28 corings circle 2 positions are remaining
Part forms section continuous print cavity cavity 3, pile foundation circle 1 internal residue stake core rock 4, pile foundation circle 1 inwall
Form sawtooth rock 5；
D, employing electric hand drill jewel hole on stake core rock 4, at the embedment of jewel hole position detonating primer, by stake core
Rock 4 bursts, and inserts gad, the feature that application shear of rock intensity is low, impact at the crack of stake core rock 4
Gad makes a core rock 4 that failure by shear to occur, by stake core rock 4 fragment, and by stake core rock 4 disintegrating slag after fragment
Transport pile foundation hole；
Sawtooth rock 5 removed by e, employing pneumatic pick, revises pile foundation circle 1 internal diameter to meet design stake footpath；
F, on the basis of forming pile foundation hole, circulation step a-e, until the degree of depth of pile foundation hole to meet design deep
Degree.
Carrying out pore-forming inspection and examination after completing, the scope of examination includes: heavy at the bottom of aperture, hole depth, pass, hole
Slag and gradient；The aperture in first dipstick metering aperture, then use sash weight vertical line, steel ruler check line to hole wall away from
From determining the pass in hole, gradient and hole depth, it is desirable to aperture and hole depth are not less than design load, and gradient is inclined
Difference is less than 0.5%；Clear hole quality control: the native stone of hole wall non-loosening, without sediment at the bottom of hole, hydrops water pump
Discharging, what water pump cannot be extracted out can manually put into handling in bucket goes out pile foundation hole.
Use excavated by manual work pile foundation hole construction method of the present invention, high for compressive strength of rock, shearing resistance is strong
Spend low feature, make high rigidity, big stress rock stratum that failure by shear to occur, solve existing manual digging pile construction
The pneumatic pick punching press used crushes the problem that construction is difficult to carry out, and the method uses stake intrabasement body and surrounding rock
Body is the broken mode slagged tap after separating, and reduces the disturbance on surrounding rock body and the impact of environment, it is adaptable to neighbouring
The most wired, building, the pile foundation borehole of city proper are constructed, and the method safety simultaneously is high, and equipment is simple,
Constructing operation is convenient and strength-saving, and the construction period is short.
Claims (9)
1. an excavated by manual work pile foundation hole construction method, it is characterised in that comprise the following steps:
A, measure setting-out and repetition measurement according to pier stake design drawing, make pile foundation circle (1)；
B, along described pile foundation circle (1) inwall arrange several corings circle (2) coring path, described
The diameter of coring circle (2) is less than the diameter of described pile foundation circle (1), the coring road of described coring circle (2)
Footpath (1) inscribe round with described pile foundation respectively, and make taking of adjacent two described coring circle (2)
There is overlap (21) in core path；
C, according in step b all corings circle (2) coring path, use water mill bore coupling
Drill through described coring circle (2), to be drilled take all described corings circle (2) after, described coring circle (2)
Position forms section continuous print cavity (3) cavity, and described pile foundation circle (1) is internal remains stake core rock (4),
Described pile foundation circle (1) inwall forms sawtooth rock (5)；
D, by described stake core rock (4) fragment, and disintegrating slag is transported pile foundation hole；
Described sawtooth rock (5) removed by e, employing pneumatic pick, revises described pile foundation circle (1) internal diameter to meet
Design stake footpath dimensional requirement；
F, on the basis of forming described pile foundation hole, circulation step a-e, until described pile foundation hole
The degree of depth meet projected depth.
Excavated by manual work pile foundation hole construction method the most according to claim 1, it is characterised in that
In described step d, employing electric hand drill is at the upper jewel hole of described stake core rock (4), in described jewel hole position
Put embedment detonating primer, described stake core rock (4) is burst, in the crack of described stake core rock (4)
Place inserts gad, and impact gad is by described stake core rock (4) fragment, and by the described stake after fragment
Core rock (4) disintegrating slag transports described pile foundation hole.
Excavated by manual work pile foundation hole construction method the most according to claim 1, it is characterised in that
When water rich strata excavates, dewatering project need to be carried out before described step a.
