CN102191773A - Big-diameter oblique socketed pile construction method - Google Patents
Big-diameter oblique socketed pile construction method Download PDFInfo
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- CN102191773A CN102191773A CN 201010127499 CN201010127499A CN102191773A CN 102191773 A CN102191773 A CN 102191773A CN 201010127499 CN201010127499 CN 201010127499 CN 201010127499 A CN201010127499 A CN 201010127499A CN 102191773 A CN102191773 A CN 102191773A
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- 238000010276 construction Methods 0.000 title abstract description 23
- 238000000034 method Methods 0.000 claims abstract description 36
- 239000011435 rock Substances 0.000 claims abstract description 31
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 238000005553 drilling Methods 0.000 claims abstract description 14
- 230000003014 reinforcing effect Effects 0.000 claims description 40
- 238000005516 engineering process Methods 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 230000000694 effects Effects 0.000 claims description 5
- 239000002689 soil Substances 0.000 claims description 5
- 230000009471 action Effects 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 4
- 238000011900 installation process Methods 0.000 claims description 4
- 230000006837 decompression Effects 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 230000008569 process Effects 0.000 abstract description 10
- 230000002787 reinforcement Effects 0.000 abstract 6
- 230000015572 biosynthetic process Effects 0.000 abstract 2
- 238000013461 design Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 238000000205 computational method Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000909536 Gobiesocidae Species 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000002604 ultrasonography Methods 0.000 description 1
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Abstract
The invention discloses a system implementation method of big-diameter oblique socketed pile construction. On the basis of summarizing the socketed pile construction process flow, a bit pressure determination method of oblique socketed pile hole formation is researched according to the characteristics of oblique pile socketed rock, and methods of reinforcement cage placement and concrete pouring are improved. The method mainly comprises the following steps of: (1) drilling and hole formation process; (2) reinforcement cage placement; and (3) concrete pouring. Aiming at the problem of deformation when the oblique pile socketed reinforcement cage is placed, a method for placing the reinforcement cage by the coordination of a crane boom and hoisting is designed and provided, the placing process of the reinforcement cage is improved, the placing efficiency is improved, and the engineering quality is ensured. Meanwhile, aiming at the problem that a conduit difficultly extends to the pile bottom during oblique pile socketed concrete pouring construction, a method for plunging the concrete conduit by adopting a guide rail is provided, so that the problem that the reinforcement cage is contacted is avoided, and the pile forming quality is ensured.
Description
Technical field:
The present invention designs port and pier tube pile construction technical field, particularly a kind of system's implementation method of large-diameter tilted socketed pile construction.
Background technology:
Abroad in port works, the application of tilted socketed pile is quite general at present, and its embedding rock diameter is also increasing.Domestic straight pile embedding in rock is comparatively general in construction work, bridge engineering and port works etc., also reaches φ 2600mm as Baosteel clues mountain harbour embedding rock diameter.
But tilted socketed pile is less at the application example of port works, at present only in two, three phase of Shenzhen Yantian harbour engineering, book island, Zhoushan, Zhejiang Kingsoft petrochemical industry oil jetty engineering and Wuhan Yangluo trans-container transshipment center harbour engineering, obtain certain application, its embedding rock diameter is φ 800～φ 1200mm, gradient was generally 7: 1～5: 1, and the used rig of constructing is hydraulic drill rig.Two, three phase of Shenzhen Yantian harbor district harbour engineering (four boat offices undertake the construction of) wherein, oblique stem stem embedding rock diameter is φ 1200mm, pile body gradient 6: 1, tiltedly pile embedding in rock has adopted Japanese products L-3 type inclined drill and Germany product B6 type inclined drill respectively.L-3 type rig peak torque 30kNm, to the drill bit 500kN that exerts pressure, rig deadweight 140kN; B6 type rig peak torque 95kNm, to the drill bit 800kN that exerts pressure, rig deadweight 210kN.Petrochemical industry oil jetty, Kingsoft, book island, Zhoushan, Zhejiang engineering (three boat offices undertake the construction of), the oblique stem stem socketed pile of part pile foundation diameter is φ 1200mm, and the pile body gradient is 5: 1, and tiltedly pile embedding in rock has adopted east, Nanjing to rise the ZSD-150 type inclined drill that company produces.ZSD-150 type rig peak torque 80kNm, to the drill bit 200kN that exerts pressure, rig deadweight 160kN.Wuhan Yangluo trans-container transshipment center harbour engineering (three boat offices undertake the construction of), oblique stem stem socketed pile diameter is φ 1000mm, and the pile body gradient is 7: 1, and employing GPS-150 type circles round and implements oblique pile embedding in rock after rig is transformed chassis structure.
