CN104499479B - It is a kind of to pass through the dug pile construction method that sand gravel backfills layer - Google Patents
It is a kind of to pass through the dug pile construction method that sand gravel backfills layer Download PDFInfo
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- CN104499479B CN104499479B CN201410791089.8A CN201410791089A CN104499479B CN 104499479 B CN104499479 B CN 104499479B CN 201410791089 A CN201410791089 A CN 201410791089A CN 104499479 B CN104499479 B CN 104499479B
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- caisson
- sand gravel
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- construction method
- grouting pipe
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Classifications
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The dug pile construction method that sand gravel backfills layer is passed through the invention discloses a kind of, the construction method comprises the following steps：Field exploring Ground-water level and basement rock layer depth, and mark the design and construction position of caisson；A circle Grouting Pipe is squeezed into around caisson periphery vertically；By high-pressure slip-casting device, into each Grouting Pipe, injection simultaneously is mixed with the cement mortar of impervious agent, and the cement mortar is through in the injected hole infiltration sand gravel backfill layer on the slip casting tube wall, each Grouting Pipe is extracted in slip casting after finishing；After the completion for the treatment of that grouting seal water is reinforced, the cement mortar encloses concrete with affiliated sand gravel backfill layer formation one；Carry out hole excavation and carrying out retaining wall supporting in the design and construction position of the caisson afterwards, finally in described hole concrete perfusion to constitute the caisson.It is difficult to pass through the Geotechnical Engineering problem that the sand gravel that water penetration is strong, self-stability is poor backfills layer it is an advantage of the invention that solving caisson, construction safety is reliable, and pile body bearing capacity is high.
Description
Technical field
The invention belongs to Geotechnical Engineering foundation treatment technology field, and in particular to a kind of to pass through the borehole that sand gravel backfills layer
Pile construction method.
Background technology
In recent years, continuing to develop with city, it is especially more and more nervous in coastal developed regions building site, it is many heavy
Job facilities, railway, highway for wanting etc. progressively extend to the place that backfill sand gravel layer is contained in coastal waters by the natural place in inland.By
In backfill sand gravel layer Lack of support to meet the requirement of engineering construction, it is therefore desirable to carry out foundation improvement to it.
Caisson is as a kind of non-Squeezing Soil Pile for improveing ground, with construction is convenient, project progress is fast, without big machinery
Equipment, the advantages of anti-seismic performance is strong, so as to be widely used in Foundation Treatment.General caisson be applied to containing underground water compared with
Few argillic horizon, farinose argillic horizon or clay stratum containing a small amount of sand gravel.When caisson passes through the back fill course containing sand gravel
When, on the one hand because the stratum water penetration is strong, retaining wall supporting infiltration is easily caused, on the other hand because the stratum is main by loose
It is poor that sand gravel constitutes self-stability, easily occurs to pass through that water penetration is strong, self-stability is poor in construction in collapse hole, therefore excavation pile construction
Sand gravel backfill layer, be always the problem in Geotechnical Engineering foundation treatment technology field.
The content of the invention
The digging that sand gravel backfills layer is passed through according to the deficiencies of the prior art described above, It is an object of the present invention to provide a kind of
Hole pile construction method, the construction method carries out slip casting by setting one to enclose Grouting Pipe in caisson periphery, makes the cement mortar of injection
Concrete is enclosed with sand gravel backfill layer formation one, the globality of layer is backfilled so that caisson can be worn safely by improving sand gravel
The more soil layer.
The object of the invention is realized and completed by following technical scheme：
It is a kind of to pass through the dug pile construction method that sand gravel backfills layer, it is characterised in that the construction method includes following step
Suddenly：Examine on the spot, determine Ground-water level and basement rock layer depth, and mark the design and construction position of caisson；Around described
Caisson periphery is vertical to squeeze into a circle Grouting Pipe, and each Grouting Pipe is deeply in the horizon d；Pass through high-pressure slip-casting device
Into each Grouting Pipe, injection is mixed with the cement mortar of impervious agent simultaneously, and the cement mortar is through the slip casting on the slip casting tube wall
Hole is penetrated into sand gravel backfill layer, stops slip casting when the cement mortar slurries amount of injection reaches design load and extracts each described
Grouting Pipe；After the completion for the treatment of that grouting seal water is reinforced, the cement mortar encloses concrete with affiliated sand gravel backfill layer formation one；Exist afterwards
The design and construction position of the caisson carries out hole excavation and carries out retaining wall supporting, finally the concrete perfusion in described hole
To constitute the caisson.