Excavated by manual work pile foundation hole construction method the most according to claim 1, it is characterised in that
During carrying out described step c, discharge described pile foundation hole internal water accumulation after excavating with water pump.
Excavated by manual work pile foundation hole construction method the most according to claim 4, it is characterised in that
The described hydrops that described water pump cannot be discharged, employment frock bucket handling goes out described pile foundation hole.
Excavated by manual work pile foundation hole construction method the most according to claim 1, it is characterised in that
After described step e is revised described pile foundation circle (1) internal diameter, casting concrete retaining wall.
Excavated by manual work pile foundation hole construction method the most according to claim 1, it is characterised in that
When the described pile foundation hole degree of depth is more than 8m, blowing device, air quantity in described pile foundation hole must be equipped with
Equal to or more than 25L/s；Air output should be strengthened when digging described stake core rock (4) at the bottom of hole.
Excavated by manual work pile foundation hole construction method the most according to claim 7, it is characterised in that
Described blowing device is aerator.
9., according to the arbitrary described excavated by manual work pile foundation hole construction method of claim 1-8, it is special
Levying and be, described construction method is for the rock stratum of middle decomposed rock to weak-weathered rock.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610209125.4A CN105804060A (en) | 2016-04-06 | 2016-04-06 | Construction method for digging pile foundation hole manually |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610209125.4A CN105804060A (en) | 2016-04-06 | 2016-04-06 | Construction method for digging pile foundation hole manually |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105804060A true CN105804060A (en) | 2016-07-27 |
Family
ID=56460597
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610209125.4A Pending CN105804060A (en) | 2016-04-06 | 2016-04-06 | Construction method for digging pile foundation hole manually |
Country Status (1)
| Country | Link |
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| CN (1) | CN105804060A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN109655338A (en) * | 2018-12-13 | 2019-04-19 | 深圳宏业基岩土科技股份有限公司 | The method for controlling rock-socketed piles quality |
| CN110130321A (en) * | 2019-05-14 | 2019-08-16 | 湖北鸿业建筑工程有限公司 | The processing method of rock in a kind of manual digging pile construction |
| CN112942378A (en) * | 2021-02-01 | 2021-06-11 | 何正勇 | Construction method for rotary drilling of superhard rock stratum |
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|---|---|---|---|---|
| CN1831250A (en) * | 2005-03-07 | 2006-09-13 | 徐州工程机械科技股份有限公司徐工研究院 | Construction technology of dry soil taking hole forming method of rotary digging drilling machine |
| CN202530445U (en) * | 2012-03-14 | 2012-11-14 | 中铁二十二局集团第一工程有限公司 | Manual hole forming system for boulder stratum guard post |
| KR20120126704A (en) * | 2011-05-12 | 2012-11-21 | 시지엔지니어링(주) | Construction method of screw file |
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2016
- 2016-04-06 CN CN201610209125.4A patent/CN105804060A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1831250A (en) * | 2005-03-07 | 2006-09-13 | 徐州工程机械科技股份有限公司徐工研究院 | Construction technology of dry soil taking hole forming method of rotary digging drilling machine |
| KR20120126704A (en) * | 2011-05-12 | 2012-11-21 | 시지엔지니어링(주) | Construction method of screw file |
| CN202530445U (en) * | 2012-03-14 | 2012-11-14 | 中铁二十二局集团第一工程有限公司 | Manual hole forming system for boulder stratum guard post |
Non-Patent Citations (1)
| Title |
|---|
| 高进军: "水磨钻人工挖孔施工技术的应用", 《浙江建筑》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN109655338A (en) * | 2018-12-13 | 2019-04-19 | 深圳宏业基岩土科技股份有限公司 | The method for controlling rock-socketed piles quality |
| CN110130321A (en) * | 2019-05-14 | 2019-08-16 | 湖北鸿业建筑工程有限公司 | The processing method of rock in a kind of manual digging pile construction |
| CN112942378A (en) * | 2021-02-01 | 2021-06-11 | 何正勇 | Construction method for rotary drilling of superhard rock stratum |
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Application publication date: 20160727 |