More than these engineering embedding rock maximum gauges φ 1200mm, along with the deep water and the large scale development of harbour, under complex geological condition, the straight stake of embedding rock will just can meet the demands above φ 1200mm.External tilted socketed pile construction equipment costs an arm and a leg, and domestic the construction at the oblique embedding rock of major diameter still is in space state, do not have corresponding construction experience, lacks the oblique embedding rock construction equipment and the producer of specialty.
Summary of the invention:
In order to solve the problems of the technologies described above, the present invention proposes a kind of system's implementation method of large-diameter tilted socketed pile construction.This method is on the basis of summing up the socketed pile construction technology process, and the characteristics that are primarily aimed at oblique pile embedding in rock have been studied the process with concreting of laying that the pressure of the drill of tilted socketed pile pore-forming is determined method, improved reinforcing cage.
The concrete scheme of foregoing invention method comprises the steps:
(1) drilling and forming hole technology;
(2) reinforcing cage is laid;
(3) concrete pouring;
It is characterized in that,
When creeping in the weak soil layer in the described step (1) in steel bushing, adopt the comb teeth shape drag bit to creep into; When entering the rock stratum, adopt roller bit cutting, and hydraulic power is set to constant voltage and creeps into; When described rig crept in the rock stratum, because the effect of drilling tool and balancing weight can be implemented decompression and creep into, the pressure of the drill that hydraulic power head applies generally only was 50kN.
Strengthen the method for rigidity except taking in the described step (2), when transportation and installation reinforcing cage, also adopt special-purpose lifting bracket to lay; The angle of inclination of described lifting bracket is consistent with the slope of stake, and lifting bracket is as the carriage of reinforcing cage in the installation process, and the distortion when having avoided reinforcing cage to tilt under action of gravity has guaranteed reinforcing bar position in concrete pile.
The shaped steel guide rail of complex trace is set in reinforcing cage in the described step (3), simultaneously, and guiding device is set on tremie, per three joint conduits are provided with a guider; During described catheter placement, the equally distributed guide rail of per pass guarantees no matter how pile body rotates, and can both guarantee that guider is stuck on the guide rail, make tremie go deep into the hole smoothly along guide rail at the bottom of, be unlikely to collide reinforcing cage.
In the such scheme, the quantity of described shaped steel guide rail is 6 roads.
The advantage of the inventive method is:
The problem of distortion when 1) laying at oblique pile embedding in rock reinforcing cage designs and has proposed the method that crane boom cooperates lifting to lay reinforcing cage, has improved the technology of laying of reinforcing cage, has improved and has laid efficient, has guaranteed workmanship.
Problem at the bottom of the conduit difficulty stretches into during 2) at the concrete pouring construction of oblique pile embedding in rock has proposed to adopt guide rail to sink to the method for tremie, has avoided the problem of collision reinforcing cage, has guaranteed pile quality.
Description of drawings:
Further specify the present invention below in conjunction with the drawings and specific embodiments.
Fig. 1 lays for the taper pile reinforcing cage and concrete spouting technology schematic diagram.
Wherein label list is shown:
The cast-in-place cushion cap of 101-; The 102-hoist engine; 103-lifting bracket (h=15m); The spacing saddle of 104-;
The cross crampon of 105-(sliding up and down) in spacing saddle upper edge stake axially bored line direction;
The reinforced concrete conduit of 106-; 107-reinforcing cage positioning and guiding wheel; The 108-reinforcing cage;
109-φ 100mm steel pipe (2); The 110-guider; 111-reinforcing cage bottom (tapered).
