CN106087997A - A kind of high latitude, high and cold Permafrost Area drilled pile construction engineering method - Google Patents
A kind of high latitude, high and cold Permafrost Area drilled pile construction engineering method Download PDFInfo
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- CN106087997A CN106087997A CN201610597380.0A CN201610597380A CN106087997A CN 106087997 A CN106087997 A CN 106087997A CN 201610597380 A CN201610597380 A CN 201610597380A CN 106087997 A CN106087997 A CN 106087997A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/35—Foundations formed in frozen ground, e.g. in permafrost soil
Abstract
The invention discloses a kind of high latitude, high and cold Permafrost Area drilled pile construction engineering method, comprise the following steps: (1) first carries out place leveling before construction, operation area is carried out foreign material cleaning and arranges place；(2) bury casing, and prepare slurry coat method or the retaining wall clay of abundance；(3) check measurement baseline and basic point, measure mark fixed pile and elevation；(4) rig is carried out in place fixing；(5) use impact to bore drilling and forming hole, and in hole, irrigate mud or clay retaining wall；(6) control impact brill enters the rock degree of depth, and the boring got out carries out the judgement of whole hole；(7) clear hole is drawn slag and measures whole bore dia and the degree of depth；(8) make steel reinforcement cage and install in whole hole；(9) in whole hole, installation carries out the conduit of secondary pile hole cleaning；(10) concrete perfusion carry out inspection of pile foundation.The be drilled to hole wall of the present invention is solid, stable；Simple in equipment is not limited by place, it is possible to increase substantially drilling efficiency, saves construction cost.
Description
Technical field
The present invention relates to bored pile construction field, specifically refer to a kind of high latitude, high and cold Permafrost Area drilled pile
Construction.
Background technology
Bored concrete pile system refers to pass through the means such as machine drilling, steel pipe soil compaction or manpower excavation at engineering site in foundation soil
Forming stake holes, and within it place steel reinforcement cage, concrete perfusion and the stake made, different according to forming hole method, bored concrete pile again may be used
It is divided into several classes such as driven cast-in-place pile, cast-in-situ bored pile and digging hole filling pile.Cast-in-situ bored pile is to define by pile making method classification
A kind of pile-type.And frozen soil refers to below zero degrees celsius, and the various rocks containing ice and soil, it is the most sensitive to temperature,
Containing abundant ground ice.Therefore, frozen soil has rheological characteristic, and its long-term strength is far below instantaneous strength feature.Just due to these
Feature, is necessary for facing two at permafrost region build engineering structure big dangerous: frost heave and thaw collapse.The most existing high in high latitude
The pile foundation construction scheme that cold area carries out the works such as railway, highway is few, and not can solve frozen soil layer easily because of temperature
Degree changes and causes collapse hole and the impaired problem of pile foundation；And when running into the complex area, high and cold mountain area of geological layering also
There is no a kind of efficient drilled pile construction engineering method of irrigating to carry out pile foundation construction.
Summary of the invention
It is an object of the invention to provide one can be at high latitude Cold And Frozen-soil Regions efficient drilling, effectively prevents frozen soil pair
The high latitude of pile foundation destruction, high and cold Permafrost Area drilled pile construction engineering method.
The present invention is achieved through the following technical solutions: a kind of high latitude, high and cold Permafrost Area drilled pile construction engineering method, bag
Include following steps:
(1) before construction, first carry out place leveling, operation area is carried out foreign material cleaning and arranges place；
(2) bury casing, and prepare slurry coat method or the retaining wall clay of abundance；
(3) check measurement baseline and basic point, measure mark fixed pile and elevation；
(4) rig is carried out in place fixing；
(5) use impact to bore drilling and forming hole, and in hole, irrigate mud or clay retaining wall；
(6) control impact brill enters the rock degree of depth, and the boring got out carries out the judgement of whole hole；
(7) clear hole is drawn slag and measures whole bore dia and the degree of depth；
(8) make steel reinforcement cage and install in whole hole；
(9) in whole hole, installation carries out the conduit of secondary pile hole cleaning；
(10) concrete perfusion carry out inspection of pile foundation.
At high latitude extremely frigid zones, during freezing soil, forming water translocation, the most not only the moisture of origin-location is frozen into
Ice, and under the effect of penetration, moisture will never freeze district and migrate to freezing front, and build-up ice at freezing front, make soil
Frost heave the most violent.And when moisture freezes in foundation soil, produce the gluing connection of ice so that soil is connected closely with ground,
Form the frost heave of works.Under natural endowment, due to the difference of foundation soil soil condition, moisture condition, freezing condition etc., bridge
The frost heave discontinuity of beam pile foundation, and ever-frozen ground causes pile foundation impaired seriously for pile foundation frost heave is uneven just,
Thus cause bridge collapse.Then corresponding safeguard procedures should just be carried out when drilled pile construction so that pile foundation to occur after avoiding
The problem damaged, prevents structural destruction and causes the generation of major accident.And from the point of view of for pile foundation, around stake, soil freezes
Knot power provides bearing capacity to pile foundation, say, that the water translocation frost-heave force formed that freezes should be avoided uneven, to be avoided because of
The situation of the pile foundation shakiness that the void ratio of the dissipation of frozen soil thaw collapse resulting hole gap water and excretion, the soil body reduces and causes.