The one circle Grouting Pipe is piled at the outer ring of the caisson vertically, and the race diameter designs for the caisson
1.1~1.3 times of aperture.
The Grouting Pipe beats pad, screwed union, slip casting plug and loose joint group by tip, steel pipe, hoop successively from bottom to top
Close and constitute, wherein being evenly equipped with injected hole on the steel pipe wall.
Described hole is excavated and the construction procedure of the retaining wall supporting is：Excavation described hole is grabbed using machinery punching, in institute
When stating level of ground water top excavation, 1m one section of reinforced concrete core-tube of after-pouring is often excavated；Excavated in the level of ground water bottom
When, often excavate 0.5m one section of reinforced concrete core-tube of after-pouring；After the horizon d is excavated to, steel pile casting is put into the hole
As supporting in hole, afterwards to progress base expanding and base expanding construction at the horizon d under workmen.
Every section of reinforced concrete core-tube is in intraoral under up-narrow and down-wide inverted trapezoidal shape, the reinforced concrete core-tube
Footpath is 1.1~1.2 times of its upper internal diameter.
It is an advantage of the invention that：
（1）By in ground advanced horizontal high voltage grouting seal water reinforce to form C10 concrete, then carry out excavation pile construction,
It is difficult to pass through retaining wall infiltration, the low defect of safety coefficient in sand gravel back fill course, construction so as to overcome traditional caisson；
（2）The artificial shoveling of replacement is excavated using grab jaw is rushed, number of times and time of the workmen in underground are reduced, so as to carry
High efficiency of construction, reduction construction costs, raising construction safety coefficient；
（3）Replace reinforced concrete core-tube to carry out horizon d base expanding and base expanding construction using 10~15mm steel pile castings, substantially increase
The security of workmen's downhole operations, in addition base expanding and base expanding construction can improve the bearing capacity at caisson stake bottom；
（4）In work progress, on the one hand stake holes wall adds the side of pile body using the concrete guard wall for adding impervious agent
Frictional resistance, is effectively improved the bearing capacity of pile body, on the other hand further increases the antiseepage during excavation pile construction
Performance.
Brief description of the drawings
Fig. 1 for the present invention in pass through sand gravel backfill layer caisson structural representation；
Fig. 2 is the A-A diagrammatic cross-sections in Fig. 1 of the present invention；
Fig. 3 is the structural representation of Grouting Pipe in the present invention.
Embodiment
The feature and other correlated characteristics of the present invention are described in further detail by embodiment below in conjunction with accompanying drawing, with
It is easy to the understanding of technical staff of the same trade：
Mark 1-16 is respectively in such as Fig. 1-3, figure：Grouting Pipe 1, tip 2, steel pipe 3, injected hole 4, hoop are played pad 5, spiral and connect
First 6, slip casting plug 7, articulation 8, horizon d 9, earth's surface 10, level of ground water 11, C10 concrete 12, reinforced concrete core-tube 13,
Reinforced concrete core-tube 14, steel pile casting 15, bottom hole 16.