Fig. 2 a and Fig. 2 b are that the taper pile reinforcing cage is laid process schematic representation for the lifting drilling cramp.
Fig. 3 is provided with schematic diagram for guide rail in the reinforcing cage.
Wherein label list is shown:
The 301-steel bushing; 302-ultrasound examination pipe (3);
303-" " shape concrete surface elevation detector tube: 304-reinforcing cage;
305-" I " shape concrete pipe guide rail.
Fig. 4 a is a tremie guiding device structure chart.
Fig. 4 b is the 1-1 sectional drawing of Fig. 4 a.
The specific embodiment:
For technological means, creation characteristic that the present invention is realized, reach purpose and effect is easy to understand, below in conjunction with concrete diagram, further set forth the present invention.
The present invention is on the basis of summing up the socketed pile construction technology process, the characteristics that are primarily aimed at oblique pile embedding in rock have been studied the process with concreting of laying that the pressure of the drill of tilted socketed pile pore-forming is determined method, improved reinforcing cage, and on the method that existing pile quality detects, improved the quality determining method of tilted socketed pile.
The construction technology of tilted socketed pile and the technology of existing straight pile embedding in rock are roughly the same, also comprise steady stake, set up drilling platform, pore-forming, clear hole, lay reinforcing cage, build step such as underwater concrete.Only owing to bore inclining, the gravitate influence causes the off-axis of holing easily.So carried out corresponding research in this subject study process, and formulated relevant improving one's methods.
(1) drilling and forming hole technology;
Drilling and forming hole technology at the geological conditions of correlation engineering, is studied and has been summed up the computational methods of the pressure of the drill under study for action, and designs and study in conjunction with the actual the pressure of the drill that carried out of engineering.
Such as, the weak soil covering layer of foreign mountain deep water harbor engineering socketed pile construction area various degrees, seminar has proposed different drilling methods at the nonhomogeneous hardness of weak soil and rock.When creeping in the weak soil layer in steel bushing, adopt the comb teeth shape drag bit to creep into; When entering the rock stratum, adopt roller bit cutting, and hydraulic power is set to constant voltage and creeps into.
The parameter of taper pile drilling and forming hole comprises rotating speed and the pressure of the drill of rig.Wherein according to construction experience, when holing in the medium weathering rock, rotation speed n is that 9～12r/min is comparatively suitable.The computational methods of the pressure of the drill have been proposed in the subject study.
Creep into gross pressure (total the pressure of the drill) P=qfb
Wherein q---specific pressure according to geologic report, checks in q=300～350kgf/cm;
The overlap coefficient that f---drill bit cutter is arranged, f=1.1;
The broken rock zone width of b---radial direction, b=75cm.
Calculate P=248～289kN, get P=270kN.
When creeping in the rock stratum, the pressure of the drill P that the rig hydraulic power head applies
zShould be:
P
z＝P-G＝270kN-220kN＝50kN
Wherein G is the gross weight of drilling rod, drilling tool.
Be rig when creeping in the rock stratum, because the effect of drilling tool and balancing weight can be implemented decompression and creep into, the pressure of the drill that hydraulic power head applies generally only is 50kN.
(2) reinforcing cage is laid;
The reinforcing cage deadweight of Big-Diameter Rock-Embedded Pile is bigger usually; weigh 40～50 tons, and the reinforcing cage of oblique pile embedding in rock is when mounted owing to pile body inclining, in the easy flexural deformation of deadweight effect descending reinforcing cage; influence the thickness of protection tier of socketed pile, thereby influence pile quality.
Distortion in the reinforcing cage installation process by in conjunction with the carrying out of engineering construction, except taking to strengthen the method for rigidity, also proposes in transportation with when installing and has designed special-purpose lifting bracket and laid.The angle of inclination of support is consistent with the slope of stake; lifting bracket is as the carriage of reinforcing cage in the installation process; distortion when having avoided reinforcing cage to tilt under action of gravity has guaranteed reinforcing bar position in concrete pile, just guarantees that also thickness of protection tier can meet design requirement.Fig. 1 is seen in the installation of reinforcing cage, and special-purpose lifting bracket structure is seen Fig. 2 a and Fig. 2 b.