And the construction of the present invention mainly by impact brill creep into engineering method, described impact creep into engineering method have with
Lower construction characteristic: simple in equipment, applied widely, easy to operate, hole wall is more solid, stable, and collapse hole is few, is not executed
Ground, workshop limits, noiseless and vibration effect etc.；Be applicable to loess, cohesive soil, silty clay, artificial miscellaneous fill, hard soil layer,
Sand gravel layer containing boulder, erratic boulder layer, rock stratum, be therefore widely adopted.And in the geologic structure of high and cold high latitude area
Complexity, the problem that frozen soil to be tackled brings, also to use difference when drilled grout hole running into different geological conditions
Countermeasure creep into.
Above-mentioned construction is in Bridge Pile Foundation Construction for many years, particularly on high latitude, high and cold ever-frozen ground ground
District's drilled pile construction empirically, is formed after summary and induction step by step, is specifically designed for and high latitude extremely frigid zones ever-frozen ground ground
The pile foundation construction of the works such as railway under the multiple geological condition in district, highway, it is also possible to for the preferable non-Frozen Ground Area of geology
Pile foundation construction.Concrete principle, for utilizing impact drilled as holes, then bored concrete pile system, is suspended impact in midair with impact drill or hoist engine and is bored
Head (also known as block stamp) repeated stock up and down, by hard soil or crushing rock formation pore-forming, part disintegrating slag or mud are clamp-oned in hole wall, big portion
It is divided into body refuse, draws out pore-forming with naughty slag cylinder, then Reperfu-sion concrete pile.
To better implement the present invention, further, in described step (2), the mount scheme burying casing is as follows:
(3.1) make casing, described casing use 5mm thickness steel plate make and internal diameter than stake footpath big 30 ~ 40cm, casing is suitable for reading
It is welded with suspension ring；
(3.2) casing utilizes rotary drilling rig rotate press-in soil face buried depth to permafrost haorizon (the general degree of depth is 1.5 ~ 3m) and make to protect
Cylinder top exceeds working water level (or level of ground water) 1.5 ~ 2.0m；In conjunction with frozen soil all the year round and on-the-spot actual address situation, casing buries
It is deep to permafrost haorizon to prevent the unstable soil layer temperature influence thawing above permafrost haorizon from causing the phenomenons such as collapse hole.And in order to keep
Head, then by mud overfall working water level to be exceeded 1.5 ~ 2.0m top 0.3m above ground level on casing top；
(3.3) backfill the clay of 0.5 ~ 1.0m thickness with surrounding and tamp bottom casing.By by bottom casing and surrounding
Clay compacting with avoid unsettled bottom casing thus cause the hole that collapses, leak and the problem such as spillage.
Further, in described step (5), the arrangement and method for construction that drilling and forming hole is bored in impact is as follows:
(5.1) first loosening steel wire rope, each slack rope length is in the range of 5 ~ 8cm, at hard soil layer each slack rope 3 ~ 5cm；First put
Pine steel wire rope is to prevent the phenomenon of " fan the air hammer " from occurring, it is to avoid rig, drilling cramp and steel wire rope are by excessive unexpected load
And suffer damage and drilling cramp beat；And slack rope amount is too much, then can reduce stroke, reduce rate of penetration, cause the steel promoting burr-drill
Cord produces and rocks, the deviation casing center, plumb position of steel wire rope, produces inclined hole, makes steel wire rope tangle generation thing time serious
Therefore.
(5.2) use circulating mud pump toward being in the milk in hole and keeping water level in borehole to exceed level of ground water 1.5 ~ 2.0m；
(5.3) jump bit pin is used to creep into.
Further, the counte-rplan using jump bit to creep into of described step (5.3) use following proposal one to scheme
Seven any one:
Scheme one: if there being water in hole, just direct plunges into clay and by impact cone with 50cm little stroke repeated stock pulping；
Scheme two: by high liquid limit clay, containing sand low limit clay layer time, use relative density be 1.1 ~ 1.2 mud also
With stroke percussion drilling in 75cm；
Scheme three: by less sticky, containing the sandy soil layer that gravel is many time, use relative density be the mud of 1.25 ~ 1.5 and use
Tubular, hollow draws slag drill bit with 50 ~ 70cm medium and small stroke percussion drilling；
Scheme four: when by layer of sand, gravel layer, uses relative density to be the mud of 1.25 ~ 1.5 and draw slag drill bit with hollow
With stroke percussion drilling in 75cm；
Scheme five: when running into the loose sand of drift sand phenomenon or thicker, should put into clay and grain in the ratio of 1:0.5 in hole
The footpath slabstone less than 15cm, and with cross solid-cone drill bit, with the little stroke repeated stock of 50cm；
Scheme six: when by the soil layer of hard closely knit boulder bed or basement rock etc, using relative density is the mud of 1.3 ~ 1.5
And with cross solid-cone drill bit with the high-stroke percussion drilling of 100cm；
Scheme seven: when by frozen soil layer, use relative density be the mud of 1.25 ~ 1.5 and with hollow slag drill bit of drawing with 75cm
Middle stroke percussion drilling.
