CN101586340A - Preconditioning process of continuous wall for weak weathering terrane grooving construction - Google Patents
Preconditioning process of continuous wall for weak weathering terrane grooving construction Download PDFInfo
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- CN101586340A CN101586340A CNA200910040294XA CN200910040294A CN101586340A CN 101586340 A CN101586340 A CN 101586340A CN A200910040294X A CNA200910040294X A CN A200910040294XA CN 200910040294 A CN200910040294 A CN 200910040294A CN 101586340 A CN101586340 A CN 101586340A
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Abstract
The present invention provides a preconditioning process of a continuous wall for the weak weathering terrane grooving construction, firstly determining a main guide hole and an assistant guide hole, then implementing a prepared hole to the main and the assistant guide holes during the construction process of each weak weathering rock geologic continuous wall, then diving into the guide holes, and grabbing a groove by using a hydraulic crab bucket grooving machine, and then enciphering the grooving hole, finally grooving by repairing the groove through the hydraulic crab bucket grooving machine. The process of the invention is capable of improving the construction quality greatly and avoiding a plurality of difficulties of punching the rock and forming the hole, thus it is capable of ensuring the continuous wall to be completed in a prospective time, and providing a golden and well-knit foundation for a pressing engineering construction period.
Description
Technical field
The present invention relates to the engineering foundation pit enclosure structure construction technology in a kind of building field, relate in particular to a kind of technology that improves grooving speed when running into competent bed in a kind of continuous wall trench underground construction.
Background technology
In the construction of engineering foundation pit enclosure structure; run into hard rock stratum through regular meeting; if adopt conventional job practices to become pilot hole grooving again with block stamp exactly; this technology effect when the construction of common soil layer is obvious, but when running into local rock formation, during the special location of particularly tilt rock and hardening suddenly, tomography etc.; just there is quite a lot of problem; at first being that progress is slow, secondly is to damage block stamp easily, phenomenons such as card hammer, inclined to one side hole and the hole that collapses also can often occur.Both have problems and handle, cause the delay of duration again to engineering construction.At this situation, the present invention adopts a kind of advance borehole preliminary treatment to become the technology of pilot hole by before carrying out a machine punching trenching construction at the groove width of cloth that the rock stratum is arranged, and has solved this difficult problem effectively.This technology is used together and in the civil works of station in No. three line north of the Guangzhou track traffic section of prolonging, and only just finishes in ten days after the groove section that makes it to finish in two months approximately, and effect is remarkable.
Summary of the invention
The defective that purpose of the present invention exists at existing construction technology just by in the construction of diaphragm wall gentle breeze strata structure, is taked earlier to shift to an earlier date drilled drawing-core and is handled in groove width of cloth pilot hole, carry out a machine punching trenching construction again.Use this method, can improve diaphragm wall grooving speed and efficient, quality in the gentle breeze rock stratum widely.
For achieving the above object, technical scheme of the present invention is as follows: the pretreating process of a kind of diaphragm wall in weak weathering terrane grooving is made of following steps at least:
(1), at first lead the wall preparation of construction, measure unwrapping wire, reserve center line, perform sign, and make main pilot hole and auxilliary pilot hole according to pile center's line position by design stake position;
(2), the underground construction of diaphragm wall groove width of cloth is taked job-hopping construction, adopt auger that the main pilot hole of each width of cloth diaphragm wall and auxilliary pilot hole are carried out prebored hole and loose core, and guarantee that the verticality of holing and position are in the pilot hole scope of rushing in;
(3), utilizing punching stake machine respectively main pilot hole and auxilliary pilot hole to be carried out pilot hole rushes in;
(4), adopt the hydraulic grab groover to grab groove;
(5), slotted eye is repaiied in encryption;
(6), finally utilize the hydraulic grab groover to repair the groove grooving to repairing the slotted eye position.
The further technical measures of the present invention are, the described prebored hole of step b is loosed core and is meant main pilot hole and 2-3 hole of auxilliary pilot hole preboring so that precracking is carried out in the rock stratum.
