CN101570971B - Rock mass pile foundation pore-forming preboring construction method - Google Patents
Rock mass pile foundation pore-forming preboring construction method Download PDFInfo
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- CN101570971B CN101570971B CN2009100851050A CN200910085105A CN101570971B CN 101570971 B CN101570971 B CN 101570971B CN 2009100851050 A CN2009100851050 A CN 2009100851050A CN 200910085105 A CN200910085105 A CN 200910085105A CN 101570971 B CN101570971 B CN 101570971B
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Abstract
The invention relates to a rock mass pile foundation pore-forming preboring construction method, including: five hole sites are arranged at a drilled pile site, a center hole sit is arranged in the center of the drilled pile site, four surrounding hole sites are evenly distributed outside the center hole site, the distance between the center of each surrounding hole and the margin of the drilled hole site is equal, and an in-the-hole drill with a drill model number of Phi 140mm is used for drilling on the center hole site and the surrounding hole site. Another hole distribution mode includes: three hole sites are arranged at the drilled pile site, the distance between the center of each hole site and the center of the drilled hole pile site is equal and the connection lines of two adjacenthole site and the center form a 120 degrees angle, the distance between the center of the hole site and the margin of the drilled hole pile site is equal, and an in-the-hole drill with the model numb er of Phi 220mm is used for punching on the hole site. The method of the invention realizes that pore-forming efficiency of a punching drill is high, slant rock correction difficulty is reduced, construction quality is high, construction period is short and construction cost is low when rock bearing capacity at the foundation pile site of a bridge pile is more than 1000kPa or a slant rock is existed.
Description
Technical field
The present invention relates to a kind of bridge pile construction method, relate in particular to a kind of rock mass pile foundation pore-forming preboring construction method, belong to bridge pile foundation plinth technical field of construction.
Background technology
In the engineering construction of railway, highway and municipal bridge, can run into inevitably and on rock mass, do pile foundation, in order to guarantee the solid, safe, firm of pile foundation, the way of prior art is mainly to adopt Churn drill to construct, its pore-forming principle is: adopt rig to implement punching, step is that drill bit is carried to certain altitude by other plant equipment, utilize the drill bit own wt that rock is smashed, then with mud with the rock ballast supporting, finally the mixture of mud and rock ballast is extracted out outside the hole by slush pump.This job practices is when rock bearing capacity during less than 1000kpa, effect is better, and its efficiency of construction is also higher, but when running into the rock bearing capacity greater than 1000kpa, because complete self the just very difficult structure to rock mass of weight by drill bit reaches execution, thereby efficiency of construction will obviously reduce.Therefore, how at solid rock or tiltedly under the geological conditions of rock, improving boring progress and efficient, is a great problem of rock mass pile foundation construction.
Summary of the invention
The objective of the invention is in order to overcome the deficiencies in the prior art, and a kind of rock mass pile foundation pore-forming preboring construction method is provided, this method construction speed is fast, efficiency of construction is high, to solid rock or tiltedly special rock mass such as rock have good construction effect.
Rock mass pile foundation pore-forming preboring construction method of the present invention is achieved through the following technical solutions:
A kind of rock mass pile foundation pore-forming preboring construction method comprises following method:
Position, 5 holes is set in the drilled pile position, a centre bore position is established at center, described drilled pile position, four positions, hole on every side evenly distribute outside the described centre bore position, the described center of position, hole and the equal 15cm of distance at edge, drilled pile position around each, around the employing down-the-hole drill reaches the centre bore position hole in the position, hole, and the bit model of down-the-hole drill is φ 140mm.
In described drilled pile position position, 3 holes is set, the center to center distance drilled pile position centre distance of each position, hole equates and the center of position, adjacent two holes becomes 120 degree angles with the connecting line of drilled pile position central point, the central point of each position, hole has identical distance apart from edge, drilled pile position, be 21cm, adopt down-the-hole drill to punch on each position, hole, the bit model of down-the-hole drill is φ 220mm.
Adjust the impact velocity of down-the-hole drill and carry out pore-creating to adapt to different rock behavio(u)rs.
When passing through solution cavity, adopts on the down-the-hole drill drill bit little stroke, slow-revving boring method pore-creating.
Rock mass pile foundation pore-forming preboring construction method of the present invention has following beneficial effect with respect to prior art:
1, method of the present invention realized when the stake position of bridge pile foundation plinth rock bearing capacity greater than 1000kpa or have under the situation of oblique rock, the pore-forming efficiency of percussive drill increases substantially, tiltedly rock correction difficulty reduces greatly, not only construction quality is guaranteed, and shortened the construction period, saved construction cost.