Further, to draw the embodiment of slag as follows the clear hole in described step (7):
(7.1) within when normally creeping into every eight hours, slag is at least drawn once；
(7.2) when creeping into closely knit hard soil layer, the purest drilling depth carries out drawing slag less than 5 ~ 10cm；Soft creeping into
During layer, the purest drilling depth carries out drawing slag less than 15 ~ 30cm；
(7.3) slag is the most once drawn before entering frozen soil layer.
Further, the rig fixing process in place in described step (4), including drilled pile ground location control and
The three-dimensional position of drilled pile controls, and it is first to check survey data and demarcate drilled pile position that described ground location controls；Institute
The three-dimensional position stating drilled pile controls to be to maintain rig level, firm and 3 points (overhead traveling crane, rotating disk, a casing center) vertical line, and
Verify with horizon rule and plummet and check.
Further, described step (5) carries out middle inspection, institute during using impact to bore drilling and forming hole in real time
State middle inspection to include that gaging hole is deep, survey mud balance, survey rig speed and the record of geological information.
Further, the slurry coat method prepared in step (2) selects plasticity index to be not less than 15, particle diameter 0.1mm and content
It is not more than the cohesive soil of 6%.And the mud of different relative density should be prepared for different soil.
Further, the method entering the rock degree of depth controlling impact brill of described step (6) is, according to engineering site reconnaissance report
Accuse strongly weathered sand-rock position absolute altitude and casing end face absolute altitude, calculate the degree of depth of strong-weathered rock end face, and using this degree of depth as control point, and
Estimation frozen soil layer to formation depth, progress when determining boring.
Further, described step (6) carries out criterion that whole hole judges as, stake end entrance to the boring got out
During middle weathered rock formation 1 ~ 2m, rig is beated more violent than when entering rock, and drilling depth is not accelerated even to slow down, and is just borehole bottom location.
The present invention compared with prior art, has the following advantages and beneficial effect:
(1) the be drilled to hole wall of the present invention is solid, stable, reduces the collapse hole probability caused because of temperature damage frozen soil layer；
(2) present invention is not limited by place, reduces special geological surrounding Xia Zhu island quantities；
(3) present device simple structure, it is simple to transport is marched into the arena and transition；
(4) present invention obtains more stable whole hole by using different reply boring schemes for Different Strata structure
Structure, it is also possible to increase substantially drilling efficiency, saves construction cost.
Accompanying drawing explanation
By the detailed description non-limiting example made with reference to the following drawings of reading, other features of the present invention,
Purpose and advantage will become apparent:
Fig. 1 is the construction flow chart of the present invention.
Detailed description of the invention
Below in conjunction with embodiment, the present invention is described in further detail, but embodiments of the present invention is not limited to this,
Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and customary means, make various replacing
Change and change, all should be included within the scope of the invention.
Embodiment:
Present embodiment discloses a kind of Permafrost Area high-order, high and cold drilled pile construction engineering method, as it is shown in figure 1, be mainly
The Frost heave of frozen soil caused by water translocation in high latitude extremely frigid zones frozen soil is overcome to damage the problem of pile foundation, not only by many
Kind of arrangement and method for construction prevent aperture from subsiding and pile foundation unbalance stress and destroyed situation occurs, and when boring construction by impact
Carry out creeping into ensure efficiency of construction for different geological stratifications by kinds of schemes so that hole wall is solid stable.Described construction work
Method specific embodiments is as follows:
1, preparation of construction:
First, preparation of construction to be carried out before construction, the place of construction area is flattened, removes foreign material, rig position
Tamp, simultaneously to construction water, mud pit position, power supply, sandstone stock ground, mixer position, steel bar meter place, execute
Work sidewalk does unified arrangement, it is important to note that transport unimpeded, and beneficially parallel-cross operation, waste water, useless slurry, the discharge of waste residue
Meet environmental requirement, accomplish civilized construction.
Then surveying and locating, makes the stake position of basic each stake.Surveying and locating follows " by the principle of entirety to local ", stake position
During setting-out, the tolerance in length and breadth of stake≤± 5cm, the most accurately measurement baseline and basic point, demarcation drilled pile position and elevation, and
Before and after Zhuan, left and right is respectively provided with fender pile for detecting center and the absolute altitude of stake at any time at the 2m of center, and measures the center of stake holes
Position deviation cannot be greater than 5mm.Bit central and casing centre deviation cannot be greater than 5cm.
Boring Ground arrangement is as far as possible to fill out for digging, to reduce the thermal agitation that the excavation to original place table causes.Under rig substructure
Engine radiating part additionally arranges polystyrene foam plastics thermal insulation board, to reduce impact thermally equilibrated on ground.
2, casing is buried underground:
Casing have correcting burr-drill, control stake position, isolation surface water seepage, prevent aperture from caving in, raise hole in hydrostatic head and solid
Determine steel reinforcement cage effect.Casing uses thick 5mm steel plate to make, internal diameter should than stake footpath big 30 ~ 40cm, in conjunction with this engineering frozen soil all the year round and
On-the-spot actual geological condition, casing buried depth to permafrost haorizon (general 1.5m ~ 3m) is subject to preventing the unstable soil layer above permafrost haorizon
Temperature affects thawing and causes the phenomenons such as collapse hole.For keeping head, the mud overfall working water level to be exceeded on casing top (or ground
Lower water level) 1.5 ~ 2.0m top 0.3m above ground level.Unsettled for avoiding at the bottom of casing, cause the hole that collapses, leak, spillage, at the bottom of casing and
Surrounding should backfill the clay of 0.5 ~ 1.0m thickness and tamp, and the deviation of casing plan-position should not surpass 5cm.Casing center time embedding
Axis aligns Zhuan Wei center, and its deviation is not preferably greater than 20cm.