The technology of the present invention is characterised in that, utilizes in the drilled drawing-core process and beat earlier many several holes on main and auxiliary pilot hole position, makes hard little decomposed rock structure generation plane of fracture that is damaged, and makes ensuing punching ram machine construction light, and grooving is slagged tap conveniently.
Compared with prior art, the present invention has following marked improvement and outstanding feature: take to shift to an earlier date drilling construction with the geology exploratory drilling rig in the groove width of cloth pilot hole position of gentle breeze rock stratum earlier in the pilot hole position, so that follow-up punching stake machine is carrying out pilot hole when construction, it is easy to rush in pore-forming.Be applicable to the Foundation Design such as diaphragm wall, punching castinplace pile of gentle breeze rock stratum, improved construction quality widely and avoided a lot of difficulties towards the rock pore-forming, though increase to some extent on the cost, but guaranteed that diaphragm wall finishes in the time of expection, for the urgent duration of engineering provides the valuable sturdy basis of trying to meet the deadline for the project.
Description of drawings
The invention will be further described below in conjunction with drawings and Examples.
Fig. 1 is the grooving plan view of the embodiment of the invention;
Fig. 2 is technology realization flow figure of the present invention.
The specific embodiment
As shown in Figure 2, the pretreating process implementation step of diaphragm wall in weak weathering terrane grooving is:
One, at first do following preparation of construction:
1, before the construction of diaphragm wall pore-forming preboring, answers the detail knowledge engineering geological condition, work out special constructure scheme, carry out technological design according to selected Work machine.
2, the cleaning operation platform is removed ground obstacle, and the scope of operation is determined according to the plant equipment desired location.
3, measurement and positioning is reserved center line by design stake position, performs sign, and makes the position, preliminary treatment hole of main pilot hole and auxilliary pilot hole according to pile center's line position.
Two, rig pore-forming
1, smart steel auger frame moves in place fixing through the steel pipe guide rail after the demarcation debugging is qualified, should be firm after rig is in place, and guarantee the base level.Rig vertical shaft center, head sheave center and center, aperture must be on same vertical lines.Should guarantee rig not run-off the straight in the process of boring core, displacement, the boring perpendicularity deviation is not more than 1%.When the distance of stake end face and rig substructure is big, orifice tube should be installed, orifice tube should be vertically and be firm.
2, drill bit and drilling rod connect
Drilling rod adopts spiral way to connect with being connected of drilling rod, and according to the continuous extension arm length of drilling depth, diameter is 50mm.Latch with the latch position of drilling rod bottom after drill bit is inserted in inserts, and drill bit engages with the groove of drill bit axis by latch with the co-rotation of drilling rod to be finished.
3, boring
The construction of diaphragm wall groove width of cloth takes the job-hopping construction (in the continuous wall trench construction, construct simultaneously for avoiding the adjacent slot width of cloth, cause the adjacent slot section to produce soil disturbance each other and produce quality accident such as cave in, so take compartment construction by stages), as shown in Figure 1, to A in the first phase groove width of cloth, B and C number main pilot hole and auxilliary pilot hole carry out the pore-forming preliminary treatment, adopting earlier two smart steel augers that main pilot hole and auxilliary pilot hole are carried out prebored hole looses core, promptly in the middle preboring 2-3 hole of each main pilot hole and auxilliary pilot hole being loosed core in the rock stratum, guarantee that simultaneously the verticality of holing and position are in the pilot hole scope of rushing in.
Above-mentioned main pilot hole and auxilliary pilot hole should be noted in boring procedure: check the stability of frame before the boring, after checking and check stake position and verticality and meeting the demands.Open motor and begin boring, according to drilling depth and rock stratum geological condition by main manipulator by the velocity of rotation of motor with reducing gear adjustment drilling rod.Each drilling depth is than the dark 0.5m of design diaphragm wall depth of pore forming, and the displacement of water pump is 50～160L/min, and pump pressure is 1.0～2.0MPa.This also must observe the operating condition of rig and the verticality situation of drilling rod etc. at any time in the drilling process.