Embodiment：As shown in Figure 1, 2, 3, the present embodiment is specifically related to a kind of excavation pile construction for passing through sand gravel backfill layer
Method, the construction method backfills layer to allow caisson to pass through the sand gravel that water penetration is strong, self-stability is poor safely, specifically applies
Work step is suddenly as follows：
（1）Place is reconnoitred, the depth of level of ground water 11 and the depth of horizon d 9 is determined, in advance smooth construction site, and
Groove and catch pit are excavated along bore position, is measured according to the datum mark that prospecting data is provided with axis, is measured and treat
The caisson stake position central point of construction is simultaneously marked, and deviation cannot be greater than 20mm；
（2）Some Grouting Pipes 1 are transported to job site, the main body of Grouting Pipe 1 is steel pipe 3, and the length of steel pipe 3 regards basement rock
Depending on the depth of layer 9, the head of steel pipe 3 is covered with aperture for that can stretch on the tip 3 of horizon d 9, its tube wall according to quincunx
For 50mm injected hole 4, the spacing of adjacent injected hole 4 is 100mm, and the afterbody of steel pipe 3 is followed successively by hoop and beats pad 5, spiral shell from bottom to top
Rotary joint 6, slip casting plug 7 and articulation 8, wherein hoop, which plays pad 5, is used for being fastenedly connected with vibration sinking tube equipment, screwed union
6 are used to be connected with outside slurries delivery hose, and slip casting plug 7 and articulation 8 are then defeated for fixing said external slurries
Flexible pipe is sent with the connection between steel pipe 3；
（3）One circle Grouting Pipe 1, the diameter of the circle are squeezed into using vibration sinking tube equipment vertically in caisson periphery to be onstructed
1.2 times of aperture are designed for caisson so that the sand gravel backfill layer outside caisson design aperture just can be consolidated by cement grout
Change and constitute entirety, immersed tube is stopped when the tip 2 of Grouting Pipe 1 passes through sand gravel backfill layer to horizon d 11；After immersed tube is finished,
Grouting Pipe 1 is connected with the slurries delivery hose of said external by screwed union 6, and using the slip casting plug 7 matched
And articulation 8 fixes both；
（4）Startup is same to a circle Grouting Pipe 1 by foregoing slurries delivery hose positioned at the high-pressure slip-casting device of earth's surface 10
When injection mixed with the cement mortar of impervious agent, the injected hole 4 of the cement mortar slurries of injection through being distributed on tube wall penetrates into the sand of outer ring
In gravel backfill layer, grouting pressure is controlled in 2~4MPa, and slurries injection rate is preferably 15%~20%, need to be added according to caisson outer ring
Solid volume can extrapolate required cement quality；Ensure that thickness of earth covering is more than 2m on slip casting point；During mortar depositing construction, use
Automatic flow and press recorder, carry out data preparation analysis, slip casting are stopped when the slurries amount of injection reaches design load in time
And extract Grouting Pipe；Wherein impervious agent can replace water mix slurries, with slurry reaction during, its main component producing high-molecular
The atom of compound connects into linear and netted with longer branch, and impervious agent is typically all the three-dimensional knot that random distribution is presented
Structure, is clouded in the macromolecular structure of slurry layer, and the capillary channel of completely plugged slurries, cement and cement mortar is had hydrophobic
Property, the impermeability of concrete is improved, increases its compactness and impermeability；
（5）After the completion for the treatment of that grouting seal water is reinforced, wait cement mortar to backfill layer formation one with sand gravel and enclose the coagulation that intensity is C10
After soil 12, generally 12 hours or so, then the construction of caisson excavation and retaining wall supporting is proceeded by, in order to avoid mixed
Coagulate native 12 solidification intensity really up to the mark, fraction can be attempted within 10 hours or so in maintenance and excavated, it is to avoid concrete 12 is really up to the mark to be difficult to excavate；
（6）When excavating the hole of caisson, excavation is grabbed using machinery punching and replaces hand excavation, is opened on the top of level of ground water 11
During digging, 1m one section of reinforced concrete core-tube 13 of after-pouring is often excavated；And when being excavated in the bottom of level of ground water 11, often excavate after 0.5m
Pour one section of reinforced concrete core-tube 14；Wherein reinforced concrete core-tube 13 or 14 uses intensity to be made up of C25 concrete,
It is furnished with equally distributed reinforcing bar, every section of reinforced concrete core-tube 13 in inside（Or 14）In up-narrow and down-wide inverted trapezoidal shape, Qi Xiakou
Internal diameter is 1.1~1.2 times of its upper internal diameter；
（7）After horizon d 9 are excavated to, steel pile casting 15 is sunk in hole as inwall supporting, under supporting construction personnel
The base expanding and base expanding construction of bottom hole 16 is carried out to horizon d 9, for caisson, the D/d controls of the ratio between base expanding and base expanding radius and pile body diameter 3 with
It is interior, first time borehole cleaning should be carried out after pore-forming to stake end designed elevation, reaming should carry out second of borehole cleaning after finishing, steel is laid afterwards
Muscle cage and conduit, then third time borehole cleaning is carried out, it can finally carry out the perfusion of pile body.