And ought once run into geologic condition complex in the case of, it should use double steel cylinders bury underground, encircle for protection outward
In cylinder diameter bigger (bigger 65cm than stake diameter) and first embedment ground, and before embedment, on the casing of outer ring, wrap water proof cloth
And coat Colophonium to prevent casing to be corroded, after then waiting until drilling via formations, embedment scribbles the inner ring casing of Colophonium again, and two
It is filled with one layer of clay in seasonally thaw layer in the middle of layer casing, thus ensure that the tangent coordinate system of frozen soil layer upper soil horizon will not
Pile foundation is damaged.
Then starting to arrange mud circulating system after having buried casing, described mud circulating system includes mud pit, precipitation
Pond and draining waste discharge sizing device etc., mud pit and sedimentation tank excavation require a length of 6.0m, wide 4.0m, high 2.0m.After having excavated
Middle fluting 50 × 20cm, slope ratio requires 1:0.75, and sets up the anti-of mud pit and sedimentation tank in pool side 40cm ~ 50cm position
Guard rail rod, railing scaffolding height requires 1.5m, front rail spacing 50cm, vertical vertical pole's span 80cm, and gos deep into ground 30cm；
Using right-angle coupler to connect between transverse and longitudinal rod member, pull bar uses red and white paint locker to brush every 20cm after having set up,
Make it eye-catching effectively, and wrapping up the Dense mesh screen that a circle is double-deck about, use and tie up between tied silk and railing firmly by heavy
Pond, shallow lake can adjust the relative density of mud, and mud should select plasticity index to be not less than 15, and particle diameter 0.1mm content is not more than 6%
Cohesive soil.Different soil layer specific gravity of muds can be selected by following data；Cohesive soil and lam can pulping, mud on the spot
The relative density 1.1 ~ 1.2 of slurry；Silt and sand, the relative density of mud crosses 1.25 ~ 1.5；Sandy gravel and drifting sand layer, mud
Relative density 1.3 ~ 1.5.
3, rig is in place fixing:
Buried casing, after preparing enough slurry coat method clay, rig is in place, must keep when rig is in place smooth firm, do not tilt
And displacement, and certain fixation is taked to prevent in drilling process displacement and rock.When rig is in place, should take measures to ensure
Drilling tool center and casing center superposition, it is not more than 2cm partially.Support mast, be directed at stake holes center, it is ensured that rig was being constructed
In journey steadily, not run-off the straight, displacement.The plumb line of the crown sheave leading edge of percussive drill drilling cramp should be directed at stake holes center, partially
Difference cannot be greater than 10mm.
Drilling cramp is boring and the support of concrete perfusion, will install smooth firm, safety, and have certain rigidity,
In boring or when other operates, it is not likely to produce displacement and rocks.It is suitable to select according to engineering geological data and design data
Rig kind, model, and coordinate the drill bit being suitable for.In boring procedure, necessary center, align piles position, pore-forming center, gadder must
Palpus held stationary, is not subjected to displacement, tilts and depression；When installing in place, detailed measurements rear base sleeper pads and stoppers, top
Fixing steadily with cable wind rope, and running check in boring procedure, to ensure that turntable surface level, borer frame are vertical, and then really
Perpendicularity and the pore size of protecting pile body are uniform.
4, impact brill drilling and forming hole:
When constructing with percussive drill, steel wire rope quantity of margin should be controlled, typically at soft soil horizon each slack rope 5 ~ 8cm, at closely knit heavily fortified point
Hard stratum every time can slack rope 3 ~ 5cm.Slack rope amount is very few, is formed " fan the air hammer ", makes rig, drilling cramp and steel wire rope by excessive meaning
External load, subjects to damage, and drilling cramp is beated, extremely unstable；Slack rope amount is too much, then can reduce stroke, reduces rate of penetration,
Cause the steel wire rope promoting burr-drill to produce to rock, the deviation casing center, plumb position of steel wire rope, produce inclined hole, time serious, make steel
Cord is tangled and is had an accident.
In drilling process, circulating mud pump is used to keep water level in borehole to exceed level of ground water (korneforos water level) 1.5 ~ 2.0m mud
Slurry conduit gradually to sink at the bottom of hole with drilling footage, is beneficial to boring mud and floats, accelerates rate of penetration.
And be directed to different rock-layers and taked different counte-rplan as follows:
(1), when starting to creep into, mud should first be irrigated in hole.Depending on the indexs such as specific gravity of mud are according to soil layer situation, such as hole
In have water, clay can be direct plungeed into, by impact cone with 0.5m little stroke repeated stock pulping.Below casing footing in the range of 2 ~ 4m
Belong to riverbed surface, use the mud of density 1.3 ~ 1.5, little stroke repeated stock, make solid not the collapsing of hole wall not leak.This hole section one
As do not draw slag.
(2) when by high liquid limit clay, sandy clay of low liquid limit layer, use the mud of density 1.1 ~ 1.2,75cm rushes
Journey percussion drilling.
