CN102071683A - Water drill dug pile construction method - Google Patents

Water drill dug pile construction method Download PDF

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Publication number
CN102071683A
CN102071683A CN 201110038011 CN201110038011A CN102071683A CN 102071683 A CN102071683 A CN 102071683A CN 201110038011 CN201110038011 CN 201110038011 CN 201110038011 A CN201110038011 A CN 201110038011A CN 102071683 A CN102071683 A CN 102071683A
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China
Prior art keywords
water
core
pile foundation
pile
hole
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Pending
Application number
CN 201110038011
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Chinese (zh)
Inventor
王林国
陈卫华
薛维龙
张志龙
万刚
邓平
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CCCC Fourth Highway Engineering Co Ltd
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CCCC Fourth Highway Engineering Co Ltd
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Priority to CN 201110038011 priority Critical patent/CN102071683A/en
Publication of CN102071683A publication Critical patent/CN102071683A/en
Pending legal-status Critical Current

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Abstract

The invention relates to a water drill dug pile construction method. In the method, layered construction is adopted, and a plurality of cylinder cores with certain height are drilled around the inner wall of a pile hole by a water drill when each layer is constructed, so that a pile foundation core is separated from the whole rock to form a free face; the pile foundation core is punched by an electric hand drill, and steel wedges are inserted into holes respectively; the steel wedges are hammered by a hammer, so that the steel wedges apply horizontal tension and shear stress to the pile foundation core; when the horizontal tension and the shear stress are larger than the limit tension stress and shear stress of the rock, the pile foundation core can be subjected to tension fracture and shear fracture to be split from the whole rock so as to clear fragmented rock away from the pile hole and correct the pile hole; and the next layer is constructed by the same processes and the processes are repeated until the pile hole is formed.