The beneficial effect of the present embodiment is：
A. the dug pile construction method in the present embodiment is applied to sand gravel and backfills layer, and sand gravel backfills layer compared to common
Sandy soils, its soil particle is bigger looser, it is difficult to provide protection wall of bored pile enough supportings, the present embodiment is by using note
Slurry processes make cement mortar slurries and sand gravel backfill layer fixing structure integral, are difficult to pass through sand gravel so as to overcome traditional caisson
Retaining wall infiltration, the low defect of safety coefficient in back fill course, construction；In addition, thering are portion of techniques personnel to employ in borehole at present
Stake periphery sets the technical scheme of high-pressure rotary jet grouting pile, but high-pressure rotary jet grouting pile can only play antiseepage effect, it is impossible to improve caisson
Surrounding soil layer intensity, therefore the technical scheme of high-pressure rotary jet grouting pile is not particularly suited for sand gravel backfill this loose soil bed of layer；
B. using the artificial shoveling of grab jaw excavation replacement is rushed, number of times and time of the workmen in underground are reduced, so as to carry
High efficiency of construction, reduction construction costs, raising construction safety coefficient.
C. people cannot generally be put in sand gravel back fill course under steel pile casting to bottom base expanding and base expanding, still
After grouting and reinforcing in the present embodiment, sand gravel backfill layer is improved to be consolidated between globality, particle, so as to reduce pair
The gusset pressure of steel pile casting wall, is put into after steel pile casting, and barrel confined pressure is reduced to the scope that can be born, so that servant enters to bottom
Row base expanding and base expanding is excavated and is possibly realized, and substantially increases the security of workmen's downhole operations；
D. in work progress, on the one hand stake holes wall adds the side of pile body using the concrete guard wall for adding impervious agent
Frictional resistance, is effectively improved the bearing capacity of pile body, on the other hand further increases the antiseepage during excavation pile construction
Performance.
Claims (5)
1. a kind of pass through the dug pile construction method that sand gravel backfills layer, it is characterised in that the construction method includes following step
Suddenly：Examine on the spot, determine Ground-water level and basement rock layer depth, and mark the design and construction position of caisson；Around described
Caisson periphery is vertical to squeeze into a circle Grouting Pipe, and each Grouting Pipe is deeply in the horizon d；Pass through high-pressure slip-casting device
Into each Grouting Pipe, injection is mixed with the cement mortar of impervious agent simultaneously, and the cement mortar is through the slip casting on the slip casting tube wall
Hole is penetrated into sand gravel backfill layer, stops slip casting when the cement mortar slurries amount of injection reaches design load and extracts each described
Grouting Pipe；After the completion for the treatment of that grouting seal water is reinforced, the sand gravel backfill layer is constituted by the grout cures is integrally formed a circle
Concrete；Hole excavation is carried out in the design and construction position of the caisson and carry out retaining wall supporting afterwards, it is described when being excavated to
After horizon d, steel pile casting is put into described hole as supporting, afterwards to progress base expanding and base expanding at the horizon d under workmen
The ratio between construction, base expanding and base expanding radius and pile body diameter are less than 3；Finally in described hole concrete perfusion to constitute the caisson.
2. a kind of dug pile construction method for passing through sand gravel backfill layer according to claim 1, it is characterised in that one
The outer ring that the Grouting Pipe is piled at the caisson vertically is enclosed, the race diameter is that the caisson designs the 1.1 of aperture
~1.3 times.
3. a kind of dug pile construction method for passing through sand gravel backfill layer according to claim 1, it is characterised in that institute
Grouting Pipe is stated to be played pad, screwed union, slip casting plug and loose joint by tip, steel pipe, hoop successively from bottom to top and combined and constituted, wherein
Injected hole is evenly equipped with the steel pipe tube wall.