2, method of the present invention is simple, grasp is easy, need not additionally to increase the special construction utensil.
Description of drawings
Fig. 1 is provided with position, 5 holes schematic diagram for the present invention in rock mass pile foundation;
Fig. 2 is provided with position, 3 holes schematic diagram for the present invention in rock mass pile foundation.
The specific embodiment
Understand technical scheme of the present invention for one of ordinary skill in the art can be known, the existing work in conjunction with the accompanying drawings further at large illustrates:
A kind of rock mass pile foundation pore-forming preboring construction method as shown in Figure 1, comprises following method:
Position, 5 holes is set in drilled pile position 1, a centre bore position 2 is established at 1 center, described drilled pile position, 2 outer four positions, hole 3 on every side that evenly distribute, described centre bore position, the described center of position, hole 3 and the equal 15cm of distance at 1 edge, drilled pile position around each, around the employing down-the-hole drill reaches centre bore position 2 hole in position, hole 3, and the bit model of down-the-hole drill is φ 140mm (diameter in the hole of getting also is 140mm).
In described drilled pile position 1 position, 3 holes 3 is set, center to center distance drilled pile position 1 centre distance of each position, hole 3 equates and the center of position, adjacent two holes 3 becomes 120 degree angles with the connecting line of drilled pile position 1 central point, the central point of each position, hole 3 has identical distance apart from 1 edge, drilled pile position, be 21cm, adopt down-the-hole drill on each position, hole 3, to punch, the bit model of down-the-hole drill is φ 220mm (diameter in the hole of getting also is 220mm), as shown in Figure 2.
Adjust the impact velocity of down-the-hole drill and carry out pore-creating to adapt to different rock behavio(u)rs.
When passing through solution cavity, adopts on the down-the-hole drill drill bit little stroke, slow-revving boring method pore-creating.
Embodiment
The present invention utilizes down-the-hole drill that preboring is carried out in the drilled pile position 1 that goes to the bridge pile foundation plinth, rock is broken into " honeycomb coaly " to reach the purpose of destroying drilled pile position 1 rock mass globality, and then utilize Churn drill that fragmented rock is impacted, thereby significantly improve percussive drill bore forming efficient.
At first the construction plant is cleared up, remove humus soil, rubble in the boundary of works area before down-the-hole drill is in place, and job platform tamped, determine the hole bit quantity then and position, position, hole is set, under the identical condition of rock behavio(u)r, bore diameter is big more strong more to rock overall structure destruction, but drilling efficiency reduces; Bore diameter is more little, and is more little to rock overall structure destruction, but the drilling efficiency height, and therefore, the size of bore diameter is decided according to the size of bridge pile foundation plinth and the feature of rock.
How allowing under the situation that bore diameter and drilling hole amount be inversely proportional to, reach optimum construction effect, is the key of selecting data of holes drilled, simultaneously, will consider when the position, hole is set prebored hole is evenly distributed in the drilled pile position 1, so that reach optimum preboring effect.
Concrete grammar: reach as shown in Figure 2 as Fig. 1.
Position, 5 holes is set in drilled pile position 1, a centre bore position 2 is established at 1 center, described drilled pile position, 2 outer four positions, hole 3 on every side that evenly distribute, centre bore position, the center of position, hole 3 and the equal 15cm of distance at 1 edge, drilled pile position around each, around the employing down-the-hole drill reaches centre bore position 2 hole in position, hole 3, and the bit model of down-the-hole drill is φ 140mm.
Position, 3 holes is set in drilled pile position 1, center to center distance drilled pile position 1 centre distance of each position, hole 3 equates and position, any two holes 3 becomes 120 degree angles with the connecting line of drilled pile position 1 central point, the central point of each position, hole 3 has identical distance apart from 1 edge, drilled pile position, be 21cm, adopt down-the-hole drill to punch on each position, hole 3, the bit model of down-the-hole drill is φ 220mm.
After hole bit quantity, position and angle in the drilled pile position 1 set, down-the-hole drill adopted different cloth hole patterns according to the drill bit selected for use, and according to the position of cloth hole pattern with the rig fixation, prevent in boring procedure hole partially.
Down-the-hole drill adopts different impact velocitys to carry out pore-creating according to different rock behavio(u)rs.
When down-the-hole drill passes through solution cavity, need adopt little stroke, slow-revving boring method to prevent the hole scattering that causes owing to the rock behavio(u)r sudden change, and then influence the effect of preboring.
The gradient of regular check drilling rod in the boring procedure guarantees that drilling rod is vertical, guarantees the construction quality of boring.