Description

Water bores the excavation pile construction method
Technical field
The present invention relates to a kind of bridge pile foundation borehole job practices, belong to the bridge pile foundation construction field.
Background technology
Bridge foundation generally adopts the pile foundation pattern.Pile foundation can reach bearing stratum with the superstructure weight and the load of bridge, guarantees the normal operation of bridge.Pile foundation construction adopts forms of construction work such as mechanical borehole, manually digging hole usually.At geological conditions, the construction environment difference of present position, the stake hole borehole mode that is adopted is also inequality.For domatic precipitous, the place is narrow and small, large type drill does not have the construction plant the zone of construction operation face, should not adopt the machine drilling stake, can only adopt hand excavated pile.
Tradition manual digging pile construction mode mainly contains: 1, manually use machineries such as pick, hoe, pneumatic pick to construct.This method is when running into competent bed and obstruction, and is bigger to the construction speed influence, and pneumatic pick has a significant impact surrounding enviroment because noise is bigger; 2, human-generated explosives construction.Rock stratum around this method meeting disturbance, and be subjected to the surrounding enviroment restriction bigger, can't construct than multizone in densely populated residential community or surrounding building.
Summary of the invention
The objective of the invention is to the defective that exists at present manually digging hole technology, a kind of efficiency of construction height,, manual digging pile construction method that construction noise little little to rock stratum disturbance on every side are provided.
Technical scheme of the present invention is as follows:
Water bores the excavation pile construction method, it is characterized in that, may further comprise the steps:
(1) stake hole measurement setting-out: mark a bore accurately positions, excavate covering layer to rock according to the stake position and expose, mark design pile center;
(2) arrange that water drills through the core point: the inwall around the stake hole that is marked arranges that water drills through the core point, gets core point and arranges number=π * (stake bore dia-water drill diameter)/water drill diameter;
(3) drill through the cylinder core: get the core water of ordering at each and bore the cylinder core that drills through certain altitude downwards, water bores in the operation process and by cooling water flow the water drill bit is cooled off; The core that drills through is taken out fully, make one of a formation and the distinct pile foundation core of stake hole inwall in the middle of the hole;
(4) the pile foundation core punching of layouting: electricity consumption is drilled in and is drilled into few three apertures on the described pile foundation core;
(5) division pile foundation core: in described aperture, squeeze into gad,, the pile foundation core is broken fully with the sledgehammer gad of thumping;
(6) slag tap: the cylinder core that water is drilled through, the pile foundation core that breaks transport a hole;
(7) stake uprighting: knock out the sharp-pointed rock projection on the hole inwall, and mark design pile center once more;
(8) cycle operation is to pore-forming: repeat above-mentioned steps (2) to step (7), successively according to layout get the core point, drill through the cylinder core, the pile foundation core is layouted, is divided in the punching of pile foundation core, slag tap, the operation cycle operation of stake uprighting, until stake hole pore-forming.
Further, specific implementation process of the present invention also can comprise following technical characterictic:
In the described step (3), when water bored and to drill through the cylinder core downwards, water drill bushing tube should be to stake hole wall outer incline certain angle, this angle greater than 5 ° less than 10 °.
In the described step (3), water bores in the operation process, provides cooling water flow to keep the water drill bit is cooled off by water pump or water tank.
In the described step (3), the cylinder core height that water drills through is 500~600mm.
In the described step (4), the aperture that on described pile foundation core, bores, the degree of depth is 50-70mm, each aperture is equally spaced along the pile foundation core diameter.
In the described step (6), above the stake hole, support is set, pulley is set on the support, utilize hoist engine by the pulley drag rope and the cylinder core that hanging basket drills through water of slagging tap, the pile foundation core that breaks transport a hole.
Water provided by the present invention bores the excavation pile construction method, compares with existing manually digging hole technology, has the following advantages:
1, the construction of water brill method is little to rock stratum disturbance on every side, and construction noise is little, and construction waste water reusable edible has solved the problem that the manually digging hole progress is slow, blast working disturbs residents;
2, it is very fast that water bores the construction technology construction speed, improved working efficiency greatly, accelerating construction progress.With the 1.3m stake directly is example, and each construction teams and groups can carry out 3 circulations every day, and pile foundation goes into to reach deeply 1.5-1.8m, and labour cost input ratio manually digging hole method and blasting procedure have bigger reduction;
3, water bores method pile foundation construction pile foundation pore-forming stake footpath, pile body inclining degree passed examination, and it is qualified that test detects bearing capacity, meets design requirement.
Description of drawings
Fig. 1 is construction process figure of the present invention
Fig. 2 is a hole measurement setting-out schematic diagram
Fig. 3 gets core point arrangement states schematic diagram
Fig. 4 is the poroid attitude schematic diagram of stake after water drills through the cylinder core
Fig. 5 is the pile foundation core schematic diagram that breaks
Fig. 6 removes stake hole cross sectional representation behind the pile foundation core break
Fig. 7 is a revised stake hole cross sectional representation
Fig. 8 is the longitudinal sectional view behind the hole pore-forming
The specific embodiment
Water proposed by the invention bores the excavation pile construction method, adopt construction in layer, when each layer construction, utilize the water jumping through rings to drill through some cylinder cores of certain altitude around stake hole inwall earlier, the pile foundation core is separated with whole rock, form a free face, punch on the pile foundation core with Electric portable drill then, insert gad in the hole respectively, then with iron hammer hammering gad, gad gives horizontal pull of pile foundation core and shear stress, work as horizontal pull, shear stress is during greater than the limit tension of rock and anti-shearing stress, drawing crack and shear failure will take place in the pile foundation core, with whole rock division, fragmented rock are cleared out of a hole, revise the stake hole, descend one deck construction by same operation then, so circulation construction finally reaches the pore-forming purpose.