(3) when creep into less sticky, containing the sandy soil layer that gravel is many time, should protect with the mud that relative density is 1.25 ~ 1.5
Wall, draws slag drill bit with tubular, hollow, 50 ~ 70cm medium and small stroke percussion drilling.
(4) when creeping in layer of sand, gravel layer, hole wall wild effect often occurs, generally use hollow slag of drawing to bore
Head, creeps into the moderate stroke of 75cm, and the mud using relative density to be 1.25 ~ 1.5 carries out retaining wall.
(5) when meeting the loose sand of drift sand phenomenon or thicker, clay and grain should be put in hole in the ratio of 1:0.5
The footpath slabstone less than 15cm, and with cross solid-cone (drill bit), with the little stroke repeated stock of 50cm, make clay, slabstone squeeze
Entering hole wall, this process can be repeated, and makes every effort to hole wall stable.
(6) at the soil layer by hard closely knit boulder bed or basement rock (strong weathered granite and middle weathered granite) etc
Time, it being full of the mud suspension boring mud of 1.3 ~ 1.5 in remaining hole, preferential selection has the cross solid-cone of greater impact power, adopts
With the high-stroke percussion drilling of 100cm.
(7) when by frozen soil layer all the year round, for preventing hole wall wild effect, generally employing is hollow draws slag drill bit,
Creeping into the moderate stroke of 75cm, the mud using relative density to be 1.25 ~ 1.5 carries out retaining wall.When entering frozen soil layer all the year round,
Should ensure that boring and the seriality of perfusion, prevent freezing layer and receive disturbance generation collapse hole phenomenon.In continuous drilling process, because freezing
The existence of layer, should not cause collapse hole phenomenon, can suitably turn mud balance down, reduces and draws slag number of times, shortens the pore-forming time.According to
Ancient Lip river railway 640 is with the pore-forming experience of stake and summary, if construction continuously is bored in impact, frozen soil layer serves the effect of retaining wall.
5, enter rock severity control and whole hole judge:
According to Engineering Geology Investigation report strongly weathered sand-rock position absolute altitude and casing end face absolute altitude, calculate the deep of strong-weathered rock end face
Degree, and using this degree of depth as control point, and estimate frozen soil layer to formation depth, progress when determining boring.When burr-drill contact is severely-weathered
During scar, power and rate of penetration suffered by burr-drill are substantially different from soil layer, and now rig is beated acutely, and (especially drilling cramp rear end is jumped
Move and become apparent from), drilling depth substantially slows down, and this is into rock signal.At this moment should shut down measured hole bed rock face elevation, this elevation is exactly strong
The upper limit height value of weathered layer, and perform elevation and initial time record.Rock is taken with this depth point drilling depth 20 ~ 30cm again that is as the criterion
Sample, and with geologic report or examination piling generally acknowledge rock field mark standard conscientiously contrast confirmation.Owing to mud recycles, its
In be inevitably mixed with the rock originally got out, but the ratio being consistent with fresh core typically must not be less than 30% by right
The discriminating of lithology confirms, then can calculate strong-weathered rock layer thickness.
The thickness one of strongly weathered sand-rock is confirmed, and namely stake holes has passed through weathered rock formation during strong-weathered rock enters.Should stop
Elevation at the bottom of machine measured hole, and compare with the middle weathered granite upper limit elevation of geological mapping Preliminary Analysis For Data, with hole
In bed rock bits samples met, decomposed rock standard is main, then elevation at the bottom of this hole is the initial elevation of middle weathered layer in-rock segment.
Whole hole criterion is that during stake end enters, weathered rock formation 1 ~ 2m is when determining whole hole, if having arrived hole termination depth, bores
Machine is beated more violent than when entering rock, and drilling depth is not accelerated, and even slows down；Bore sample and rock sample when entering rock compares, whole hole
In rock sample, middle decayed rock percentage composition must be significantly larger than into percentage ratio during rock.By creeping into continuously and to landwaste sample
The discriminating of product, just can measure the in-rock segment degree of depth.
In the decision process of whole hole the most ready, increase mud balance, determine whether rapidly pore-forming, prevent because of the time
Cross the thawing of long frozen soil layer and cause the phenomenons such as collapse hole shrinkage cavity.
6, draw slag and examine hole:
In the perforate stage, for making boring mud clamp-on hole wall, slag can be drawn after creeping into 4 ~ 5m again.Normally creeping into per tour (eight hours is one
Class) at least should draw slag once；Typically creep into less than the purest brill of 5 ~ 10cm broken ground closely knit hard soil layer is the purest
When entering less than 15 ~ 30cm, should carry out drawing slag.Or draw slag once during every drilling depth 0.5m ~ 1.0m, draw 4 ~ 5 every time, or draw to mud
Interior slag inclusion substantially reduces, without coarse granule, relative density recover normal till.Mud should be added in time in hole to safeguard after drawing slag
Head height.Throw in clay pulping voluntarily, once can not put into too much, with free sticky cone, card cone.One is carried out before entering frozen soil layer
Secondary drawing slag, once enter frozen soil layer, should reduce as far as possible draw slag number of times, fast drilling is until by frozen soil layer, reducing freezing successively
The disturbance of soil layer.Carry out at once after determining whole hole examining hole, determine the diameter in hole, the degree of depth.
