CN104141311A - Mechanical holing method for protecting wall and structure formed with method - Google Patents
Mechanical holing method for protecting wall and structure formed with method Download PDFInfo
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- CN104141311A CN104141311A CN201410176142.3A CN201410176142A CN104141311A CN 104141311 A CN104141311 A CN 104141311A CN 201410176142 A CN201410176142 A CN 201410176142A CN 104141311 A CN104141311 A CN 104141311A
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Abstract
The invention discloses a mechanical holing method for a protecting wall and a structure formed with the method. According to the method, castable clay soil is backfilled, and the castable clay soil and loose backfill soil are mixed and extruded through pressurized reverse rotation of a drill bit of a drill, so that the clay soil is extruded to loose earth-rock space of a hole wall and is agglomerated to form a whole, and a mesh structure system is formed. According to a hole pile structure, a high backfilled region is formed through newly backfilling and mechanical throw filling, the newly filled area is poor in uniformity and has loose soil and low bearing capacity, the compressibility differs greatly, and the stability defect of a foundation, post-construction settlement and differential settlement are caused; due to the fact that the backfilling substances mostly comprise mixtures of gravels, rock blocks and chips, are looser and generally have larger space and holes, problems such as hole collapse and the like are easy to cause in the drilling process of a rotary drilling machine.
Description
Technical field
The present invention relates to high back filled region and revolve the construction technology of digging the prevention of brill collapse hole and fast processing, be specifically related to a kind of mechanical hole building wall protecting method and structure thereof, belong to ground technical field of construction.
Background technology
In recent years, hand excavated pile, because of reasons such as underground work condition are poor, environment is severe, labour intensity is large, security risk is outstanding, is progressively eliminated.Because having, automaticity is high, speed of fulfiling hole is fast, safe number is high for machinery rotary digging drilling hole bored concrete pile, and low noise, low vibration have the features such as environmental protection and obtain Rapid Popularization.Be drilled to Kong Gao back filled region when construction but revolve to dig, because backfill soil property is loose, easily collapse hole, bit freezing and constructional difficulties in drilling process, cause having a strong impact on the progress of engineering on the one hand, and cost also increases considerably on the other hand.
Summary of the invention
The object of the invention is, a kind of mechanical hole building wall protecting method and structure thereof are provided, to overcome in prior art easily collapse hole, bit freezing and to affect the technical problems such as construction speed.
Because Zhuan Gao back filled region, hole backfill mostly is the native stone of dispersion, cohesiveness is poor, compactness is poor, and it is stressed and collapse that after boring, the soil body of hole wall surrounding can not form entirety.Principle of the present invention is the plastic cohesive soil backfill that utilizes humidity suitable, by the drill bit of drilling machine reversion of pressurizeing, itself and loose backfill are carried out to mix, extruding, stickiness clay is expressed in the loose cubic metre of earth and stone space of hole wall goes adhesive aggregation to form entirety, form grid grid-system, strengthen the practical function of retaining wall, thereby reach the not object of collapse hole.
Based on such principle, mechanical hole building wall protecting method of the present invention,---boring is proofreaied and correct, and---first joint creeps into, and---------hole stake is crept into, and---------pore-forming is inspected for acceptance in the confirmation of bearing stratum---clear hole---to get muck haulage stone to form lattice retaining wall to add cohesive soil to bury casing underground to comprise the steps: stake location, hole, the lattice retaining wall wherein forming is to utilize plastic cohesive soil backfill, by the drill bit of drilling machine reversion of pressurizeing, itself and loose backfill are carried out to mix, extruding, stickiness clay is expressed in the loose cubic metre of earth and stone space of hole wall goes adhesive aggregation to form entirety, form grid grid-system.