Fig. 1 is construction process figure of the present invention.Each step and the specific embodiment thereof are as follows:
Step 100 a hole measurement setting-out.This step is the preparation before the borehole construction.Before the borehole construction, soft soil horizon and compacting are rooted out in smooth place earlier; Measure setting-out then, make the accurate position in a hole 1,, excavate covering layer to rock and expose, mark design pile center, as shown in Figure 2 then according to stake position earth excavation.
Step 110 arranges that water drills through the core point.Inwall around the stake hole 1 that is marked arranges that water drills through core point 2, gets core point and arranges number=π * (stake bore dia-water drill diameter)/water drill diameter.
As shown in Figure 3, be example with the stake hole of stake footpath 1.3m, if the diameter that water bores is 150mm,, need arrange that 24 water drill through the core point around stake hole inwall then according to above-mentioned formula.
Step 120 drills through the cylinder core.Get the core point at each, water bores the cylinder core that drills through certain altitude downwards.Be the protection rig, the cylinder core height that drills through generally is controlled at 500mm-600mm.When drilling through the cylinder core, water drill bushing tube should be to stake hole wall outer incline certain angle, and guaranteeing when one deck construction down, rig back in place sleeve pulls out of hole that point can place design stake sideline, hole and unlikelyly causes shrinkage cavity, to guarantee the pile foundation drilling diameter.According to construction experience, this angle should be greater than 5 °.If the angle of inclination is excessive, will increase excavation driving amount and pile body concrete casting fluence, so this angle of inclination is controlled at generally less than 10 °
During concrete the construction, following computational methods can be adopted in the angle of inclination:
Highly being 1500mm, rig bore core diameter be the water of 150mm to bore rig be example, bore core front end 80mm if motor or support exceed, then the rig angle of inclination is (80+150/2)/1500=0.103 during borehole, promptly the angle of slope should be more than or equal to tan -1° (0.103)=5.80.
The core that drills through is taken out fully, make pile foundation core 3 of formation in the middle of the hole, this pile foundation core separates fully with a stake hole inwall, and free face of peripheral formation is so that there is free chien shih pile foundation core tension to break in subsequent step.The pile foundation core of peripheral formation free face as shown in Figure 4.
The punching of layouting of step 130 pile foundation core.Electricity consumption is drilled in and is drilled into few three apertures 4 on the described pile foundation core, so that the pile foundation core is broken.Drilling hole amount is decided according to pile foundation core intensity.
For the less pile foundation core of diameter, available small electrical is drilled on the pile foundation core 3 that forms free face, drills through the aperture 4 of three dark 50-70mm along pile foundation core 3 diameter five equilibriums, as shown in Figure 4, so that gad inserts in the pile foundation core.
For the bigger pile foundation core of pile foundation diameter, carry out piecemeal when breaking, can bore along pile foundation core radius water earlier and continue to drill through the cylinder core, the cylinder core diameter can be replaced with the small-bore hollow boring bit, make the pile foundation core be divided into the 4-6 piece, after piecemeal forms inner free face, on every, punch the pile foundation of breaking core again with little electric drill.
Step 140 division pile foundation core.Squeeze into gad in the aperture 4 on pile foundation core 3,, make the pile foundation core obtain the impact force of a level with the sledgehammer gad of thumping, under the effect of horizontal impact power, the pile foundation core along the plummet face by drawing crack, the occurred level shear fracture of pile foundation core bottom.Divide the pile foundation core successively, till all breaking in this layer pile foundation core bottom.The pile foundation core that breaks as shown in Figure 5.
Step 150 is slagged tap.The cylinder core that water is drilled through, the pile foundation core that breaks transport a hole.
Step 160 uprighting.Knock out the sharp-pointed rock projection on the hole inwall, and mark design pile center once more.
After water drills through the cylinder core, stake hole inwall indentation sharp protrusion, as shown in Figure 6.For guaranteeing that effectively a footpath is consistent with design stake footpath, behind the pile foundation core fragment that removing is broken, knock out and occupy a sharp protrusion in space, hole, mark design pile center once more, check the also correction in time of bottom, stake hole off normal situation.Figure 7 shows that revised stake hole inwall view in transverse section.
Step 170 cycle operation is to pore-forming.By above-mentioned steps, promptly finish the construction of one deck borehole.When knocking gad extruding rock, because the rock texture difference, cause the pile foundation core degree difference of breaking, after it is flattened fully, enter down one deck and construct.Repeat above-mentioned 110 to 160 step, promptly successively according to layout get the core point, drill through the cylinder core, the pile foundation core is layouted, is divided in the punching of pile foundation core, slag tap, the operation cycle operation of stake uprighting, excavation downwards from level to level is until stake hole pore-forming.Figure 8 shows that the longitudinal sectional view behind the hole pore-forming.
In the above-mentioned job practices, water bores in the rig operation process, must provide cooling water flow to keep the water drill bit is cooled off, and the while cooling water flow should be possessed certain pressure drill bit is directly washed; Can adopt water pump or water tank is set required cooling water flow is provided.
In the above-mentioned job practices, can above the stake hole, support be set, pulley is set on the support, utilize hoist engine by the pulley drag rope and the cylinder core that hanging basket drills through water of slagging tap, the pile foundation core that breaks transport a hole.
Devices such as above-mentioned support, pulley, hoist engine and the hanging basket of slagging tap, water pump, water tank, should the preparation before construction in Installation and Debugging good.