7, fabrication of reinforcing cage is installed:
Steel reinforcement cage requires to make according to design in the processing place of bridge location, and rainy day, snow sky, strong wind weather and ambient temperature are less than zero
When lower 20 DEG C, must not outdoor weld job.Reinforcing bar uses HPB300/HRB400 model, reinforcing bar upper and lower side and each 2.5m in middle part
Four Ф 16 reinforcing bar earrings it are symmetrical arranged, it is ensured that protective layer thickness in same cross section.Framework of steel reinforcement lay after end face and bottom surface
Vertical error cannot be greater than 5cm.Raw material is welded as flash butt welding, and horizontal reinforcement welding point is manual electric arc welding, vertical steel
Muscle welding point is electroslag pressure welding.Described reinforcing bar all uses in floor manufacture hole and installs, Steel Reinforcing Bar Material to being welded into whole long dispensing,
Limit, hole transported to by the material welded, and is grouped by the main muscle specification in stirrup lattice and stacks.And stake top mark is high, socket length is strictly by design
Figure requirement, length of reinforcing cage is by the actual grade times protective layer thickness that subtracts 2.90cm is first set up on the limit, hole of molding high when installing in hole
Shelf, every limit transfers the whole long spiral welded, and the every limit of minor face transfers 2, every limit, long limit transfer 3 in place fixed as stirrup
Position muscle, boundling reinforcing bar weld seam to be staggered, spot welding or side be bundled into bundle, and spacer bar is put into rear upper end crotch and is welded on support body and opens
Stirrup put into by beginning crane, and is welded on spacer bar by stirrup according to design, from bottom to top molding stirrup net.Use after muscle molding
Main muscle put into by 25 tons of cranes.The main muscle of stake is in place divides bundle lifting by the natural classification specification of stirrup, and ties up once every 2m, prevents
It is at random.Main muscle is transferred and is completed at the bottom of stake, and lower five groups of bar benders are evenly distributed in stake holes, and the main muscle separately hung in, by spacing
And colligation temporarily fixing some, the most from bottom to top pointwise colligation sizing.
8, cement injection:
Using underwater gliders method poured pile base concrete, concrete uses early strength concrete under low temperature at blending station collection
Middle stirring, workability to get well, and the slump controls at 18 ~ 20cm, uses concrete tank to be transported to scene.In filling concrete process
In, it is ensured that the seriality poured, must not interrupt, shorten the time interval removing conduit as far as possible.For guaranteeing stake top quality, stake top
Add filling 0.5 ~ 1m height.Perfusion scene must carry out Site Detection to air content, the slump and three indexs of bleeding rate, confirms to close
Can use after lattice.After filling concrete completes, stake jacking row must be covered heat storing and heat preserving.
9, inspection of pile foundation:
After pile body concrete reaches design strength, cut pile crown, carry out small strain Non-Destructive Testing.Concrete quality is had a question
Time, core boring sampling inspection, drilling core checking is generally large due to the design load of big straight cast-in-situ bored pile, has perhaps by static force pile testing method
How difficulty, so conventional geological drilling rig core boring sampling along its length on pile body, by the observation of core sample and test are determined
The quality of stake.
New thermal balance generates:
The pile foundation construction process change thermal balance of ground, the various heats produced in work progress make the ground temperature at pile foundation drastically become
Change, cause foundation soil certain limit around to heat up and melt.For forming new thermal equilibrium state, Permafrost Area cast-in-situ bored pile
After concreting, must can carry out the construction of cushion cap above section after the heat exchanging process in a stage.
Performance analysis:
Use percussive drill drilling construction, exciting flexible, reduce and take up an area place, effectively protect the life in forest land, Daxinganling District
State environment.Efficiency of construction is high simultaneously, little to frozen soil layer disturbance after reasonable arrangement construction, it is ensured that hole quality, achieves good
Social benefit and economic benefit.
Embodiment 2:
The present embodiment is on the basis of above-described embodiment, limits further, if constructed in the winter time, it should to arrangement and method for construction
Carry out some to improve.
Along with the reduction of temperature, the frost zone above frozen soil layer starts to freeze until earth's surface all the year round.Now bury one underground
Joint 1.5m casing, it is ensured that mud overfall can start the impact drilling construction higher than working water level.Hollow drawing is used during construction
Slag drill bit, creeps into the moderate stroke of 75cm, and the mud using relative density to be 1.25 ~ 1.5 carries out retaining wall, it is ensured that the company of construction
Continuous property, prevent water, mud freeze cause the phenomenons such as bit freezing.In work progress, mud balance can suitably be turned down.In this hole when
Mud had both played retaining wall effect, serves again thermal insulation function, protects frozen soil layer, substantially reduced the thing such as collapse hole, shrinkage cavity
Therefore the probability occurred.
Drilled pile concrete uses early strength concrete under low temperature, determines that concrete is adopted by thermodynamic metering and economic analysis
Use regenerative process maintenance.Pour to designed elevation super filling about 1m concrete, prevent coagulation at temperature too low impact design stake top
Soil intensity.For preventing soil layer temperature influence around pile foundation from producing change, in time to backfilling non-frost heave material in hole, play guarantor
Fender pile base concrete and function of heat insulation.Other parts of the present embodiment are same as the previously described embodiments, repeat no more.
