CN101215835A - Hole drilling mudjack pile construction method - Google Patents
Hole drilling mudjack pile construction method Download PDFInfo
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- CN101215835A CN101215835A CNA200710306592XA CN200710306592A CN101215835A CN 101215835 A CN101215835 A CN 101215835A CN A200710306592X A CNA200710306592X A CN A200710306592XA CN 200710306592 A CN200710306592 A CN 200710306592A CN 101215835 A CN101215835 A CN 101215835A
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Abstract
A high pressure bored pile construction method of the invention belongs to the foundation piling technical field, which comprises: a drilling rig is positioned to drill a hole downward and mud protection is provided; after drilling to a required depth, using clear water for cleaning the hole; lifting a drill rod and dissembling the drill bit and inserting a reinforcement cage as soon as possible and lengthening the drill rod to the end of the hole for first hole bottom grouting; after the grouting, continuously throwing stones while in the drilling status of the drill rod; after stones are thrown in, processing the secondary hole bottom grouting and adopting concrete insertion type vibration rod for pounding to 0.6 to 1.2 m under the hole edge to ensure a dense pile top. The pile body of the invention is of concrete with no sand, has high vertical bearing ability and lateral force resistance ability. The method needs relative small construction equipment and has little construction vibration and noise, needs small construction field, can convert the foundation extension construction into the foundation extension pile construction, greatly improves vertical bearing ability of each pile, and also can process the inclined pile construction.
Description
Technical field
The invention belongs to the technical field of ground pile-driving method, be specifically related to a kind of pile-driving method of drilled pressure filling pile.
Background technology
In last century eight, the nineties, root pile is because its applicability is extensive, form of structure is flexible, cost is not high, construction is simple and direct, it has obtained a large amount of application in the reinforced soft soil ground treatment project of coastal areas such as Zhejiang, at present, still have the part object of construction production in the stake type that adopts the root pile type as composite foundation.But owing to the unmanageable reason of construction quality that himself exists, in the construction of root pile object of construction production more qualitative problems of construction has taken place.In conjunction with conventional construction technology of root pile and execution management method therefor thereof, the main cause that easily produces quality problems in the root pile work progress is as follows: (1) root pile is because its job practices is comparatively simple, and construction machinery is less demanding; (2) often too high pursuit construction speed and economic benefit in the root pile construction causes its construction quality to be difficult to construct by code requirement; (3) the traditional tree pile is constructed according to the technological process of pore-forming → put reinforcing cage → input stone → slip casting.Wherein Grouting Pipe (commonly used pvc pipe) is that reinforcing cage presets when transferring, after transferring stone, grouting pressure with 0.1～0.3MPa carries out slip casting, owing to be full of the stone of more volume in the hole, so control under the bad situation at cobble-stone diameter and grouting pressure, be difficult to guarantee the density of slip casting in the hole.
Summary of the invention
At problems of the prior art, the present invention is improved the new stake type that forms to the construction technology of root pile, can be widely used in the foundation underpinning stabilization works and the foundation pit supporting project of existing building.
Described hole drilling mudjack pile construction method is characterized in that comprising following processing step:
1) rig is in place, is drilled to the hole down, and adopts mud off;
2) be drilled into the degree of depth of requirement after, call the clear hole of clear water;
3) propose drilling rod and dismantle drill bit, insert reinforcing cage as early as possible, and with at the bottom of being lowered into the hole behind the drilling rod spreading, start high-pressure pump and carry out hole-bottom slurry-injection first, the slurries consumption reaches 70%～80% of a pore volume design load;
4) after hole-bottom slurry-injection finishes, bore the continuous stone of throwing under the moving state at drilling rod, stone no longer sinks until the aperture;
5) after stone is thrown in and finished, carry out the hole-bottom slurry-injection second time, disposable cement paste is pushed up enumerated the aperture, repeating the slip casting top lifts, when aperture stone falling occurring, add the son that rockfills immediately, until the not obvious falling of aperture cement paste liquid level, can be by the joint dead man, and remedial cementing is starched one by one, and when extracting drilling rod fully, what subsideing appearred in the aperture stone should in time mend rockfill son and cement paste, and insert with concrete plug-in type vibrating head and to smash the following 0.8-1.2 rice to the aperture, guarantee that a top portion is closely knit.
Described hole drilling mudjack pile construction method is characterized in that being drilled to the hole process under described creeps into by normal circulation technology, runs into the underground obstacle position, creeps into the starter high velocity, low pressure.
Described hole drilling mudjack pile construction method, what it is characterized in that described mud off employing is conventional mud or bentonite slurry.
Described hole drilling mudjack pile construction method is characterized in that slip casting employing neat slurry, and the weight proportion of cement paste is: cement: water=100: 50～60, the cement of employing 32.5～42.5 grades.