Claims (6)

1. water bores the excavation pile construction method, it is characterized in that, may further comprise the steps:
(1) stake hole measurement setting-out: mark a bore accurately positions, excavate covering layer to rock according to the stake position and expose, mark design pile center;
(2) arrange that water drills through the core point: the inwall around the stake hole that is marked arranges that water drills through the core point,
Get core point and arrange number=π * (stake bore dia-water drill diameter)/water drill diameter;
(3) drill through the cylinder core: get the core water of ordering at each and bore the cylinder core that drills through certain altitude downwards, water bores in the operation process and by cooling water flow the water drill bit is cooled off; The core that drills through is taken out fully, make one of a formation and the distinct pile foundation core of stake hole inwall in the middle of the hole;
(4) the pile foundation core punching of layouting: electricity consumption is drilled in and is drilled into few three apertures on the described pile foundation core;
(5) division pile foundation core: in described aperture, squeeze into gad,, the pile foundation core is broken fully with the sledgehammer gad of thumping;
(6) slag tap: the cylinder core that water is drilled through, the pile foundation core that breaks transport a hole;
(7) stake uprighting: knock out the sharp-pointed rock projection on the hole inwall, and mark design pile center once more;
(8) cycle operation is to pore-forming: repeat above-mentioned steps (2) to step (7), successively according to arrange that water drills through the core point, drills through the cylinder core, the pile foundation core is layouted, divided in the punching of pile foundation core, slag tap, the operation cycle operation of stake uprighting, until stake hole pore-forming.
2. water according to claim 1 bores the excavation pile construction method, it is characterized in that: in the step (3), water bores when drilling through the cylinder core downwards, and water drill bushing tube should be to stake hole wall outer incline certain angle, this angle greater than 5 ° less than 10 °.
3. water according to claim 1 bores the excavation pile construction method, it is characterized in that: in the step (3), water bores in the operation process, provides cooling water flow to keep the water drill bit is cooled off by water pump or water tank.
4. water according to claim 1 bores the excavation pile construction method, and it is characterized in that: in the step (3), the cylinder core height that water drills through is 500~600mm.
5. water according to claim 1 bores the excavation pile construction method, it is characterized in that: in the step (4), and the aperture that on described pile foundation core, bores, the degree of depth is 50~70mm, each aperture is equally spaced along the pile foundation core diameter.
6. water according to claim 1 bores the excavation pile construction method, it is characterized in that: in the step (6), above the stake hole, support is set, pulley is set on the support, utilize hoist engine by the pulley drag rope and the cylinder core that hanging basket drills through water of slagging tap, the pile foundation core that breaks transport a hole.
CN 201110038011 2011-02-15 2011-02-15 Water drill dug pile construction method Pending CN102071683A (en)

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Cited By (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102852157A (en) * 2012-08-30 2013-01-02 中国电力工程顾问集团中南电力设计院 Manual hole pile digging method employing top-fixing water drilling method
CN102888837A (en) * 2011-12-19 2013-01-23 中国建筑第四工程局有限公司 Method for constructing end-bearing pile on consequent bedding rock slope
CN103147687A (en) * 2013-02-21 2013-06-12 北京鑫实路桥建设有限公司 Ring-type cutting method for excavating rocks at bottom part of pit shaft of bored pile
CN103541737A (en) * 2013-10-18 2014-01-29 罗师竹 Tunneling method and tunneling machine
CN103758171A (en) * 2014-01-07 2014-04-30 国家电网公司 Electric transmission line iron tower excavation type rock foundation mechanical excavating method
CN108468328A (en) * 2018-02-05 2018-08-31 浙江八达隧道工程股份有限公司 A kind of artificial digging pile exempts from blasting digging method and its explosion-protection equipment
CN108952612A (en) * 2018-06-15 2018-12-07 上海二十冶建设有限公司 A kind of artificial digging pile quickly enters rock drilling construction method
CN109026019A (en) * 2018-08-03 2018-12-18 中水电第十工程局(郑州)有限公司 The method that water mill bores non-blasting rock move hole excavation construction
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
CN109339057A (en) * 2018-11-23 2019-02-15 中铁二十局集团电气化工程有限公司 A kind of catenary mast foundation pit water drilling excavation construction method
CN109601220A (en) * 2018-12-17 2019-04-12 山东省地质矿产勘查开发局第地质大队(山东省第地质矿产勘查院) A kind of high steep slope greening method of drought area quartzite
CN110080775A (en) * 2019-04-30 2019-08-02 中交第三航务工程局有限公司宁波分公司 Complex environment digs a well basic microvariations excavation 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
CN110670583A (en) * 2019-09-05 2020-01-10 中冶交通建设集团有限公司 Construction method of manual hole digging pile
CN111322070A (en) * 2020-02-26 2020-06-23 广东力源液压机械有限公司 Stone excavation method based on mine hammer