Embodiment 3:
The present embodiment is on the basis of above-described embodiment, limits further, and the present embodiment is by the construction of the present invention
Applying in the biggest bridge construction engineering, whole engineering is built together and is set 4 grand bridges, two bridges, pile foundation 640,
10053 linear meter(lin.m.)s, all use impact drilled as holes construction, terminate in August, 2010 pile foundation construction from August, 2009 separately work, warp
Small strain detects all I, II class stakes, and wherein I class stake 590, reaches 92%, and pile quality is excellent.Other portions of the present embodiment
Divide same as the previously described embodiments, repeat no more.
The above, be only presently preferred embodiments of the present invention, and the present invention not does any pro forma restriction, every depends on
Any simple modification of being made above example according to the technical spirit of the present invention, equivalent variations, each fall within the protection of the present invention
Within the scope of.
Claims (10)
1. a high latitude, high and cold Permafrost Area drilled pile construction engineering method, it is characterised in that: comprise the following steps:
(1) before construction, first carry out place leveling, operation area is carried out foreign material cleaning and arranges place；
(2) bury casing, and prepare slurry coat method or the retaining wall clay of abundance；
(3) check measurement baseline and basic point, measure mark fixed pile and elevation；
(4) rig is carried out in place fixing；
(5) use impact to bore drilling and forming hole, and in hole, irrigate mud or clay retaining wall；
(6) control impact brill enters the rock degree of depth, and the boring got out carries out the judgement of whole hole；
(7) clear hole is drawn slag and measures whole bore dia and the degree of depth；
(8) make steel reinforcement cage and install in whole hole；
(9) in whole hole, installation carries out the conduit of secondary pile hole cleaning；
(10) concrete perfusion carry out inspection of pile foundation.
The high latitude of one the most according to claim 1, high and cold Permafrost Area drilled pile construction engineering method, it is characterised in that:
In described step (2), the mount scheme burying casing is as follows:
(3.1) make casing, described casing use 5mm thickness steel plate make and internal diameter than stake footpath big 30 ~ 40cm, casing is suitable for reading
It is welded with suspension ring；
(3.2) casing utilizes rotary drilling rig rotate press-in soil face buried depth to permafrost haorizon, and makes casing top exceed construction water
Position 1.5 ~ 2.0m；
(3.3) backfill the clay of 0.5 ~ 1.0m thickness with surrounding and tamp bottom casing.
The high latitude of one the most according to claim 1, high and cold Permafrost Area drilled pile construction engineering method, it is characterised in that:
In described step (5), the arrangement and method for construction that drilling and forming hole is bored in impact is as follows:
(5.1) first loosening steel wire rope, each slack rope length is in the range of 5 ~ 8cm, at hard soil layer each slack rope 3 ~ 5cm；
(5.2) use circulating mud pump toward being in the milk in hole and keeping water level in borehole to exceed level of ground water 1.5 ~ 2.0m；
(5.3) jump bit pin is used to creep into.
The high latitude of one the most according to claim 3, high and cold Permafrost Area drilled pile construction engineering method, it is characterised in that:
The counte-rplan crept into of jump bit that use of described step (5.3) use any one of following proposal one to scheme seven:
Scheme one: if there being water in hole, just direct plunges into clay and by impact cone with 50cm little stroke repeated stock pulping；
Scheme two: by high liquid limit clay, containing sand low limit clay layer time, use relative density be 1.1 ~ 1.2 mud also
With stroke percussion drilling in 75cm；
Scheme three: by less sticky, containing the sandy soil layer that gravel is many time, use relative density be the mud of 1.25 ~ 1.5 and use
Tubular, hollow draws slag drill bit with 50 ~ 70cm medium and small stroke percussion drilling；
Scheme four: when by layer of sand, gravel layer, uses relative density to be the mud of 1.25 ~ 1.5 and draw slag drill bit with hollow
With stroke percussion drilling in 75cm；
Scheme five: when running into the loose sand of drift sand phenomenon or thicker, should put into clay and grain in the ratio of 1:0.5 in hole
The footpath slabstone less than 15cm, and with cross solid-cone drill bit, with the little stroke repeated stock of 50cm；
Scheme six: when by the soil layer of hard closely knit boulder bed or basement rock etc, using relative density is the mud of 1.3 ~ 1.5
And with cross solid-cone drill bit with the high-stroke percussion drilling of 100cm；
Scheme seven: when by frozen soil layer, use relative density be the mud of 1.25 ~ 1.5 and with hollow slag drill bit of drawing with 75cm
Middle stroke percussion drilling.
The high latitude of one the most according to claim 1, high and cold Permafrost Area drilled pile construction engineering method, it is characterised in that:
The embodiment that slag is drawn in clear hole in described step (7) is as follows:
(7.1) within when normally creeping into every eight hours, slag is at least drawn once；
(7.2) when creeping into closely knit hard soil layer, the purest drilling depth carries out drawing slag less than 5 ~ 10cm；Soft creeping into
During layer, the purest drilling depth carries out drawing slag less than 15 ~ 30cm；
(7.3) slag is the most once drawn before entering frozen soil layer.