In aforementioned technique: hole stake is orientated as after the leveling of place, organize survey engineer to carry out setting-out, according to the given measurement control point of Party A, arrange several secondarys control point in place surrounding with total powerstation, then adopt method of polar coordinates or method of direct coordinate to emit center or the axis of concrete each, due to the impact of rotary drilling rig walking, emitting behind stake position, around the stake of hole, insert A14 bar dowel as a token of, reinforcing bar inserts the soil body degree of depth and is not less than 300mm, and absolute altitude is controlled on bar dowel, carry out mark.When every pile location, also need to check the rear pore-forming that just can start.
In aforementioned technique: first joint creeps into as pressurization reversion: after rotary digging drilling hole correction is in place, for backfill soil property is comparatively loose, grating is poor, the region of large, the easy collapse hole of hole and gap, the reversion of should first pressurizeing before first joint creeps into, execute the compactness of boring region back fill course to increase, and then normally creep into, fetch earth at every turn and all repeat aforesaid operations.
First knothole footpath: when first joint creeps into, 20～40CM should be strengthened compared with design size in aperture, so that install steel casing.
The first joint degree of depth: first joint drilling depth is generally 1.5～2M, subtracts 30CM construction by steel casing height.
In aforementioned technique: bury casing underground for bury steel casing underground using spacer bars as benchmark; prevent from caving in protection aperture, casing is selected 5 ㎜～10mm steel plate to roll and is formed, and casing internal diameter is design stake footpath+20～+ 40cm; height 2.0m, top 0.3m above ground level when casing is buried underground.When casing is buried underground, coordinated by artificial, machinery, top should keep level, and casing center vertical curve should overlap with pile center's line, and plan-position allowable variation is 5cm, and the deviation of gradient is not more than 1%.
In aforementioned technique: hole stake is crept into as collapse hole prevention drilling method is in the time having collapse hole hidden danger in backfill drilling process, before creeping at every turn, with the stickiness earth of 30 centimeters of digging machine backfills, bore with rig pressurization is anti-, viscosity earth is clamp-oned in the gap of hole wall surrounding backfill, increase the cohesion of the hole wall surrounding soil body, simultaneously can the backfill densification in below drill bit and stress angle of flare region is real by pressurization, thus prevent collapse hole.
In aforementioned technique: back-filling in layers: after collapse hole, take cohesive soil toward back-filling in layers in collapse hole hole with digging machine, each backfill degree of depth must not be greater than 1 meter.
In aforementioned technique: reversion pressurization: after each backfill, with the rig extruding of reversing, hole and the space of cohesive soil and back fill course and collapse hole part are carried out fully in conjunction with adhesive aggregation, the cavity area forming after collapse hole in addition is also equivalent to carry out changing filling out with clay, therefore again execute not collapse hole again of brill.
In aforementioned technique: normally creep into: when backfill cohesive soil exceedes 1 meter, collapse hole region, and after reversion compacting, can normally creep into, described in the stake of construction method mesopore is crept into.In construction, notice that the verticality that is controlled to hole drilling meets the requirements.Behind Zuan Guo collapse hole district, can select other suitable drilling method according to geological conditions.
The hole pile wall structure forming according to mechanical hole building wall protecting method of the present invention, in its deeply middle famp in stake bottom, hole, the position that does not enter middle famp in its middle and upper part is provided with mixing retaining wall, and this mixing retaining wall is to be jointly made up of the cohesive soil of internal layer and outer field backfill; This mixing retaining wall is to utilize plastic cohesive soil backfill, by the drill bit of drilling machine reversion of pressurizeing, itself and loose backfill is carried out to mix, extruding, cohesive soil is expressed in the loose cubic metre of earth and stone space of hole wall and goes adhesive aggregation to form entirety, formation grid grid-system.Aforesaid backfill is the structure being made up of rubble and piece stone.Definite says, backfill is the combination construction that comprises concrete, rubble, piece stone, boulder, these allied soils of cobble.
