CN102041807B - Dense hole preliminary loosening hard plagioclase construction technique - Google Patents
Dense hole preliminary loosening hard plagioclase construction technique Download PDFInfo
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- CN102041807B CN102041807B CN201010199088.6A CN201010199088A CN102041807B CN 102041807 B CN102041807 B CN 102041807B CN 201010199088 A CN201010199088 A CN 201010199088A CN 102041807 B CN102041807 B CN 102041807B
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Abstract
The invention discloses a dense hole preliminary loosening hard plagioclase construction technique, which comprises a steel sleeve follow-up drilling and production technique and drilling impact stress calculation and analysis. The dense hole preliminary loosening hard plagioclase construction technique is characterized by adopting a down-hole drill for predrilled hole positioning so as to weaken resistance of pile foundation rocks and correct inclined holes on a sloped rock surface. The dense hole preliminary loosening hard plagioclase construction technique solves the problems of high hardness of surrounding rocks, cave development and pre-drilling on the sloped rock surface, accelerates the drill footage of a carst strong development stratum pile foundation, corrects the inclined holes on the sloped rock surface, and has high engineering precision.
Description
Technical field
The invention belongs to field of civil engineering, particularly relate to a kind of novel hard tiltedly drilled pile construction method of rock geology, slope scar inclined hole is revised in the resistance, the correction that adopt down-the-hole drill prebored hole location to weaken pile foundation rock.
Background technology
No matter built railway and domestic each road in the past, still nowadays build in a large number railway transport of passengers industrial siding (high-speed railway) and speedway, build bridge is absolutely necessary, and especially builds the ratio of high-speed railway build bridge roadbed, builds railway much higher than in the past.And drilled pile method is often taked on the basis (below ground) of building bridge, drilled pile is taked Churn drill construction method conventionally, as runs into slope scar or admant, and construction speed is extremely slow, the effort of not only taking a lot of work, and affect the duration.In order to solve this engineering roadblock, invent dense hole preliminary loosening hard plagioclase construction technique in conjunction with grand bridge slope, Beijing-Shanghai High-Speed Railway three bid sections (Tengzhou of Shandong Province is Xuzhou one by one) chaste tree river scar pile foundation construction, not only greatly accelerate drilled pile construction progress, and improved economic benefit, be one has as very promising new construction method very much.
Summary of the invention
The hard oblique rock construction method of the pre-pine of a kind of dense holes, comprises the resistance, the correction correction slope scar inclined hole that adopt down-the-hole drill prebored hole location to weaken pile foundation rock; Before Construction of Pile Bedding Boring on stake position entirety, hard scar the artificial broken rock of manufacturing, by boring multiple holes with down-the-hole drill on the scar of pile foundation stake position, described hole is diameter 210mm, and pore quantity is determined according to Pile Diameter, stake footpath 1.5m, holes 9; Stake footpath 1.25m, holes 7; Stake footpath 1.0m, holes 5, and the hole degree of depth is identical with the Pile Foundations Design degree of depth, and hole is equidistantly evenly arranged in pile foundation plane;
Described down-the-hole drill bore diameter is 105～305mm, maximum drilling depth 213m also adopts steel sleeve follow-up drilling and production technology, hard rock stratum is smashed with impactor, bore bit, the high pressure draught of air compressor is gone out rubble outside hole, with diameter 200mm drill bit, wear the heart and eccentric reaming drilling tool, after the pre-aligned pre-punching of five-point type and multipoint mode, form the hardness that hole reduces pile foundation rock, multiple holes of preboring have guide effect to prevent inclined to one side hole, pile foundation boring steel casing follow-up the impact drilling.
Accompanying drawing explanation
Schematic diagram is arranged in the boring of Fig. 1 diameter 150cm drilled pile;
Schematic diagram is arranged in the boring of Fig. 2 diameter 125cm drilled pile;
Schematic diagram is arranged in the boring of Fig. 3 diameter 100cm drilled pile.