(3) concreting;
Underwater concreting adopts the conduit method of returning back to top to carry out too, promptly go deep into the hole by conduit at the bottom of, by concreting with a mud hole that returns back to top out.When tilted socketed pile was constructed, the very big degree of the slope of pile body had increased the difficulty of laying of conduit, can touch rebar cylinder mould during catheter installation and cause the reinforcing cage distortion.The collision of conduit and reinforcing cage can be that conduit is stretched less than at the bottom of the stake when serious, perhaps comes off, and influences the quality of pile.Therefore conventional straight stake catheter placement method has been not suitable for tiltedly using in the pile embedding in rock construction, must propose the special method at oblique pile embedding in rock.
Seminar is after process a large amount of investigation and research for this reason, proposed to be provided with the method for conduit guide rail in the reinforcing cage inboard, the shaped steel guide rail (6 road guide rails are set in the taper pile reinforcing cage of foreign mountain engineering 1500mm) of respective numbers promptly is set in reinforcing cage, and the way of reinforcing cage and guide rail as shown in Figure 3.Simultaneously, and guiding device is set on tremie, per three joint conduits (about 9m) are provided with a guider, and guider sees Fig. 4 a and Fig. 4 b for details.
During catheter placement, the equally distributed guide rail in six roads guarantees no matter how pile body rotates, and can both guarantee that guider is stuck on the guide rail, make tremie go deep into the hole smoothly along guide rail at the bottom of, be unlikely to collide reinforcing cage.The very big degree of this improvement guaranteed concreting smoothly, guaranteed pile quality.
More than show and described basic principle of the present invention and principal character and advantage of the present invention.The technician of the industry should understand; the present invention is not restricted to the described embodiments; that describes in the foregoing description and the manual just illustrates principle of the present invention; without departing from the spirit and scope of the present invention; the present invention also has various changes and modifications, and these changes and improvements all fall in the claimed scope of the invention.The claimed scope of the present invention is defined by appending claims and equivalent thereof.
Claims (2)
1. the large-diameter tilted socketed pile job practices comprises the steps:
(1) drilling and forming hole technology;
(2) reinforcing cage is laid;
(3) concrete pouring;
It is characterized in that,
When creeping in the weak soil layer in the described step (1) in steel bushing, adopt the comb teeth shape drag bit to creep into; When entering the rock stratum, adopt roller bit cutting, and hydraulic power is set to constant voltage and creeps into; When described rig crept in the rock stratum, because the effect of drilling tool and balancing weight can be implemented decompression and creep into, the pressure of the drill that hydraulic power head applies generally only was 50kN.
Strengthen the method for rigidity except taking in the described step (2), when transportation and installation reinforcing cage, also adopt special-purpose lifting bracket to lay; The angle of inclination of described lifting bracket is consistent with the slope of stake, and lifting bracket is as the carriage of reinforcing cage in the installation process, and the distortion when having avoided reinforcing cage to tilt under action of gravity has guaranteed reinforcing bar position in concrete pile.
The shaped steel guide rail of complex trace is set in reinforcing cage in the described step (3), simultaneously, and guiding device is set on tremie, per three joint conduits are provided with a guider; During described catheter placement, the equally distributed guide rail of per pass guarantees no matter how pile body rotates, and can both guarantee that guider is stuck on the guide rail, make tremie go deep into the hole smoothly along guide rail at the bottom of, be unlikely to collide reinforcing cage.