Method of the present invention realized when bridge pile foundation plinth stake position rock bearing capacity greater than 1000kpa or the situation of oblique rock is arranged, the pore-forming efficiency of percussive drill increases substantially, and tiltedly rock correction difficulty reduces greatly, and not only construction quality is guaranteed, and shortened the construction period, saved construction cost.
Claims (6)
1. rock mass pile foundation pore-forming preboring construction method is characterized in that, comprises following method:
Position, 5 holes is set in the drilled pile position, a centre bore position is established at center, described drilled pile position, four positions, hole on every side evenly distribute outside the described centre bore position, the described center and the equal 15cm of distance at edge, drilled pile position of position, hole around each, adopt bit model be φ 140mm down-the-hole drill to the centre bore position and on every side the position, hole hole.
2. rock mass pile foundation pore-forming preboring construction method is characterized in that, comprises following method:
Position, 3 holes is set in the drilled pile position, the center to center distance drilled pile position centre distance of each position, hole equates and the center of position, adjacent two holes becomes 120 degree angles with the connecting line of the central point of drilled pile position, the central point of each position, hole has identical distance apart from edge, drilled pile position, be 21cm, the employing bit model is that the down-the-hole drill of φ 220mm punches on each position, hole.
3. rock mass pile foundation pore-forming preboring construction method according to claim 1 is characterized in that, the impact velocity of adjusting down-the-hole drill is to adapt to different rock behavio(u)rs.
4. rock mass pile foundation pore-forming preboring construction method according to claim 2 is characterized in that, the impact velocity of adjusting down-the-hole drill is to adapt to different rock behavio(u)rs.
5. rock mass pile foundation pore-forming preboring construction method according to claim 3 is characterized in that, adopts little stroke, slow-revving boring method pore-creating when the down-the-hole drill drill bit passes through solution cavity.
6. rock mass pile foundation pore-forming preboring construction method according to claim 4 is characterized in that, adopts little stroke, slow-revving boring method pore-creating when the down-the-hole drill drill bit passes through solution cavity.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2009100851050A CN101570971B (en) | 2009-05-31 | 2009-05-31 | Rock mass pile foundation pore-forming preboring construction method |
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| CN2009100851050A CN101570971B (en) | 2009-05-31 | 2009-05-31 | Rock mass pile foundation pore-forming preboring construction method |
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| CN101570971A CN101570971A (en) | 2009-11-04 |
| CN101570971B true CN101570971B (en) | 2011-01-05 |
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Families Citing this family (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102041807B (en) * | 2010-06-12 | 2014-05-14 | 中铁十六局集团第一工程有限公司 | Dense hole preliminary loosening hard plagioclase construction technique |
| CN102071682A (en) * | 2011-01-20 | 2011-05-25 | 中铁二十二局集团有限公司 | Method for correcting inclined hole formed by high strength stratum bridge drilling pile in karst growing area |
| CN102434097A (en) * | 2011-08-23 | 2012-05-02 | 谢清光 | Rapid piling process |
| CN103147687B (en) * | 2013-02-21 | 2015-02-11 | 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 |
| CN103088832B (en) * | 2013-02-21 | 2014-12-03 | 北京鑫实路桥建设有限公司 | Annular type impact method for digging rock at bottom of drilled pile shaft |
| CN104805831A (en) * | 2015-04-09 | 2015-07-29 | 深圳市永鑫建筑工程集团有限公司 | Pore-forming method of hard rock foundation pile with large diameter |
| CN104878762A (en) * | 2015-05-15 | 2015-09-02 | 中铁三局集团有限公司 | Bored pile construction method suitable for tilt hard rock section |
| CN106759282B (en) * | 2016-12-30 | 2018-03-20 | 安徽省建筑科学研究设计院 | A kind of mechanical hole building method of super-large diameter hard rock bored concrete pile half |
| CN107143281B (en) * | 2017-05-18 | 2019-03-26 | 浙江省地矿建设有限公司 | The method of construction bored concrete pile |
| CN107620316B (en) * | 2017-09-27 | 2021-02-26 | 中铁二十局集团第一工程有限公司 | Rock riverbed large-volume deepwater foundation construction method |
| CN107503345B (en) * | 2017-09-27 | 2019-09-27 | 中铁二十局集团有限公司 | A kind of deep water foundation pile foundation construction process |
| CN108193671A (en) * | 2017-12-15 | 2018-06-22 | 中铁上海工程局集团有限公司 | For the weight dangerous region super-large diameter pile foundation drilling construction method of alpine terrain landforms |
| CN112502136A (en) * | 2020-11-10 | 2021-03-16 | 中铁十九局集团第五工程有限公司 | Construction method for rotary digging pile of bridge hard rock |
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