Described hole drilling mudjack pile construction method, the cobble-stone diameter that it is characterized in that throwing in is less than 30mm.
Described hole drilling mudjack pile construction method is characterized in that the grouting pressure of hole-bottom slurry-injection is 0.5～1.5MPa for the second time.
The present invention has adopted new pile-formation process, and pile body is a non-fine concrete, and the secure and concrete strength of pile quality can guarantee C20～C25, has higher vertical bearing capacity and lateral resisting bearing capacity.Slip casing by pressure makes pile body combine closely with stake end soil, all soil of stake, has stopped sediment of the hole bottom on the one hand, and to the reinforcement effect of the higher living compaction grouting of all local products of stake of permeability, the sedimentation and deformation that makes drilled pressure filling pile is less than the bored pile with bore on the other hand.Construction equipment disposes relative miniaturization, and vibration and noise are less during construction, and required construction plant is less, can expand the bottom application worker and become expanded bore pile, and vertical bearing capacity of single pile is significantly improved, and can also carry out the taper pile construction.
The specific embodiment
With the ground leveling, should place the long guard aperture cover of 1～2m at the drilling orifice place when creeping into without sleeve pipe behind the rig location, meet when passing through miscellaneous fill, its guard aperture cover length should adjust according to its thickness that bankets, to guarantee that the aperture can not cave in.Creep into by normal circulation technology in the rig pore forming process, run into the underground obstacle position, should creep into reliable and stable starter high velocity, low pressure, when being drilled into mucky soil or mud matter folder sandy silt soil stratum, rate of penetration should slow down.The diameter of drill bit equals design stake footpath, adopts mud off in the boring procedure, and used is conventional mud or bentonite slurry.Behind the drilling to completion, should call the clear hole of clear water, until mud balance less than 1.1, if should be in sand less than 1.25, clay class mixed soil will not clear hole with the avalanche prevention hole.Aperture mud should in time be got rid of.Propose drilling rod and dismantle drill bit behind the clear hole, insert reinforcing cage as early as possible, the reinforcing cage sinking is placed in the middle as far as possible, carries out overlap welding in the aperture during segmentation, if adopt colligation, must satisfy the requirement of construction regulation.Then with at the bottom of the following hand-hole behind the drilling rod spreading, start high-pressure pump and carry out hole-bottom slurry-injection, slurries use neat slurry, adopt the cement of 32.5～42.5 grades, the ratio of cement and water is 100: 50～60, cement water ratio can be adjusted according to aperture, hole depth, and the slurries consumption reaches 70%～80% of a pore volume design load, mixes slurrying liquid and must adopt the high-speed slurrying machine.When hole-bottom slurry-injection finishes, throw in stone immediately, require cobble-stone diameter less than 30mm, and must bore continuous lapidation under the moving state at drilling rod, stone no longer sinks until the aperture.Stone is thrown in and is finished, and carries out the hole-bottom slurry-injection second time, still adopts the straight cement slurries, and general grouting pressure is 0.5～1.5MPa.Require disposable the aperture to be enumerated on cement paste top, and repeat the slip casting top and lift 3 times, what occur that the aperture stone falls after rise adds the son that rockfills immediately, until the not obvious falling of aperture cement paste liquid level, and can be by joint dead man after-teeming slurries one by one.When extracting drilling rod fully, the aperture stone inevitable some subside, require in time to rockfill and mend slurry, and smash to below the aperture about 1.0 meters with concrete plug-in type vibrating head is slotting, guarantee that top part is closely knit.
Should note following problem in the work progress: singly carry out pulping material metering and cement grout is mixed system in strict accordance with proportioning, rationally control grouting pressure, guarantee the slip casting filling degree, the aperture must be fully overflowed in slip casting; The particle diameter of strict control stone, the continuity of lapidation, pour into volume and mend less than becoming 90% of pore volume design load, every stake must not rest in pore forming process midway, and should in time irritate stone, slip casting; Slip casting does not allow the outlet of Grouting Pipe to leave slurries midway, and outlet is embedded in the slurries; After-teeming slurries one by one in the dead man process in time rockfill during dead man fully and mend slurry, and the stake upper end is adopted and inserted a vibrating head and vibrate, and guarantees a top concrete compaction; After each slip casting is finished, must be with grouting pump, Grouting Pipe wash clean.