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3886754A (en) * 1973-07-27 1975-06-03 Lee A Turzillo Method of extending augered pile cavity through rock or like obstruction
CN101122131A (en) * 2007-08-14 2008-02-13 蓝冰 Foundation pit supporting pile using pipe casting pile embedding in rock
CN101270577A (en) * 2008-03-04 2008-09-24 中国建筑第六工程局有限公司 Construction method for large-diameter ultra-deep rock borehole bottom-expanding filling pile
KR100964796B1 (en) * 2010-02-26 2010-06-21 송근석 Method for constructing the steel pipe-concrete composite pile structurized of burying and unifying into the bedrock, and a pile construction

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3886754A (en) * 1973-07-27 1975-06-03 Lee A Turzillo Method of extending augered pile cavity through rock or like obstruction
CN101122131A (en) * 2007-08-14 2008-02-13 蓝冰 Foundation pit supporting pile using pipe casting pile embedding in rock
CN101270577A (en) * 2008-03-04 2008-09-24 中国建筑第六工程局有限公司 Construction method for large-diameter ultra-deep rock borehole bottom-expanding filling pile
KR100964796B1 (en) * 2010-02-26 2010-06-21 송근석 Method for constructing the steel pipe-concrete composite pile structurized of burying and unifying into the bedrock, and a pile construction

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
《交通标准化》 20091008 黄司 超大直径岩石桩水钻取芯成孔的施工技术 第29-31页 1-6 , 第206期 2 *

Cited By (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102888837A (en) * 2011-12-19 2013-01-23 中国建筑第四工程局有限公司 Method for constructing end-bearing pile on consequent bedding rock slope
CN102852157A (en) * 2012-08-30 2013-01-02 中国电力工程顾问集团中南电力设计院 Manual hole pile digging method employing top-fixing water drilling method
CN102852157B (en) * 2012-08-30 2015-01-07 中国电力工程顾问集团中南电力设计院 Manual hole pile digging method employing top-fixing water drilling method
CN103147687A (en) * 2013-02-21 2013-06-12 北京鑫实路桥建设有限公司 Ring-type cutting method for excavating rocks at bottom part of pit shaft of bored pile
CN103541737A (en) * 2013-10-18 2014-01-29 罗师竹 Tunneling method and tunneling machine
CN103541737B (en) * 2013-10-18 2016-06-08 罗师竹 Development machine
CN103758171A (en) * 2014-01-07 2014-04-30 国家电网公司 Electric transmission line iron tower excavation type rock foundation mechanical excavating method
CN108468328A (en) * 2018-02-05 2018-08-31 浙江八达隧道工程股份有限公司 A kind of artificial digging pile exempts from blasting digging method and its explosion-protection equipment
CN108952612A (en) * 2018-06-15 2018-12-07 上海二十冶建设有限公司 A kind of artificial digging pile quickly enters rock drilling construction method
CN109026019A (en) * 2018-08-03 2018-12-18 中水电第十工程局(郑州)有限公司 The method that water mill bores non-blasting rock move hole excavation construction
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
CN109339057A (en) * 2018-11-23 2019-02-15 中铁二十局集团电气化工程有限公司 A kind of catenary mast foundation pit water drilling excavation construction method
CN109601220A (en) * 2018-12-17 2019-04-12 山东省地质矿产勘查开发局第地质大队(山东省第地质矿产勘查院) A kind of high steep slope greening method of drought area quartzite
CN110080775A (en) * 2019-04-30 2019-08-02 中交第三航务工程局有限公司宁波分公司 Complex environment digs a well basic microvariations excavation 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
CN110670583A (en) * 2019-09-05 2020-01-10 中冶交通建设集团有限公司 Construction method of manual hole digging pile
CN111322070A (en) * 2020-02-26 2020-06-23 广东力源液压机械有限公司 Stone excavation method based on mine hammer

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Application publication date: 20110525