CN105821896A - Artificial pile foundation construction hole forming method - Google Patents
Artificial pile foundation construction hole forming method Download PDFInfo
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- CN105821896A CN105821896A CN201610202905.6A CN201610202905A CN105821896A CN 105821896 A CN105821896 A CN 105821896A CN 201610202905 A CN201610202905 A CN 201610202905A CN 105821896 A CN105821896 A CN 105821896A
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- rock
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Abstract
The invention relates to the technical field of pile foundation construction, in particular to an artificial pile foundation construction hole forming method. When hole forming is carried out, rock at the edge of the periphery of a pile hole is smashed firstly so as to form a groove along one circumference of the edge of the pile hole, the groove is an annular through groove, the protruding rock surrounded by the groove is pile hole core rock, and a groove is formed in the edge of the pile hole core rock; and a steel wedge is used for smashing the rock at the position more easily, a gunpowder explosion method does not need to be used for smashing, the gunpowder detonator construction using amount can be reduced, the construction cost can be saved, and meanwhile the construction risks are reduced.
Description
Technical field
The present invention relates to piling Technology field, be specifically related to a kind of artificial pile foundation construction forming hole method.
Background technology
Pile foundation, is called for short pile foundation, is the load support member of building, and directly affect building stablizes firm performance.The construction technology of pile foundation is called for short pile foundation construction, is divided into pore-forming and pile two parts, thus the construction quality of pile foundation includes hole quality and pile quality.In the construction of bored concrete pile, the quality of hole quality directly influences the pile quality after concrete cast, and the construction method of pore-forming is more, and the most relatively conventional is artificial construction's borehole.In pile foundation construction process, it is generally required to the explosion of little scope is to improve pore-forming efficiency during manhole borehole pore-forming, and when using explosion, easily affect the stability of stake holes surrounding rock, the most also the hole quality of impact stake holes around, and, need during manually digging hole to make a call to 9～18 boreholes according to pore size and rock stratum hardness, each borehole powder volume has between 200-400g, each borehole at least needs a detonator, excavating a stake holes and need to expend more gunpowder and detonator, consumables cost is high, in addition, due to a large amount of gunpowder of needs and detonator, construction risk is high.
In sum, during the most artificial pile foundation construction pore-forming technique, construction consumables cost is high and construction risk is high.
Therefore, a kind of artificial pile foundation construction forming hole method is needed badly, it is possible to reduce gunpowder detonator construction consumption, reduce construction risk.
Summary of the invention
It is an object of the invention to: for the problem that consumables cost is high and construction risk is high of constructing during at present artificial pile foundation construction pore-forming technique, it is provided that a kind of can reduce gunpowder detonator construction consumption and the artificial pile foundation construction forming hole method of construction risk.
To achieve these goals, the technical solution used in the present invention is:
A kind of artificial pile foundation construction forming hole method, it is characterised in that comprise the following steps:
(1) broken stake holes surrounding rock: along one week fractured rock of stake holes hole wall, makes within one week, to form the groove connected along stake holes hole wall, this groove around the rock of projection be stake holes core rock；
(2) broken stake holes core rock: employing gad is at protruding stake holes core rock edge fractured rock, until stake holes core rock departs from stratum and becomes rock block or dregs；
(3) cleaning dregs: the rock block in stake holes or dregs are removed stake holes；
(4) judge: judging whether the stake holes degree of depth reaches requirement, if reaching requirement, carrying out step (5), if being not reaching to require, carrying out step (1)；
(5) completion: stop construction, removes stake holes by broken rock equipment.
nullIn this programme，First stake holes edge fractured rock thus formed along the stake holes edge groove of a week，It it is the groove of annular，This groove around protruding rock be stake holes core rock，The edge of stake holes core rock is groove，Use gad to crush the rock at this can be more prone to，Because using gad fractured rock，Mainly use the edge of gad extruding stake holes core rock，Make rock by the shear action in the drawing crack of gad and horizontal plane，When extruding force is more than Ultimate Tensile power and the ultimate shear shear force sum of rock，Rock mass can be by drawing crack and from bottom generation shear fracture，That is，During the method for employing scheme，Broken stake holes core rock can be relatively easy to，And without using the method for gunpowder explosion to crush，Therefore，Gunpowder and detonator can be need not，Gunpowder detonator construction consumption can be reduced，Save construction cost，Reduce construction risk simultaneously.Additionally, due to reduce gunpowder consumption even do not use the broken rock of blast, it is possible to preferably ensure hole quality, also do not interfere with the stake holes quality around stake holes.