The specific embodiment
1, prebored hole adopts SL400 type down-the-hole drill, and SL400 type down-the-hole drill is a kind of light-duty, high-efficiency multi-function track-mounted drill.This rig can adopt compressed air down-the-hole to creep on multiple stratum, coordinate U.S. Ingersoll-rand movable compressor XHP1017 (capacity 1017m3/30.3min, pressure limit 150-375psig), bore diameter 105～305mm, maximum drilling depth 213m.Be mainly used in Drilling well, monitor well, earth source heat pump hole, also can be used for the location of Bored Pile of Bridge inspecting hole and partially the correction in hole and pile foundation prebored hole reduce the hardness of pile foundation rock.
2, adopt steel sleeve follow-up drilling and production technology, solve covering layer and be difficult for a hole creating technology difficult problem, with impactor, bore bit, hard rock stratum is smashed, the high pressure draught of air compressor is gone out rubble outside hole.With diameter 200mm drill bit, wear the heart and eccentric reaming drilling tool, after the pre-aligned pre-punching of five-point type and multipoint mode, form the hardness that hole reduces pile foundation rock, multiple holes of preboring have guide effect to prevent inclined to one side hole, pile foundation boring steel casing follow-up the impact drilling, the not inclined to one side hole of pile foundation boring, drilling depth is fast.
3, in percussive drilling process, because drill bit impact energy produces impact stress to hole bed rock stone, hole bed rock stone meeting lateral deflection, crushing, the general equational method of impact fluctuation that adopts can approach true stress value.
Table 1 drill bit impact stress calculation parameter list
The forward and backward drill bit impact stress of table 2 prebored hole and bearing capacity of pile foundation ratio calculation table
Chaste tree river grand bridge Bored Pile Foundation design bearing stratum δ 0=800～1000kN/m
2limestone, the forward and backward drill bit impact stress of down-the-hole drill prebored hole and bearing capacity of pile foundation ratio are changed significantly, and the heavy difficult point pile foundation of chaste tree river grand bridge, adopts after down-the-hole drill prebored hole, pile foundation boring 24h drilling depth is generally in about 1.5～2.0m, drill footage soon, hole partially.Down-the-hole drill is large in hardness, solution cavity is grown, slope scar prebored hole, correction slope scar inclined hole, accelerates Construction of Pile Bedding Boring progress, has the features such as saving working hour, inclined hole rectifying effect are good, reasonable.
Claims (1)
1. the hard oblique rock construction method of the pre-pine of dense holes, comprises the resistance, the correction correction slope scar inclined hole that adopt down-the-hole drill prebored hole location to weaken pile foundation rock, before Construction of Pile Bedding Boring on stake position entirety, hard scar the artificial broken rock of manufacturing, by boring multiple holes with down-the-hole drill on the scar of pile foundation stake position, described hole is diameter 210mm, and pore quantity is determined according to Pile Diameter, stake footpath 1.5m, holes 9, stake footpath 1.25m, holes 7, stake footpath 1.0m, hole 5, the hole degree of depth is identical with the Pile Foundations Design degree of depth, hole is equidistantly evenly arranged in pile foundation plane, described down-the-hole drill bore diameter is 105～305mm, maximum drilling depth 213m also adopts steel sleeve follow-up drilling and production technology, with impactor, bore bit is smashed hard rock stratum, the high pressure draught of air compressor is gone out rubble outside hole, with diameter 200mm drill bit, wear the heart and eccentric reaming drilling tool, after the pre-aligned pre-punching of five-point type and multipoint mode, form the hardness that hole reduces pile foundation rock, multiple holes of preboring have guide effect to prevent inclined to one side hole, pile foundation boring steel casing follow-up the impact drilling.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010199088.6A CN102041807B (en) | 2010-06-12 | 2010-06-12 | Dense hole preliminary loosening hard plagioclase construction technique |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201010199088.6A CN102041807B (en) | 2010-06-12 | 2010-06-12 | Dense hole preliminary loosening hard plagioclase construction technique |
