CN104499479A - Dig-hole pile construction method based on penetration of sand gravel backfilling layer - Google Patents
Dig-hole pile construction method based on penetration of sand gravel backfilling layer Download PDFInfo
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- CN104499479A CN104499479A CN201410791089.8A CN201410791089A CN104499479A CN 104499479 A CN104499479 A CN 104499479A CN 201410791089 A CN201410791089 A CN 201410791089A CN 104499479 A CN104499479 A CN 104499479A
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- hole
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- sand gravel
- grouting
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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
- 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 invention discloses a dig-hole pile construction method based on penetration of a sand gravel backfilling layer. The construction method includes that the depth of underground water level and the depth of a bed rock layer are surveyed on the site, and a designed construction position of a dig-hole pile is marked; a circle of grouting tubes are hit into positions around the periphery of the dig-pole pile; the grouting tubes are grouted with cement paste mixed with an anti-permeability agent by a high-pressure grouting device at the same time, the cement paste permeates the sand gravel backfilling layer through grouting holes in the walls of the grouting tubes, and the grouting tubes are pulled out after grouting; a circle of cement is formed by the cement paste and the sand gravel backfilling layer after grouting and sealing reinforcement; a hole is dug at the designed construction position of the dig-hole pile, dado support is performed, and concrete is poured into the hole to form the dig-hole pile. The dig-hole pile construction method has the advantages that the technical problem that dig-hole piles cannot penetrate sand gravel backfilling layers with high water permeability and poor self-stabilization easily in the geotechnical engineering is solved, safety and reliability in construction are achieved, and bearing capacity of the pile is high.
Description
Technical field
The invention belongs to geotechnical engineering foundation treatment technology field, be specifically related to a kind of dug pile construction method passing through sand gravel backfill layer.
Background technology
In recent years, along with the development in city, especially more and more nervous at coastal developed regions building land, many important engineering services, railway, highway etc. progressively extend to by natural place, inland the place containing Cast-in-situ Piles in Sand-filling layer of gravel in coastal waters.Because Cast-in-situ Piles in Sand-filling layer of gravel Lack of support is to meet the requirement of engineering construction, therefore need to carry out foundation improvement to it.
Hole digging pile as a kind of non-Squeezing Soil Pile improveing ground, have convenient, the programming of construction fast, without the need to heavy mechanical equipment, advantages such as anti-seismic performance is strong, thus be widely used in Foundation Treatment.General hole digging pile is applicable to containing less argillic horizon, farinose argillic horizon or the clay stratum containing a small amount of sand gravel of underground water.When hole digging pile passes through the back fill course containing sand gravel, on the one hand because this stratum water permeability is strong, retaining wall supporting is easily caused to seep water, on the other hand because this stratum is poor primarily of loosen loose sand gravel formation self-stability, easily in construction, there is collapse hole, therefore pass through the sand gravel backfill layer that water permeability is strong, self-stability is poor in excavation pile construction, be the difficult problem in geotechnical engineering foundation treatment technology field always.
Summary of the invention
The object of the invention is according to above-mentioned the deficiencies in the prior art part, a kind of dug pile construction method passing through sand gravel backfill layer is provided, this construction method carries out slip casting by arranging a circle Grouting Pipe in hole digging pile periphery, make the cement paste of injection and sand gravel backfill layer form one and enclose concrete, by improving the globality of sand gravel backfill layer thus making hole digging pile can pass through safely this soil layer.
The object of the invention realizes being completed by following technical scheme:
Pass through a dug pile construction method for sand gravel backfill layer, it is characterized in that described construction method comprises the steps: field investigation, measure Ground-water level and the horizon d degree of depth, and mark the design and construction position of hole digging pile; Vertically squeeze into a circle Grouting Pipe around described hole digging pile periphery, each described Grouting Pipe is deeply to described horizon d; In each described Grouting Pipe, injected the cement paste being mixed with impervious agent by high-pressure slip-casting device simultaneously, the injected hole of described cement paste on described Grouting Pipe tube wall infiltrates in sand gravel backfill layer, stops slip casting when the described cement paste slurries amount injected reaches design load and extracts each described Grouting Pipe; After grouting seal water has been reinforced, described cement paste and affiliated sand gravel backfill layer have formed one and have enclosed concrete; Carry out hole excavation in the design and construction position of described hole digging pile afterwards and carry out retaining wall supporting, finally in described hole concrete perfusion to form described hole digging pile.
The described Grouting Pipe of one circle is vertically piled at the outer ring of described hole digging pile, and described race diameter is 1.1 ~ 1.3 times of described hole digging pile design aperture.