6., according to the high latitude of one described in any one of claim 1 ~ 5, high and cold Permafrost Area drilled pile construction engineering method, it is special
Levy and be: the rig fixing process in place in described step (4), including the ground location control of drilled pile and standing of drilled pile
Body position controls, and it is first to check survey data and demarcate drilled pile position that described ground location controls；Described drilled pile
Three-dimensional position controls to be to maintain rig level, firm and three one vertical lines, and checks with horizon rule and plummet verification.
7., according to the high latitude of one described in any one of claim 1 ~ 5, high and cold Permafrost Area drilled pile construction engineering method, it is special
Levy and be: described step (5) carries out middle inspection, described middle inspection during using impact to bore drilling and forming hole in real time
Deep including gaging hole, survey mud balance, survey rig speed and the record of geological information.
8., according to the high latitude of one described in any one of claim 1 ~ 5, high and cold Permafrost Area drilled pile construction engineering method, it is special
Levy and be: the slurry coat method prepared in described step (2) selects plasticity index to be not less than 15, particle diameter 0.1mm and content no more than
The cohesive soil of 6%.
9., according to the high latitude of one described in any one of claim 1 ~ 5, high and cold Permafrost Area drilled pile construction engineering method, it is special
Levy and be: the method entering the rock degree of depth controlling impact brill of described step (6) is to report strong-weathered rock according to engineering site reconnaissance
Layer position absolute altitude and casing end face absolute altitude, calculate the degree of depth of strong-weathered rock end face, and using this degree of depth as control point, and estimate frozen soil layer
To formation depth, progress when determining boring.
10. according to the high latitude of one described in any one of claim 1 ~ 5, high and cold Permafrost Area drilled pile construction engineering method, its
It is characterised by: described step (6) carries out criterion that whole hole judges as, decomposed rock in the entrance of stake end to the boring got out
During layer 1 ~ 2m, rig is beated more violent than when entering rock, and drilling depth is not accelerated even to slow down, and is just borehole bottom location.
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| CN107905728A (en) * | 2017-11-15 | 2018-04-13 | 中国水利水电第十六工程局有限公司 | Rockfill area drilling construction method |
| CN107965290A (en) * | 2017-11-13 | 2018-04-27 | 云南建投第十建设有限公司 | Gravelly soil leak Rotating fields section stake holes processing method |
| CN108301403A (en) * | 2018-01-04 | 2018-07-20 | 中国建筑第八工程局有限公司 | Subway drilling cast-in-place pile construction method |
| CN109577341A (en) * | 2018-11-08 | 2019-04-05 | 中交二航局成都城市建设工程有限公司 | The anti-collapse construction method of rich water ovum erratic boulder soil body burning into sand stratum foundation pit major diameter fender post |
| CN111021949A (en) * | 2019-10-28 | 2020-04-17 | 中国一冶集团有限公司 | Drilling method for improving impact drilling on sand layer and mud rock layer |
| CN112577546A (en) * | 2020-12-11 | 2021-03-30 | 杭州长杰科技有限公司 | Multifunctional pile machine construction recorder |
| CN114075950A (en) * | 2020-08-21 | 2022-02-22 | 中国石油化工股份有限公司 | Horizontal well development method for natural gas hydrate |
| CN114703831A (en) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | Construction method of reinforced concrete cast-in-place pile under complex geological condition |
| CN115075770A (en) * | 2022-07-11 | 2022-09-20 | 青海九零六工程勘察设计院有限责任公司 | Drilling construction process for high and cold complex stratum |
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| CN107965290A (en) * | 2017-11-13 | 2018-04-27 | 云南建投第十建设有限公司 | Gravelly soil leak Rotating fields section stake holes processing method |
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| CN107905728B (en) * | 2017-11-15 | 2020-01-14 | 中国水利水电第十六工程局有限公司 | Rock-fill area drilling construction method |
| CN108301403A (en) * | 2018-01-04 | 2018-07-20 | 中国建筑第八工程局有限公司 | Subway drilling cast-in-place pile construction method |
| CN109577341A (en) * | 2018-11-08 | 2019-04-05 | 中交二航局成都城市建设工程有限公司 | The anti-collapse construction method of rich water ovum erratic boulder soil body burning into sand stratum foundation pit major diameter fender post |
| CN111021949A (en) * | 2019-10-28 | 2020-04-17 | 中国一冶集团有限公司 | Drilling method for improving impact drilling on sand layer and mud rock layer |
| CN114075950A (en) * | 2020-08-21 | 2022-02-22 | 中国石油化工股份有限公司 | Horizontal well development method for natural gas hydrate |
| CN114075950B (en) * | 2020-08-21 | 2024-04-09 | 中国石油化工股份有限公司 | Horizontal well development method of natural gas hydrate |
| CN112577546A (en) * | 2020-12-11 | 2021-03-30 | 杭州长杰科技有限公司 | Multifunctional pile machine construction recorder |
| CN114703831A (en) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | Construction method of reinforced concrete cast-in-place pile under complex geological condition |
| CN115075770A (en) * | 2022-07-11 | 2022-09-20 | 青海九零六工程勘察设计院有限责任公司 | Drilling construction process for high and cold complex stratum |
| CN115075770B (en) * | 2022-07-11 | 2024-04-09 | 青海九零六工程勘察设计院有限责任公司 | Drilling construction process for high and cold complex stratum |
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