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| Publication Number | Publication Date |
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| CN102041807A CN102041807A (en) | 2011-05-04 |
| CN102041807B true CN102041807B (en) | 2014-05-14 |
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| CN201010199088.6A Active CN102041807B (en) | 2010-06-12 | 2010-06-12 | Dense hole preliminary loosening hard plagioclase construction technique |
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Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102434097A (en) * | 2011-08-23 | 2012-05-02 | 谢清光 | Quick pile forming process |
| CN102913132B (en) * | 2012-09-29 | 2016-06-01 | 中铁十九局集团有限公司 | Method for processing inclined rock of drilled pile near existing line karst area |
| 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 |
| 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 |
| CN104895130B (en) * | 2015-05-15 | 2017-12-22 | 中铁三局集团有限公司 | One kind is applied to tilt solid rock location construction method of underground continuous wall |
| 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 |
| 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 |
| CN108193672A (en) * | 2017-12-25 | 2018-06-22 | 上海建工二建集团有限公司 | One kind, which is enclosed, a little beats round type large area stone-filled region spiral-digging pore construction process of bored concrete pile |
| CN110306927B (en) * | 2019-07-09 | 2020-11-20 | 山东九商工程机械有限公司 | Deep hole drilling machine capable of identifying stratum and preventing drill bit from being broken |
| CN111005379A (en) * | 2019-12-02 | 2020-04-14 | 中建八局轨道交通建设有限公司 | Construction method for removing pile body of reinforced concrete cast-in-place pile |
| CN113106997B (en) * | 2021-03-26 | 2022-09-27 | 广州市建筑科学研究院有限公司 | Pile foundation construction method for pre-drilling guide hole in inclined rock stratum |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101570971A (en) * | 2009-05-31 | 2009-11-04 | 中国水利水电第四工程局有限公司 | Rock mass pile foundation pore-forming preboring construction method |
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Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101570971A (en) * | 2009-05-31 | 2009-11-04 | 中国水利水电第四工程局有限公司 | Rock mass pile foundation pore-forming preboring construction method |
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Owner name: THIRD ENGINEERING CO., LTD. OF CHINA RAILWAY 16TH Effective date: 20140115 Owner name: NO. 1 ENGINEERING CO., LTD. OF CHINA RAILWAY 16TH Free format text: FORMER OWNER: CHINA RAILWAY CONSTRUCTION ENGINEERING BUREAU NO.16 GROUP CORP., LTD. Effective date: 20140115 |
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Inventor after: Jiang Baqi Inventor after: Hu Wei Inventor after: Zheng Xianqi Inventor after: Chen Hongming Inventor after: Pan Shoudong Inventor after: Jiao Dongmei Inventor after: Chen Yamin Inventor after: Lou Min Inventor before: Jiang Baqi Inventor before: Hu Wei Inventor before: Zheng Xianqi |
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Free format text: CORRECT: INVENTOR; FROM: JIANG BAQI HU WEI ZHENG XIANQI TO: JIANG BAQI HU WEI ZHENG XIANQI CHEN HONGMING PAN SHOUDONG JIAO DONGMEI CHEN YAMIN LOU MIN Free format text: CORRECT: ADDRESS; FROM: 100018 CHAOYANG, BEIJING TO: 101300 SHUNYI, BEIJING |
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Effective date of registration: 20140115 Address after: 101300 No. 15 East Street, Shunyi, Beijing Applicant after: The First Engineering Co., Ltd. Of China Railway 16th Construction Bureau Group Applicant after: The Third Engineering Co.,Ltd.of China Railway 16th Group Applicant after: China Railway Construction Engineering Bureau No.16 Group Corp., Ltd. Address before: 100018 Beijing city Chaoyang District No. 2 North Pine dam Park Applicant before: China Railway Construction Engineering Bureau No.16 Group Corp., Ltd. |
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