As preferably, in step (2), fractured rock makes to form multiple groove being arranged in order at stake holes core rock surface, gad is put into fractured rock in described groove, multiple groove being arranged in order is formed at stake holes core rock surface, this can destroy the overall seriality of stake holes core rock, make catalase the easiest, and, beaten after gad inserts in groove, along with gad stretches into rock, can extrude rock makes stake holes core rock crack, and, the many meetings of propagation direction of crackle extend along the orientation of groove, along with continuing deeper into of gad, stake holes core rock can be by drawing crack and from bottom generation shear fracture, so, the efficiency of fractured rock can be improved, improve pore-forming efficiency, reduce pore-forming cost, and, the difficulty of fractured rock can be reduced.
As preferably, in step (3), after the rock block in stake holes or dregs removal stake holes, stake holes carries out aperture correction, and whether detection stake holes aperture reaches requirement, if aperture is the least, continues fractured rock until reaching aperture requirement, so, it is possible to ensure hole quality.
As preferably, in step (3), after rock block in stake holes or dregs removal stake holes, being modified stake holes deflection, whether detection stake holes there is deflection, if there is deflection, is then modified, and so, it is possible to ensure hole quality.
As preferably, in step (1), by rock coring apparatus fractured rock, each coring circle intersects, further, coring circular diameter is 15 centimetres, and the distance of center circle between adjacent coring circle is 8.5 centimetres, so, the efficiency of fractured rock can be improved, improve pore-forming efficiency, reduce pore-forming cost.
In sum, owing to have employed technique scheme, the application provides the benefit that:
1, construction cost is saved: without using the method for gunpowder explosion to crush, therefore, it can need not gunpowder and detonator, it is possible to reduce gunpowder detonator construction consumption, save construction cost；
2, construction risk is reduced: gunpowder explosion fractured rock can not be used, therefore, it is possible to avoid the personal injury that workmen is subject to because of gunpowder explosion；
3, hole quality is ensured: even do not use the broken rock of blast owing to reducing gunpowder consumption, it is possible to preferably ensure hole quality, meanwhile, also do not interfere with the stake holes quality around stake holes.
Accompanying drawing explanation
Fig. 1 is the Construction State schematic diagram of the application；
Fig. 2 is the another kind of Construction State schematic diagram after the application Fig. 1；
Fig. 3 be after the application Fig. 2 another kind of Construction State schematic diagram；
Labelling in figure: 1-ground, 2-stake holes, 21-groove, 22-stake holes core rock, 221-groove.
Detailed description of the invention
Below in conjunction with the accompanying drawings, the present invention is described in detail.
In order to make the purpose of the present invention, technical scheme and advantage clearer, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein, only in order to explain the present invention, is not intended to limit the present invention.
Embodiment 1:
As shown in Figure 1, 2, 3, being three kinds of state diagrams during stake holes 2 drilling construction, Fig. 1 is the state diagram after the bottom ash soil cleaning of stake holes 2 hole, Fig. 2 is a kind of Construction State figure after Fig. 1, Fig. 3 is a kind of Construction State figure after Fig. 2, and compared with Fig. 1 with Fig. 3, the degree of depth of stake holes 2 has intensification.
In the present embodiment, following steps are used to carry out artificial pile foundation construction pore-forming:
(1) broken stake holes 2 surrounding rock: carry out coring for a week along stake holes 2 hole wall and break rock, a diameter of 15cm of coring, coring circle is tangent with stake holes 2 inwall, continuous for ease of section after coring, intersects between coring circle, and adjacent coring distance of round is 8.5cm.Drilling through the core of periphery successively, the high about 50cm of core of taking-up, coring just forms the groove 21 of connection for one week, as shown in Figure 2 along stake holes 2 hole wall after completing.
(2) broken stake holes core rock 22: use gad at protruding stake holes core rock 22 edge fractured rock, until stake holes core rock 22 departs from stratum becomes rock block or dregs, comprise the following steps:
(2.1) stake holes core rock 22 is divided: the coring rock removal stake holes 2 that will drill through, and at stake holes core rock 22 surface line-plotting, to form zoning；
(2.2) drilling of electric hand drill: first hole with what electric hand drill pulled on stake holes core rock 22 along step (2.1), as being in the groove 221 on stake holes core rock 22 in Fig. 2, is boring；
(2.3) impact gad division rock: bquster is impacted in the hole being drilled, then with sledgehammer hammering gad, making it obtain the impulsive force of a level by gad extruding rock mass, under horizontal impact power effect, rock is cracked, and bottom can occurred level failure by shear.According to the method broken division rock mass, until stake holes core rock 22 is taken；
(3) cleaning dregs: the rock block in stake holes 2 or dregs are removed stake holes 2, the center bottom stake holes 2 is determined by the fender pile buried underground outside stake holes 2 and by crossing guy rule for the treatment of, judge that bottom stake holes 2, whether the size of all directions reaches to design requirement, off normal situation occurs and corrects in time with steel ruler inspection.First the scar of stake holes 2 surrounding is flattened, be beneficial to drilling pipe location, as shown in Figure 3.
(4) judge: judging whether stake holes 2 degree of depth reaches requirement, if reaching requirement, carrying out step (5), if being not reaching to require, carrying out step (1).