2. according to the large-diameter tilted socketed pile job practices of claim 1, it is characterized in that the quantity of described shaped steel guide rail is 6 roads.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010127499 CN102191773A (en) | 2010-03-18 | 2010-03-18 | Big-diameter oblique socketed pile construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201010127499 CN102191773A (en) | 2010-03-18 | 2010-03-18 | Big-diameter oblique socketed pile construction method |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102628336A (en) * | 2012-05-07 | 2012-08-08 | 邢占东 | Batter pile construction drilling machine and construction method |
| CN103410150A (en) * | 2013-07-24 | 2013-11-27 | 中铁大桥局股份有限公司 | Guide structure of guide pipe and underwater concrete pouring method for raking pile and adopting guide structure |
| CN105862914A (en) * | 2016-04-18 | 2016-08-17 | 西南交通大学 | Method for obstructing influences of additional load on ground on lower close-spaced tunnel |
| CN106639870A (en) * | 2016-12-21 | 2017-05-10 | 中交第三航务工程局有限公司宁波分公司 | Drilling hole-forming process of rock-socketed pile |
| CN106759278A (en) * | 2016-12-14 | 2017-05-31 | 中国十七冶集团有限公司 | A kind of construction method of high inclination-angle taper pile steel reinforcement cage decentralization |
| CN108386141A (en) * | 2018-04-24 | 2018-08-10 | 上海兴怡基础工程有限公司 | A kind of combined type multistage dewatering well drilling rod |
| CN111663892A (en) * | 2020-05-05 | 2020-09-15 | 江西省地质工程(集团)公司 | Rock-socketed inclined pile impact drilling pile-forming construction process |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001348866A (en) * | 2000-06-09 | 2001-12-21 | Marugo Foundation Corp | Work execution method for cast-in-place steel pipe concrete pile by all-casing construction method |
| CN1763317A (en) * | 2005-05-26 | 2006-04-26 | 广东省航盛工程有限公司 | Construction method for large-diameter tilted socketed pile |
-
2010
- 2010-03-18 CN CN 201010127499 patent/CN102191773A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001348866A (en) * | 2000-06-09 | 2001-12-21 | Marugo Foundation Corp | Work execution method for cast-in-place steel pipe concrete pile by all-casing construction method |
| CN1763317A (en) * | 2005-05-26 | 2006-04-26 | 广东省航盛工程有限公司 | Construction method for large-diameter tilted socketed pile |
Non-Patent Citations (2)
| Title |
|---|
| 《探矿工程》 20070131 石飞轮 武汉天兴洲长江大桥大口径嵌岩桩钻孔施工技术 24-26，29 , 第1期 * |
| 《水运工程》 20081031 顾祥奎 大直径斜桩嵌岩在洋山三期工程中的应用 109-112，119 , 第10期 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102628336A (en) * | 2012-05-07 | 2012-08-08 | 邢占东 | Batter pile construction drilling machine and construction method |
| CN103410150A (en) * | 2013-07-24 | 2013-11-27 | 中铁大桥局股份有限公司 | Guide structure of guide pipe and underwater concrete pouring method for raking pile and adopting guide structure |
| CN105862914A (en) * | 2016-04-18 | 2016-08-17 | 西南交通大学 | Method for obstructing influences of additional load on ground on lower close-spaced tunnel |
| CN105862914B (en) * | 2016-04-18 | 2018-03-09 | 西南交通大学 | A kind of method separated ground additional load and influenceed on bottom proximity tunnel |
| CN106759278A (en) * | 2016-12-14 | 2017-05-31 | 中国十七冶集团有限公司 | A kind of construction method of high inclination-angle taper pile steel reinforcement cage decentralization |
| CN106639870A (en) * | 2016-12-21 | 2017-05-10 | 中交第三航务工程局有限公司宁波分公司 | Drilling hole-forming process of rock-socketed pile |
| CN106639870B (en) * | 2016-12-21 | 2018-11-30 | 中交第三航务工程局有限公司宁波分公司 | A kind of drilling and forming hole technique of embedded rock pile |
| CN108386141A (en) * | 2018-04-24 | 2018-08-10 | 上海兴怡基础工程有限公司 | A kind of combined type multistage dewatering well drilling rod |
| CN111663892A (en) * | 2020-05-05 | 2020-09-15 | 江西省地质工程(集团)公司 | Rock-socketed inclined pile impact drilling pile-forming construction process |
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Application publication date: 20110921 |