Three, punching stake machine pore-forming
Main and auxiliary pilot hole through smart steel auger preboring behind 2-3 hole, then arrange punching stake equipment that the punching pile driving construction is carried out in this pilot hole position, earlier the pilot hole position is rushed in, rush in assisting the pilot hole position then.Pilot hole adopts the identical aperture of diaphragm wall gauge to carry out punching, and its construction technology is the same with common punching stake pore-forming.
Four, repair groove, grooving
After main and auxiliary pilot hole is rushed in, adopt the hydraulic grab groover to grab groove, encrypt again and repair slotted eye, grabbing after groove finishes, grab if any part that groove can not be completed, also need further to carry out punching again, repair the groove grooving with the hydraulic grab groover one by one to repairing the slotted eye position then, equally finish the subsequent handling construction of diaphragm wall at last according to common construction technology.
See table, show No. three line north of the Guangzhou Track Traffic section of prolonging with adopting and do not adopt the pretreated benefit contrast of pore-forming with station one width of cloth diaphragm wall:
Prove through field practice, increase to some extent though use on this invention cost, but inclined to one side hole, card hammer phenomenon have been avoided clearly, repairing the hammer frequency also reduces significantly, and by the continuous productive process of boring with punching, duration of rock geology construction of diaphragm wall there has been the guarantee of controllability, has been highly suitable for the Foundation Design such as diaphragm wall, punching castinplace pile of gentle breeze rock stratum, particularly provide technical support the reduction of erection time.
Above content is in conjunction with further describing that concrete main embodiment is done, and can not assert that concrete enforcement of the present invention is confined to these explanations.Those skilled in the art without departing from the inventive concept of the premise, some other technology of done accurately, the deduction or replace that beautify, all should belong to protection scope of the present invention.
Claims (2)
1, the pretreating process of a kind of diaphragm wall in weak weathering terrane grooving is characterized in that, may further comprise the steps:
A, at first lead the wall preparation of construction, measure unwrapping wire, reserve center line, perform sign, and make the position of main pilot hole and auxilliary pilot hole according to pile center's line position by design stake position;
B, the underground construction of diaphragm wall groove width of cloth is taked job-hopping construction, adopt auger that the main pilot hole of each width of cloth diaphragm wall and auxilliary pilot hole are carried out prebored hole and loose core, and guarantee that the verticality of holing and position are in the pilot hole scope of rushing in;
C, utilize punching stake machine respectively main pilot hole and auxilliary pilot hole to be carried out pilot hole to rush in;
D, employing hydraulic grab groover are grabbed groove;
Slotted eye is repaiied in e, encryption;
F, repair the groove grooving to repairing the slotted eye position with the hydraulic grab groover.
2, according to the pretreating process of the described diaphragm wall of claim 1 in weak weathering terrane grooving, it is characterized in that: the described prebored hole of step b is loosed core and is meant 2-3 hole of main and auxiliary pilot hole preboring so that precracking is carried out in the rock stratum.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA200910040294XA CN101586340A (en) | 2009-06-17 | 2009-06-17 | Preconditioning process of continuous wall for weak weathering terrane grooving construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA200910040294XA CN101586340A (en) | 2009-06-17 | 2009-06-17 | Preconditioning process of continuous wall for weak weathering terrane grooving construction |
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| CN101586340A true CN101586340A (en) | 2009-11-25 |