(5) completion: stop construction, removes stake holes 2 by broken rock equipment.
nullIn the present embodiment，First stake holes 2 edge fractured rock thus formed along the stake holes 2 edge groove of a week 21，It it is the groove 21 of annular，This groove 21 around protruding rock be stake holes core rock 22，The edge of stake holes core rock 22 is groove 21，Use gad to crush the rock at this can be more prone to，Because using gad fractured rock，Mainly use the edge of gad extruding stake holes core rock 22，Make rock by the shear action in the drawing crack of gad and horizontal plane，When extruding force is more than Ultimate Tensile power and the ultimate shear shear force sum of rock，Rock mass can be by drawing crack and from bottom generation shear fracture，That is，During the method for employing scheme，Broken stake holes core rock 22 can be relatively easy to，And without using the method for gunpowder explosion to crush，Therefore，Gunpowder and detonator can be need not，Gunpowder detonator construction consumption can be reduced，Save construction cost，Reduce construction risk simultaneously.Additionally, due to reduce gunpowder consumption even do not use the broken rock of blast, it is possible to preferably ensure hole quality, also do not interfere with stake holes 2 mass around stake holes 2.
All any amendment, equivalent and improvement etc. made within the spirit and principles in the present invention, should be included within the scope of the present invention.
Claims (5)
1. an artificial pile foundation construction forming hole method, it is characterised in that comprise the following steps:
(1) broken stake holes surrounding rock: along one week fractured rock of stake holes hole wall, makes within one week, to form the groove connected along stake holes hole wall, this groove around the rock of projection be stake holes core rock；
(2) broken stake holes core rock: employing gad is at protruding stake holes core rock edge fractured rock, until stake holes core rock departs from stratum and becomes rock block or dregs；
(3) cleaning dregs: the rock block in stake holes or dregs are removed stake holes；
(4) judge: judging whether the stake holes degree of depth reaches requirement, if reaching requirement, carrying out step (5), if being not reaching to require, carrying out step (1)；
(5) completion: stop construction, removes stake holes by broken rock equipment.
Artificial pile foundation construction forming hole method the most according to claim 1, it is characterised in that in step (2), fractured rock makes to form multiple groove being arranged in order at stake holes core rock surface, gad is put into fractured rock in described groove.
After artificial pile foundation construction forming hole method the most according to claim 1, it is characterised in that in step (3), rock block in stake holes or dregs removal stake holes, stake holes is carried out aperture correction.
After artificial pile foundation construction forming hole method the most according to claim 1, it is characterised in that in step (3), rock block in stake holes or dregs removal stake holes, stake holes deflection is modified.
Artificial pile foundation construction forming hole method the most according to claim 4, it is characterised in that in step (1), by rock coring apparatus fractured rock, each coring circle intersects, further, coring circular diameter is 15 centimetres, and the distance of center circle between adjacent coring circle is 8.5 centimetres.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201610202905.6A CN105821896A (en) | 2016-04-01 | 2016-04-01 | Artificial pile foundation construction hole forming method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610202905.6A CN105821896A (en) | 2016-04-01 | 2016-04-01 | Artificial pile foundation construction hole forming method |
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| CN105821896A true CN105821896A (en) | 2016-08-03 |
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| CN201610202905.6A Pending CN105821896A (en) | 2016-04-01 | 2016-04-01 | Artificial pile foundation construction hole forming method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109235288A (en) * | 2018-11-15 | 2019-01-18 | 天津城建大学 | The sealing structure and method of presstressed reinforcing steel duct in beam sections Mosaic face |
| CN109322301A (en) * | 2018-11-08 | 2019-02-12 | 上海市基础工程集团有限公司 | Major diameter ultra-deep super thick rock stratum rotary digging bored concrete pile plum blossom drilling construction method |
| 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 |
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 |
| 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 |
-
2016
- 2016-04-01 CN CN201610202905.6A patent/CN105821896A/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 (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109322301A (en) * | 2018-11-08 | 2019-02-12 | 上海市基础工程集团有限公司 | Major diameter ultra-deep super thick rock stratum rotary digging bored concrete pile plum blossom drilling construction method |
| CN109322301B (en) * | 2018-11-08 | 2020-09-01 | 上海市基础工程集团有限公司 | Quincuncial pore-forming construction method for rotary excavating bored concrete pile of large-diameter ultra-deep and ultra-thick rock stratum |
| CN109235288A (en) * | 2018-11-15 | 2019-01-18 | 天津城建大学 | The sealing structure and method of presstressed reinforcing steel duct in beam sections Mosaic face |
| CN109235288B (en) * | 2018-11-15 | 2023-11-24 | 天津城建大学 | Construction method of sealing structure of prestressed tendon channels in segmental beam splicing plane |
| 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 |
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Application publication date: 20160803 |
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