Described Grouting Pipe is played pad, screwed union, slip casting plug and loose joint combination formed by tip, steel pipe, hoop successively from bottom to top, and wherein said steel pipe tube wall is evenly equipped with injected hole.
The construction sequence of described hole excavation and described retaining wall supporting is: adopt machinery punching to grab excavation described hole, when described groundwater table top excavation, often excavates 1m after-pouring one section of reinforced concrete core-tube; When described groundwater table bottom excavation, often excavate 0.5m after-pouring one section of reinforced concrete core-tube; After being excavated to described horizon d, steel pile casting is put into described hole as supporting, carry out expansion bottom application work to described horizon d place under constructor afterwards.
Every section of described reinforced concrete core-tube is up-narrow and down-wide inverted trapezoidal shape, and the lower internal diameter of described reinforced concrete core-tube is 1.1 ~ 1.2 times of its upper internal diameter.
Advantage of the present invention is:
(1) reinforced by advanced horizontal high voltage grouting seal water in ground and form C10 concrete, then carry out excavation pile construction, thus overcome traditional hole digging pile and be difficult to pass through the defects such as retaining wall infiltration in sand gravel back fill course, construction, safety factor are low;
(2) adopt and rush grab jaw excavation and replace artificial shoveling, decrease the number of times of constructor in down-hole and time, thus improve efficiency of construction, reduce construction costs, improve construction safety coefficient;
(3) adopt 10 ~ 15mm steel pile casting to replace reinforced concrete core-tube to carry out horizon d and expand bottom application work, substantially increase the safety of constructor's downhole operations, this extends out bottom application work can improve supporting capacity at the bottom of hole digging pile stake;
(4) in work progress, stake holes wall adopts the concrete guard wall adding impervious agent, adds the side skin friction of pile body on the one hand, effectively improves the bearing capacity of pile body, further increases the barrier performance in excavation pile construction process on the other hand.
Accompanying drawing explanation
Fig. 1 is the hole digging pile structural representation passing through sand gravel backfill layer in the present invention;
Fig. 2 is the A-A generalized section in Fig. 1 of the present invention;
Fig. 3 is the structural representation of Grouting Pipe in the present invention.
Detailed description of the invention
Feature of the present invention and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that the understanding of technician of the same trade:
Be respectively as marked 1-16 in Fig. 1-3, figure: Grouting Pipe 1, tip 2, steel pipe 3, injected hole 4, hoop to beat at the bottom of pad 5, screwed union 6, slip casting plug 7, movable joint 8, horizon d 9, earth's surface 10, groundwater table 11, C10 concrete 12, reinforced concrete core-tube 13, reinforced concrete core-tube 14, steel pile casting 15, hole 16.
Embodiment: as shown in Figure 1, 2, 3, the present embodiment is specifically related to a kind of dug pile construction method passing through sand gravel backfill layer, this construction method can pass through safely in order to make hole digging pile the sand gravel backfill layer that water permeability is strong, self-stability is poor, and Specific construction step is as follows:
(1) place is reconnoitred, measure the degree of depth of groundwater table 11 and the degree of depth of horizon d 9, smooth construction plant in advance, and along bore position excavation groove and sump, the datum mark provided according to prospecting data and axis are measured, measure hole digging pile stake position central point to be onstructed and mark, deviation must not be greater than 20mm;
(2) some Grouting Pipe 1 are transported to job site, the main body of Grouting Pipe 1 is steel pipe 3, the length of steel pipe 3 is depending on the degree of depth of horizon d 9, the head of steel pipe 3 is the tip 3 that can stretch to horizon d 9, its tube wall is covered with according to quincunx the injected hole 4 that aperture is 50mm, the spacing of adjacent injected hole 4 is 100mm, the afterbody of steel pipe 3 is followed successively by hoop from bottom to top and plays pad 5, screwed union 6, slip casting plug 7 and movable joint 8, wherein pad 5 being fastenedly connected for same vibration sinking tube equipment beaten by hoop, screwed union 6 is for being connected with outside slurries delivery hose, slip casting plug 7 and movable joint 8 for fixing said external slurries delivery hose with the connection between steel pipe 3,
(3) vibration sinking tube equipment is adopted vertically to squeeze into a circle Grouting Pipe 1 in hole digging pile periphery to be onstructed, the diameter of this circle can just in time be formed entirety by cement grout solidification with the sand gravel backfill layer making hole digging pile design outside, aperture, when the tip 2 of Grouting Pipe 1 passes through sand gravel backfill layer to stopping immersed tube during horizon d 11 for hole digging pile 1.2 times of designing aperture; After treating immersed tube, Grouting Pipe 1 is connected by screwed union 6 with the slurries delivery hose of said external, and adopts the slip casting plug 7 that matches and movable joint 8 both to be fixed;