Pluses and minuses comparison with conventional construction method: location, the high back filled region of pilework, hole of the present invention is backfill recently, the formation of mechanical throwing, recent fill district lack of homogeneity, soil property is loose, low bearing capacity, compressibilty differs greatly, and what bring is foundation stability defect thereupon, settlement after construction, relative settlement; Because the mixture of many backfills rubble, piece stone and chip, looser in backfill, and conventionally there is larger space and cavity, in Spiral digging machine drilling process, easily meet the difficult problems such as collapse hole.
brief description of the drawings
Fig. 1 is hole of the present invention pilework schematic diagram;
Fig. 2 is the A-A schematic cross-section in Fig. 1.
Description of reference numerals: famp in 1-, 2-backfill, 3-cohesive soil.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is described in further detail.
As depicted in figs. 1 and 2, hole of the present invention pile wall structure, in its deeply middle famp 1 in stake bottom, hole, the position that does not enter middle famp 1 in its middle and upper part is provided with mixing retaining wall, and this mixing retaining wall is to be jointly made up of the cohesive soil 3 of internal layer and outer field backfill 2; This mixing retaining wall is to utilize plastic cohesive soil 3 backfills, by the drill bit of drilling machine reversion of pressurizeing, itself and loose backfill 2 is carried out to mix, extruding, cohesive soil 3 is expressed in the loose cubic metre of earth and stone space of hole wall and goes adhesive aggregation to form entirety, formation grid grid-system.Aforesaid backfill 2 is the structures that are made up of rubble and piece stone.
When the invention process, its step comprises: proofread and correct → first joint of hole stake location → boring creeps into → bury underground casing, and------hole stake is crept into---forming lattice retaining wall---gets the confirmation of muck haulage stone → bearing stratum → clear hole → pore-forming and inspects for acceptance to add cohesive soil, the lattice retaining wall forming is to utilize plastic cohesive soil backfill, by the drill bit of drilling machine reversion of pressurizeing, itself and loose backfill are carried out to mix, extruding, stickiness clay is expressed in the loose cubic metre of earth and stone space of hole wall and goes adhesive aggregation to form entirety, form grid grid-system.
Stake location, hole: check primary control point, with total powerstation place surrounding arrange 3 secondary control points, then adopt method of polar coordinates or method of direct coordinate to emit center or the axis of concrete each, emitting behind stake position, around the stake of hole, insert as a token of (1) of A14 bar dowel, reinforcing bar inserts the soil body degree of depth and is not less than 300mm, and absolute altitude is controlled on bar dowel, and makes marks.
First joint creeps into: after rotary digging drilling hole correction is in place, for backfill soil property is comparatively loose, grating is poor, the region of large, the easy collapse hole of hole and gap, the reversion of should first pressurizeing before first joint creeps into, execute the compactness of boring region back fill course to increase, and then normally creep into, fetch earth at every turn and all repeat aforesaid operations.First knothole footpath: when first joint creeps into, 20～40CM should be strengthened compared with design size in aperture, so that install steel casing.The first joint degree of depth: first joint drilling depth is generally 1.5～2M, subtracts 30CM construction by steel casing height.
Bury casing underground: spacer bars is buried steel casing underground as benchmark, to protect aperture to prevent from caving in, casing is selected 5 ㎜～10mm steel plate to roll and is formed, and casing internal diameter is design stake footpath+20～+ 40cm, height 2.0m, top 0.3m above ground level when casing is buried underground.When casing is buried underground, coordinated by artificial, machinery, top keeps level, and casing center vertical curve should overlap with pile center's line, and plan-position allowable variation is 5cm, and the deviation of gradient is not more than 1%.
Hole stake is crept into: when having collapse hole hidden danger in backfill drilling process, before creeping at every turn, with the stickiness earth of 30 centimeters of digging machine backfills, bore with rig pressurization is anti-, cohesive soil is clamp-oned in the gap of hole wall surrounding backfill, increase the cohesion of the hole wall surrounding soil body, simultaneously can the backfill densification in below drill bit and stress angle of flare region is real by pressurization, thus prevent collapse hole.