This worker method construction speed is fast, duration is short, be applicable to various weak soils, sand soil, clay class composite soil, the miscellaneous fill that piece stone content is lower, completely decomposed～severely-weathered rock stratum, under the general geological conditions, the total drilling depth of every bench drill machine can reach more than the 40m (Φ 300), and pile body compressive strength can reach 20～25MPa.Because institute's use engineering geological drilling rig moves, pacify and tear open conveniently, and work plane is less, can operation in small space, suitable existing building is carried out foundation underpinning or ground stabilization is handled.To existing building, bridge, box culvert, pipeline foundation underpin, end heavy, the anti-dumping consolidation process of only inclining, comprise floor addition of building, load required underpin, be suitable for piling in cement mixing pile or the rotary churning pile ground simultaneously.The anti-floating of existing basement is reinforced and the anchor ingot basis of bearing pulling capacity, and expanding the die bed drilled pressure filling pile is well behaved uplift pile.The basis support engineering, be provided with in the bored pile campshed as non-occlusal pattern drilled pressure filling pile make it to keep off soil again can antiseepage, in small-sized foundation ditch such as underground upper pipe working well, received well etc. directly as the native campshed of retaining etc.Reinforce higher factory building of existing ground service load and warehouse terrace.When the terrace area is big, service load is big and thickness of soft soil when surpassing 20m, can adopt with the drilled pressure filling pile is the control pile sinking, forms polynary composite foundation pattern in conjunction with high-pressure rotary jet grouting pile, composite foundation and reinforces existing terrace.Narrow and small when the construction plant of new construction, the surrounding buildings thing is intensive, it is narrow and small and soil compaction, vibration had higher requirement for restriction to import and export bridge, when being difficult to adopt static pressure pipe pile or bored pile, can use this type.Also can be used for ground base enforcement, upper side slope stabilization and reinforcement to ancient building etc.
Claims (6)
1. hole drilling mudjack pile construction method is characterized in that comprising following processing step:
1) rig is in place, is drilled to the hole down, and adopts mud off;
2) be drilled into the degree of depth of requirement after, call the clear hole of clear water;
3) propose drilling rod and dismantle drill bit, insert reinforcing cage as early as possible, and with at the bottom of being lowered into the hole behind the drilling rod spreading, start high-pressure pump and carry out hole-bottom slurry-injection first, the slurries consumption reaches 70%～80% of a pore volume design load;
4) after hole-bottom slurry-injection finishes, bore the continuous stone of throwing under the moving state at drilling rod, stone no longer sinks until the aperture;
5) after stone is thrown in and finished, carry out the hole-bottom slurry-injection second time, disposable cement paste is pushed up enumerated the aperture, repeating the slip casting top lifts, when aperture stone falling occurring, add the son that rockfills immediately, until the not obvious falling of aperture cement paste liquid level, can be by the joint dead man, and remedial cementing is starched one by one, and when extracting drilling rod fully, what subsideing appearred in the aperture stone should in time mend rockfill son and cement paste, and insert with concrete plug-in type vibrating head and to smash the following 0.8-1.2 rice to the aperture, guarantee that a top portion is closely knit.
2. hole drilling mudjack pile construction method as claimed in claim 1 is characterized in that being drilled to the hole process under described creeps into by normal circulation technology, runs into the underground obstacle position, creeps into the starter high velocity, low pressure.
3. hole drilling mudjack pile construction method as claimed in claim 1, what it is characterized in that described mud off employing is conventional mud or bentonite slurry.
4. hole drilling mudjack pile construction method as claimed in claim 1 is characterized in that slip casting employing neat slurry, and the weight proportion of cement paste is: cement: water=100: 50～60, the cement of employing 32.5～42.5 grades.
5. hole drilling mudjack pile construction method as claimed in claim 1, the cobble-stone diameter that it is characterized in that throwing in is less than 30mm.
6. hole drilling mudjack pile construction method as claimed in claim 1 is characterized in that the grouting pressure of hole-bottom slurry-injection is 0.5～1.5MPa for the second time.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CNB200710306592XA CN100501011C (en) | 2007-12-31 | 2007-12-31 | Hole drilling mudjack pile construction method |
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| CNB200710306592XA CN100501011C (en) | 2007-12-31 | 2007-12-31 | Hole drilling mudjack pile construction method |