(4) start the high-pressure slip-casting device being positioned at earth's surface 10 inject to a circle Grouting Pipe 1 cement paste being mixed with impervious agent by aforesaid slurries delivery hose simultaneously, the cement paste slurries injected infiltrate the sand gravel backfill layer of outer ring through the injected hole 4 be distributed on tube wall, grouting pressure controls at 2 ~ 4MPa, slurries injection rate is preferably 15% ~ 20%, can extrapolate required cement quality according to the volume that hole digging pile outer ring need reinforce; Guarantee that on slip casting point, thickness of earth covering is greater than 2m; In mortar depositing construction process, adopt automatic flow and press recorder, carry out data preparation analysis in time, stop slip casting when the slurries amount injected reaches design load and extract Grouting Pipe; Wherein impervious agent can replace water mix slurries, with slurry reaction process, the atom of its main component macromolecular compound connects into linear and netted with longer branch, impervious agent is all generally the stereochemical structure presenting random distribution, be clouded in the macromolecular structure of slurry layer, and block the capillary channel of slurries completely, make cement and cement mortar have hydrophobicity, improve concrete impermeability, increase its compactness and impermeability;
(5) after grouting seal water has been reinforced, forming one Deng cement paste and sand gravel backfill layer encloses after intensity is the concrete 12 of C10, generally 12 hours, start the construction carrying out hole digging pile excavation and retaining wall supporting again, in order to avoid concrete 12 solidification intensity is really up to the mark, fraction excavation can be attempted at maintenance 10 hours, avoid concrete 12 really up to the mark being difficult to excavate;
(6), when excavating the hole of hole digging pile, adopt machinery punching to grab excavation and replace hand excavation, when excavating on groundwater table 11 top, often excavate 1m after-pouring one section of reinforced concrete core-tube 13; And when excavating in groundwater table 11 bottom, often excavate 0.5m after-pouring one section of reinforced concrete core-tube 14; Wherein reinforced concrete core-tube 13 or 14 all adopts intensity to be that the concrete of C25 is made, inside is furnished with equally distributed reinforcing bar, every section of reinforced concrete core-tube 13(or 14) in up-narrow and down-wide inverted trapezoidal shape, its lower internal diameter is 1.1 ~ 1.2 times of its upper internal diameter;
(7) after being excavated to horizon d 9, steel pile casting 15 is sunk in hole as inwall supporting, carry out the expansion bottom application work of at the bottom of hole 16 to horizon d 9 place under supporting construction personnel, for hole digging pile, expand end radius and control within 3 with the ratio D/d of pile body diameter, first time clear hole after pore-forming to stake end design elevation, should be carried out, the clear hole of second time should be carried out after reaming, lay reinforcing cage and conduit afterwards, then carry out third time clear hole, finally can 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 backfill layer, sand gravel backfill layer is compared to common sandy soils, its soil particle is larger looser, be difficult to provide enough supportings to protection wall of bored pile, the present embodiment makes cement paste slurries and sand gravel backfill layer fixing structure integrally by adopting slip casting method, thus overcomes traditional hole digging pile and be difficult to pass through the defects such as retaining wall seeps water, safety factor is low in sand gravel back fill course, construction; In addition, portion of techniques personnel are had to have employed the technical scheme that high-pressure rotary jet grouting pile is set in hole digging pile periphery at present, but high-pressure rotary jet grouting pile can only play antiseepage effect, soil layer intensity around hole digging pile cannot be improved, therefore high-pressure rotary jet grouting pile technical scheme and be not suitable for this loose soil bed of sand gravel backfill layer;
B. adopt and rush grab jaw excavation and replace artificial shoveling, decrease the number of times of constructor in down-hole and time, thus improve efficiency of construction, reduce construction costs, improve construction safety coefficient.
C. under generally cannot putting steel pile casting in sand gravel back fill course, people expands the end to bottom, but when after grouting and reinforcing in the present embodiment, sand gravel backfill layer improves globality, by consolidation between particle, thus the gusset pressure reduced steel pile casting wall, after putting into steel pile casting, barrel confined pressure is reduced to the scope that can bear, thus servant carries out to bottom excavating at the bottom of expansion becoming possibility, substantially increases the safety of constructor's downhole operations;
D. in work progress, stake holes wall adopts the concrete guard wall adding impervious agent, adds the side skin friction of pile body on the one hand, effectively improves the bearing capacity of pile body, further increases the barrier performance in excavation pile construction process on the other hand.