In drilling process, meeting the rigid foreign material such as concrete, piece stone, boulder, cobble must reduce pressure, and repeatedly creeps into up and down to guarantee that the verticality of boring meets the requirements and the hole that do not collapse, or adopts coring bit to creep into.In creeping into, to accomplish that three is slow: carry bore slow, rotation is slow, drilling depth is slow.
While creeping in bearing stratum weathered rock formation, should use coring bit, must reduce drilling pressure and rate of penetration and add high pulling torque to twist off rock, take out core, creep into that the embedding rock degree of depth must reach designing requirement and outdrill can not be greater than 500mm.
Clear hole: after hole stake boring, adopt the clear hole of scouring bit, general clear hole is no less than three times, clear hole is the important step that ensures pile quality in drilling construction, make as far as possible sediment all remove by clear hole, make the intact combination of concrete and basement rock, with a bearing capacity at the bottom of ensureing.
Certainly, be more than concrete exemplary applications of the present invention, the present invention also has other embodiment, and all employings are equal to the technical scheme of replacement or equivalent transformation formation, within all dropping on protection domain of the presently claimed invention.
Claims (7)
1. a mechanical hole building wall protecting method,---boring is proofreaied and correct, and---first joint creeps into, and---------hole stake is crept into, and---------pore-forming is inspected for acceptance in the confirmation of bearing stratum---clear hole---to get muck haulage stone to form lattice retaining wall to add cohesive soil to bury casing underground to comprise the steps: stake location, hole, it is characterized in that: described lattice retaining wall is to utilize plastic cohesive soil backfill, by the drill bit of drilling machine reversion of pressurizeing, itself and loose backfill are carried out to mix, extruding, stickiness clay is expressed in the loose cubic metre of earth and stone space of hole wall goes adhesive aggregation to form entirety, form the armlet system of grid lattice.
2. mechanical hole building wall protecting method according to claim 1, it is characterized in that: stake location in described hole is first to check primary control point, with total powerstation place surrounding arrange 3 secondary control points, then adopt method of polar coordinates or method of direct coordinate to emit center or the axis of concrete each, emitting behind stake position, around the stake of hole, insert bar dowel as a token of, and absolute altitude is controlled on bar dowel, and make marks.
3. mechanical hole building wall protecting method according to claim 1, it is characterized in that: after rotary digging drilling hole correction is in place, for backfill soil property is comparatively loose, grating is poor, the region of large, the easy collapse hole of hole and gap, first joint creeps into the front reversion of first pressurizeing, execute the compactness of boring region back fill course to increase, and then normally creep into, fetch earth at every turn and all repeat aforesaid operations.
4. mechanical hole building wall protecting method according to claim 1, is characterized in that: described in to bury casing underground be to bury steel casing underground using spacer bars as benchmark, to protect aperture to prevent from caving in, casing rolls and forms with steel plate; When casing is buried underground, is coordinated by artificial, machinery, top maintenance level, casing center vertical curve overlaps with pile center line.
5. according to claim 1 mechanical hole building wall protecting method according to claim 1, it is characterized in that: when the stake of described hole is crept into, when having collapse hole hidden danger in backfill drilling process, before creeping into, with digging machine backfill stickiness earth, bore with rig pressurization is anti-at every turn, cohesive soil is clamp-oned in the gap of hole wall surrounding backfill, increase the cohesion of the hole wall surrounding soil body, simultaneously can the backfill densification in below drill bit and stress angle of flare region is real by pressurization, thus prevent collapse hole.
6. the hole pile wall structure forming according to mechanical hole building wall protecting method claimed in claim 1, it is characterized in that: in this deeply middle famp (1) in stake bottom, hole, the position that does not enter middle famp (1) in its middle and upper part is provided with mixing retaining wall, and this mixing retaining wall is to be jointly made up of the cohesive soil (3) of internal layer and outer field backfill (2); This mixing retaining wall is to utilize plastic cohesive soil (3) backfill, by the drill bit of drilling machine reversion of pressurizeing, itself and loose backfill are carried out to mix, extruding, cohesive soil (3) is expressed in the loose cubic metre of earth and stone space of hole wall and goes adhesive aggregation to form entirety, form grid grid-system.