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| CN101215835A true CN101215835A (en) | 2008-07-09 |
| CN100501011C CN100501011C (en) | 2009-06-17 |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101798919A (en) * | 2010-04-14 | 2010-08-11 | 北京中煤矿山工程有限公司 | Method for monitoring whether drilling mud is invaded by grouting fluid during drilling and grouting parallel operation |
| CN101812843A (en) * | 2010-04-20 | 2010-08-25 | 黑龙江省东煤建筑基础工程有限公司 | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby |
| CN102011491A (en) * | 2010-11-26 | 2011-04-13 | 湖南长大建设集团股份有限公司 | Tumbling barrel device with vibrating spear |
| CN101353951B (en) * | 2008-09-05 | 2012-03-21 | 中建七局第三建筑有限公司 | Pile bottom hole clearing system and process of pile bottom hole clearing |
| CN102400462A (en) * | 2011-10-19 | 2012-04-04 | 山东科技大学 | Secondary pressure grouting small pile construction process in seismic strengthening treatment of foundation |
| CN102704478A (en) * | 2012-06-08 | 2012-10-03 | 黄水森 | Building anchor rod construction technology |
| CN103526745A (en) * | 2013-10-14 | 2014-01-22 | 何霞 | Reinforced concrete pile welding process and reinforced concrete pile |
| CN103711146A (en) * | 2014-01-08 | 2014-04-09 | 成军 | Supporting pillar reinforcement underground reverse layer addition construction method |
| CN104631438A (en) * | 2015-01-27 | 2015-05-20 | 安徽同济建设集团有限责任公司 | Method for constructing long auger bored cast-with-pressure concrete uplift pile |
| CN104727305A (en) * | 2015-01-27 | 2015-06-24 | 安徽同济建设集团有限责任公司 | Drilling and high-pressure grouting construction method for uplift pile |
| CN107882020A (en) * | 2017-11-24 | 2018-04-06 | 苏州枫石堂工程科技有限公司 | A kind of Trees with Small Diameters pile construction method and cleaning grouting device |
| CN114960687A (en) * | 2022-06-22 | 2022-08-30 | 南京历史城区保护建设集团有限责任公司 | Construction process of underground miniature municipal common trench in historical geomorphic region |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1049885A (en) * | 1989-08-31 | 1991-03-13 | 郭健民 | Dynamic casting method for forming column |
| CN1195130C (en) * | 2002-09-10 | 2005-03-30 | 周同和 | Sand concrete free small pile foundation consolidation process by stone throwing and squeezing |
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- 2007-12-31 CN CNB200710306592XA patent/CN100501011C/en active Active
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101353951B (en) * | 2008-09-05 | 2012-03-21 | 中建七局第三建筑有限公司 | Pile bottom hole clearing system and process of pile bottom hole clearing |
| CN101798919B (en) * | 2010-04-14 | 2013-04-24 | 北京中煤矿山工程有限公司 | Method for monitoring whether drilling mud is invaded by grouting fluid during drilling and grouting parallel operation |
| CN101798919A (en) * | 2010-04-14 | 2010-08-11 | 北京中煤矿山工程有限公司 | Method for monitoring whether drilling mud is invaded by grouting fluid during drilling and grouting parallel operation |
| CN101812843A (en) * | 2010-04-20 | 2010-08-25 | 黑龙江省东煤建筑基础工程有限公司 | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby |
| CN101812843B (en) * | 2010-04-20 | 2011-11-09 | 黑龙江省东煤建筑基础工程有限公司 | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby |
| CN102011491B (en) * | 2010-11-26 | 2011-12-14 | 湖南长大建设集团股份有限公司 | Tumbling barrel device with vibrating spear |
| CN102011491A (en) * | 2010-11-26 | 2011-04-13 | 湖南长大建设集团股份有限公司 | Tumbling barrel device with vibrating spear |
| CN102400462A (en) * | 2011-10-19 | 2012-04-04 | 山东科技大学 | Secondary pressure grouting small pile construction process in seismic strengthening treatment of foundation |
| CN102704478A (en) * | 2012-06-08 | 2012-10-03 | 黄水森 | Building anchor rod construction technology |
| CN102704478B (en) * | 2012-06-08 | 2015-04-22 | 黄水森 | Building anchor rod construction technology |
| CN103526745A (en) * | 2013-10-14 | 2014-01-22 | 何霞 | Reinforced concrete pile welding process and reinforced concrete pile |
| CN103711146B (en) * | 2014-01-08 | 2015-07-22 | 安宜建设集团有限公司 | Supporting pillar reinforcement underground reverse layer addition construction method |
| CN103711146A (en) * | 2014-01-08 | 2014-04-09 | 成军 | Supporting pillar reinforcement underground reverse layer addition construction method |
| CN104631438A (en) * | 2015-01-27 | 2015-05-20 | 安徽同济建设集团有限责任公司 | Method for constructing long auger bored cast-with-pressure concrete uplift pile |
| CN104727305A (en) * | 2015-01-27 | 2015-06-24 | 安徽同济建设集团有限责任公司 | Drilling and high-pressure grouting construction method for uplift pile |
| CN104631438B (en) * | 2015-01-27 | 2016-08-24 | 安徽同济建设集团有限责任公司 | Long auger guncreting uplift pile construction method |
| CN104727305B (en) * | 2015-01-27 | 2016-11-02 | 安徽同济建设集团有限责任公司 | Boring high-pressure slip-casting uplift pile construction method |
| CN107882020A (en) * | 2017-11-24 | 2018-04-06 | 苏州枫石堂工程科技有限公司 | A kind of Trees with Small Diameters pile construction method and cleaning grouting device |
| CN114960687A (en) * | 2022-06-22 | 2022-08-30 | 南京历史城区保护建设集团有限责任公司 | Construction process of underground miniature municipal common trench in historical geomorphic region |
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