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| CNA200910040294XA Pending CN101586340A (en) | 2009-06-17 | 2009-06-17 | Preconditioning process of continuous wall for weak weathering terrane grooving construction |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101892676A (en) * | 2010-07-23 | 2010-11-24 | 中铁四局集团第五工程有限公司 | Percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area |
| CN102979102A (en) * | 2012-12-11 | 2013-03-20 | 同济大学建筑设计研究院(集团)有限公司 | Open-excavation sequential-operation deformation-control design method for deep and large circular foundation ditch in soft soil areas |
| CN103437341A (en) * | 2013-07-29 | 2013-12-11 | 中铁十六局集团北京轨道交通工程建设有限公司 | Effective grooving construction method for underground continuous wall in slightly-weathered limestone with overlying sandy soil |
| CN103628500A (en) * | 2013-11-14 | 2014-03-12 | 广东华隧建设股份有限公司 | Grooving construction method for underground diaphragm wall in water-rich roundstone stratum |
| CN103967024A (en) * | 2013-01-25 | 2014-08-06 | 深圳市勘察测绘院有限公司 | United construction method for forming holes and grooves in deep sandy gravel stratum |
| CN104452776A (en) * | 2014-11-19 | 2015-03-25 | 中铁十八局集团第一工程有限公司 | Construction treatment method for underground diaphragm wall meeting with boulders |
| CN104762989A (en) * | 2015-04-07 | 2015-07-08 | 中国建筑第六工程局有限公司 | Method for speeding up diaphragm retaining wall construction at hard rock strata |
| 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 |
| CN104895130A (en) * | 2015-05-15 | 2015-09-09 | 中铁三局集团有限公司 | Underground continuous wall construction method applicable to inclined hard rock section |
| CN105804057A (en) * | 2016-04-28 | 2016-07-27 | 中国水电基础局有限公司 | Construction method for concrete diaphragm wall of deep bedrock |
| CN105971502A (en) * | 2016-04-28 | 2016-09-28 | 中国水电基础局有限公司 | Deep and thick bed rock composite grooving method |
| CN107142924A (en) * | 2017-05-02 | 2017-09-08 | 广东省穗安地基工程公司 | Construction method of underground continuous wall in a kind of deep light weathered granite |
-
2009
- 2009-06-17 CN CNA200910040294XA patent/CN101586340A/en active Pending
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101892676A (en) * | 2010-07-23 | 2010-11-24 | 中铁四局集团第五工程有限公司 | Percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area |
| CN102979102B (en) * | 2012-12-11 | 2015-04-22 | 同济大学建筑设计研究院(集团)有限公司 | Open-excavation sequential-operation deformation-control design method for deep and large circular foundation ditch in soft soil areas |
| CN102979102A (en) * | 2012-12-11 | 2013-03-20 | 同济大学建筑设计研究院(集团)有限公司 | Open-excavation sequential-operation deformation-control design method for deep and large circular foundation ditch in soft soil areas |
| CN103967024A (en) * | 2013-01-25 | 2014-08-06 | 深圳市勘察测绘院有限公司 | United construction method for forming holes and grooves in deep sandy gravel stratum |
| CN103437341A (en) * | 2013-07-29 | 2013-12-11 | 中铁十六局集团北京轨道交通工程建设有限公司 | Effective grooving construction method for underground continuous wall in slightly-weathered limestone with overlying sandy soil |
| CN103437341B (en) * | 2013-07-29 | 2015-08-26 | 中铁十六局集团北京轨道交通工程建设有限公司 | On cover effective forming construction method thereof of diaphragm wall in the micro-famp of sand |
| CN103628500A (en) * | 2013-11-14 | 2014-03-12 | 广东华隧建设股份有限公司 | Grooving construction method for underground diaphragm wall in water-rich roundstone stratum |
| CN104452776A (en) * | 2014-11-19 | 2015-03-25 | 中铁十八局集团第一工程有限公司 | Construction treatment method for underground diaphragm wall meeting with boulders |
| CN104762989A (en) * | 2015-04-07 | 2015-07-08 | 中国建筑第六工程局有限公司 | Method for speeding up diaphragm retaining wall construction at hard rock strata |
| 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 |
| CN104895130A (en) * | 2015-05-15 | 2015-09-09 | 中铁三局集团有限公司 | Underground continuous wall construction method applicable to inclined hard rock section |
| CN105804057A (en) * | 2016-04-28 | 2016-07-27 | 中国水电基础局有限公司 | Construction method for concrete diaphragm wall of deep bedrock |
| CN105971502A (en) * | 2016-04-28 | 2016-09-28 | 中国水电基础局有限公司 | Deep and thick bed rock composite grooving method |
| CN105804057B (en) * | 2016-04-28 | 2019-06-25 | 中国水电基础局有限公司 | Deep basement rock construction method for diaphragm walls |
| CN107142924A (en) * | 2017-05-02 | 2017-09-08 | 广东省穗安地基工程公司 | Construction method of underground continuous wall in a kind of deep light weathered granite |
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Open date: 20091125 |