7. hole according to claim 6 pile wall structure, is characterized in that: described backfill (2) is the structure being made up of rubble and piece stone.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201410176142.3A CN104141311A (en) | 2014-04-29 | 2014-04-29 | Mechanical holing method for protecting wall and structure formed with method |
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| CN201410176142.3A CN104141311A (en) | 2014-04-29 | 2014-04-29 | Mechanical holing method for protecting wall and structure formed with method |
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Cited By (9)
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| CN108049804A (en) * | 2017-10-23 | 2018-05-18 | 河北省地矿局国土资源勘查中心 | Non-excavation in-situ replacement spiral drilling method for unconsolidated formation |
| CN108316289A (en) * | 2018-04-02 | 2018-07-24 | 中建四局第五建筑工程有限公司 | Big grain size shiver stone Gao Tian area's pile foundation fast pore-creating structures and its construction technology |
| CN108797566A (en) * | 2018-06-20 | 2018-11-13 | 河南竣祥岩土工程有限公司 | Bored concrete pile retaining wall material and preparation method thereof and pouring pile hole construction technology in a kind of miscellaneous fill |
| CN109723066A (en) * | 2019-01-18 | 2019-05-07 | 太原理工大学 | Handle the forming hole method under the complex geological conditions such as building waste soil, miscellaneous fill |
| CN110206026A (en) * | 2019-06-18 | 2019-09-06 | 中国五冶集团有限公司 | A kind of depth mound backfill pore-forming method |
| CN112144514A (en) * | 2020-09-30 | 2020-12-29 | 北京建材地质工程有限公司 | Simple method for forming hole and pile in sand and pebble stratum easy to collapse during rotary drilling machine |
| CN113187383A (en) * | 2021-05-08 | 2021-07-30 | 吉林大学 | Complex stratum retaining wall construction process |
| CN113550306A (en) * | 2021-07-22 | 2021-10-26 | 江西基业科技集团有限公司 | Earth-rock wall protection construction method |
| CN115012392A (en) * | 2022-04-09 | 2022-09-06 | 中铁上海工程局集团第五工程有限公司 | Method for improving water stopping effect of Larsen steel sheet pile |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108049804A (en) * | 2017-10-23 | 2018-05-18 | 河北省地矿局国土资源勘查中心 | Non-excavation in-situ replacement spiral drilling method for unconsolidated formation |
| CN108316289A (en) * | 2018-04-02 | 2018-07-24 | 中建四局第五建筑工程有限公司 | Big grain size shiver stone Gao Tian area's pile foundation fast pore-creating structures and its construction technology |
| CN108797566A (en) * | 2018-06-20 | 2018-11-13 | 河南竣祥岩土工程有限公司 | Bored concrete pile retaining wall material and preparation method thereof and pouring pile hole construction technology in a kind of miscellaneous fill |
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| CN110206026A (en) * | 2019-06-18 | 2019-09-06 | 中国五冶集团有限公司 | A kind of depth mound backfill pore-forming method |
| CN112144514A (en) * | 2020-09-30 | 2020-12-29 | 北京建材地质工程有限公司 | Simple method for forming hole and pile in sand and pebble stratum easy to collapse during rotary drilling machine |
| CN113187383A (en) * | 2021-05-08 | 2021-07-30 | 吉林大学 | Complex stratum retaining wall construction process |
| CN113187383B (en) * | 2021-05-08 | 2024-02-20 | 吉林大学 | Construction process for complex stratum dado |
| CN113550306A (en) * | 2021-07-22 | 2021-10-26 | 江西基业科技集团有限公司 | Earth-rock wall protection construction method |
| CN115012392A (en) * | 2022-04-09 | 2022-09-06 | 中铁上海工程局集团第五工程有限公司 | Method for improving water stopping effect of Larsen steel sheet pile |
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