4. a kind of dug pile construction method for passing through sand gravel backfill layer according to claim 1, it is characterised in that institute
State hole excavation and the construction procedure of the retaining wall supporting is：Excavation described hole is grabbed using machinery punching, in the level of ground water
When top is excavated, 1m one section of reinforced concrete core-tube of after-pouring is often excavated；When being excavated in the level of ground water bottom, often excavate
One section of reinforced concrete core-tube of 0.5m after-pourings；After the horizon d is excavated to, steel pile casting is put into described hole as
Supporting, afterwards to progress base expanding and base expanding construction at the horizon d under workmen.
5. a kind of dug pile construction method for passing through sand gravel backfill layer according to claim 4, it is characterised in that every
Duan Suoshu reinforced concrete core-tubes are in up-narrow and down-wide inverted trapezoidal shape, and the lower internal diameter of the reinforced concrete core-tube is suitable for reading for its
1.1~1.2 times of internal diameter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410791089.8A CN104499479B (en) | 2014-12-19 | 2014-12-19 | It is a kind of to pass through the dug pile construction method that sand gravel backfills layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410791089.8A CN104499479B (en) | 2014-12-19 | 2014-12-19 | It is a kind of to pass through the dug pile construction method that sand gravel backfills layer |
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| Publication Number | Publication Date |
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| CN104499479A CN104499479A (en) | 2015-04-08 |
| CN104499479B true CN104499479B (en) | 2017-09-15 |
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Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714771B (en) * | 2016-02-18 | 2018-01-30 | 江西师范大学 | Construction method of manual hole digging pile |
| CN108239985A (en) * | 2016-12-27 | 2018-07-03 | 张双平 | Artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method |
| CN108560540B (en) * | 2018-06-20 | 2020-10-27 | 中国建筑第八工程局有限公司 | Protection method and protection structure for manual hole digging pile argillaceous siltstone geology |
| CN110258551A (en) * | 2019-06-27 | 2019-09-20 | 四川公路桥梁建设集团有限公司 | Anti-slide pile hole excavation vertical small conduit pipe curtain supporting structure and construction method |
| CN110185386A (en) * | 2019-06-27 | 2019-08-30 | 四川公路桥梁建设集团有限公司 | Rotary-digging rapid hole forming method for concrete retaining wall of loose accumulation body stratum |
| CN111197310A (en) * | 2020-01-07 | 2020-05-26 | 中冶交通建设集团有限公司 | Grouting device, equipment and grouting method for sounding pipe of water-rich stratum of cast-in-place pile |
| CN111173991B (en) * | 2020-02-14 | 2021-07-02 | 广东君兆建设集团有限公司 | Municipal road pipeline construction method |
| CN111172982B (en) * | 2020-02-17 | 2021-08-31 | 中冶建工集团有限公司 | Construction method of soft soil manual hole digging pile |
| CN113914301A (en) * | 2020-07-09 | 2022-01-11 | 中国建筑第八工程局有限公司 | Millimeter-level settlement control method in mudstone geological environment |
| CN112252306A (en) * | 2020-10-23 | 2021-01-22 | 中国一冶集团有限公司 | Pile splicing method for engineering pile of super-thick water-rich sand layer |
| CN113882398A (en) * | 2021-10-12 | 2022-01-04 | 中铁七局集团郑州工程有限公司 | Grouting reinforcement construction method for pile foundation casing of water-rich sand gravel soil layer |
| CN114837166A (en) * | 2022-05-18 | 2022-08-02 | 中铁六局集团有限公司 | Construction method of pile foundation for complex terrain geology in mountainous area |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2469046Y (en) * | 2001-04-04 | 2002-01-02 | 陈扬德 | Prefabricated steel bar reinforced concrete bulk head for piles |
| CN101200897A (en) * | 2007-11-20 | 2008-06-18 | 中铁大桥局集团第二工程有限公司 | Construction method for grouting curtain combined with steel reinforced concrete guard ring |
| CN101525881B (en) * | 2009-04-01 | 2012-01-04 | 中铁二院工程集团有限责任公司 | Structure of karst strata pile holes protecting wall and method for constructing pile holes |
| CN103031839B (en) * | 2013-01-10 | 2015-04-15 | 中铁七局集团第三工程有限公司 | Construction method of hand-dug piles |
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