Claims (5)
1. pass through a dug pile construction method for sand gravel backfill layer, it is characterized in that described construction method comprises the steps: field investigation, measure Ground-water level and the horizon d degree of depth, and mark the design and construction position of hole digging pile; Vertically squeeze into a circle Grouting Pipe around described hole digging pile periphery, each described Grouting Pipe is deeply to described horizon d; In each described Grouting Pipe, injected the cement paste being mixed with impervious agent by high-pressure slip-casting device simultaneously, the injected hole of described cement paste on described Grouting Pipe tube wall infiltrates in sand gravel backfill layer, stops slip casting when the described cement paste slurries amount injected reaches design load and extracts each described Grouting Pipe; After grouting seal water has been reinforced, described cement paste and affiliated sand gravel backfill layer have formed one and have enclosed concrete; Carry out hole excavation in the design and construction position of described hole digging pile afterwards and carry out retaining wall supporting, finally in described hole concrete perfusion to form described hole digging pile.
2. a kind of dug pile construction method passing through sand gravel backfill layer according to claim 1, is characterized in that the described Grouting Pipe of a circle is vertically piled at the outer ring of described hole digging pile, and described race diameter is 1.1 ~ 1.3 times of described hole digging pile design aperture.
3. a kind of dug pile construction method passing through sand gravel backfill layer according to claim 1, it is characterized in that described Grouting Pipe is played pad, screwed union, slip casting plug and loose joint combination formed by tip, steel pipe, hoop successively from bottom to top, wherein said steel pipe tube wall is evenly equipped with injected hole.
4. a kind of dug pile construction method passing through sand gravel backfill layer according to claim 1, it is characterized in that the construction sequence of described hole excavation and described retaining wall supporting is: adopt machinery punching to grab excavation described hole, when described groundwater table top excavation, often excavate 1m after-pouring one section of reinforced concrete core-tube; When described groundwater table bottom excavation, often excavate 0.5m after-pouring one section of reinforced concrete core-tube; After being excavated to described horizon d, steel pile casting is put into described hole as supporting, carry out expansion bottom application work to described horizon d place under constructor afterwards.
5. a kind of dug pile construction method passing through sand gravel backfill layer according to claim 4, it is characterized in that every section of described reinforced concrete core-tube is up-narrow and down-wide inverted trapezoidal shape, the lower internal diameter of described reinforced concrete core-tube is 1.1 ~ 1.2 times of its upper internal diameter.
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| 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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| 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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| CN104499479B CN104499479B (en) | 2017-09-15 |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714771A (en) * | 2016-02-18 | 2016-06-29 | 江西师范大学 | Construction method for 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 |
| CN108560540A (en) * | 2018-06-20 | 2018-09-21 | 中国建筑第八工程局有限公司 | The means of defence and safeguard structure of artificial digging pile argillaceous siltstoue geology |
| CN110185386A (en) * | 2019-06-27 | 2019-08-30 | 四川公路桥梁建设集团有限公司 | A kind of incompact-deposit bodies stratum concrete guard wall rotary digging fast pore-creating method |
| CN110258551A (en) * | 2019-06-27 | 2019-09-20 | 四川公路桥梁建设集团有限公司 | A kind of vertical ductule pipe curtain supporting construction of friction pile pore digging and construction method |
| CN111172982A (en) * | 2020-02-17 | 2020-05-19 | 中冶建工集团有限公司 | Construction method of soft soil manual hole digging pile |
| CN111173991A (en) * | 2020-02-14 | 2020-05-19 | 广东君兆建设集团有限公司 | Municipal road pipeline construction method |
| 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 |
| 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 |
| 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 |
| 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 |
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714771A (en) * | 2016-02-18 | 2016-06-29 | 江西师范大学 | Construction method for manual hole digging pile |
| CN105714771B (en) * | 2016-02-18 | 2018-01-30 | 江西师范大学 | A kind of construction method of artificial 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 |
| CN108560540A (en) * | 2018-06-20 | 2018-09-21 | 中国建筑第八工程局有限公司 | The means of defence and safeguard structure of artificial digging pile argillaceous siltstoue geology |
| CN110185386A (en) * | 2019-06-27 | 2019-08-30 | 四川公路桥梁建设集团有限公司 | A kind of incompact-deposit bodies stratum concrete guard wall rotary digging fast pore-creating method |
| CN110258551A (en) * | 2019-06-27 | 2019-09-20 | 四川公路桥梁建设集团有限公司 | A kind of vertical ductule pipe curtain supporting construction of friction pile pore digging and construction method |
| 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 |
| CN111173991A (en) * | 2020-02-14 | 2020-05-19 | 广东君兆建设集团有限公司 | Municipal road pipeline construction method |
| CN111172982A (en) * | 2020-02-17 | 2020-05-19 | 中冶建工集团有限公司 | Construction method of soft soil manual hole digging pile |
| 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 |
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