CN106869118A - A kind of first grouting picket construction technology - Google Patents
A kind of first grouting picket construction technology Download PDFInfo
- Publication number
- CN106869118A CN106869118A CN201710233234.4A CN201710233234A CN106869118A CN 106869118 A CN106869118 A CN 106869118A CN 201710233234 A CN201710233234 A CN 201710233234A CN 106869118 A CN106869118 A CN 106869118A
- Authority
- CN
- China
- Prior art keywords
- grouting
- stake
- construction technology
- slip casting
- picket
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- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Classifications
-
- 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
- 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
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
-
- 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
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
Abstract
The invention belongs to foundation basic construction technical field, a kind of first grouting picket construction technology is disclosed.Technological process is as follows：1) fixed point is calculated：A. stake holes position and depth are determined, b. determines slip casting position, depth, angle and grouting amount, and c. determines branch and force bearing disk position；2) slip casting：Cement mortar is injected by result of calculation；3) pore-forming：Use auger machine pore-forming；4) branch is pressed：Pressure branch and force bearing disk；5) steel pipe is put；6) concrete is led；7) site clearing.Invention increases the intensity and stake and the contact area of soil of stake week and its subjacent bed soil, so as to increased soil and pile body globality, the bearing capacity of stake is improve, settling amount is reduced, be ensure that construction quality.
Description
Technical field
The invention belongs to foundation basic construction technical field, and in particular to a kind of first grouting picket construction technology.
Background technology
Jet grouting is a kind of advanced soil body deep-layer reinforcing that 20 century 70s grow up also known as churning method
Method.It is after the Grouting Pipe with nozzle is drilled into the precalculated position of soil layer using rig, slurries to be turned into high-tension apparatus
The high-pressure spray of 20MPa or so is ejected from nozzle, the impact failure soil body, when energy is big, speed is soon and in the spray of pulse type
When the dynamic pressure of jet exceedes earth structure strength, grogs is just peeled off from the soil body, and a part of tiny grogs emits with slurries
Go out, remaining grogs mixes under the impulsive force of injection stream, centrifugal force and Action of Gravity Field with slurries stirring, and by certain puddled soil ratio
Example and quality size are regularly rearranged.After slurry solidification, induration is just formed in soil.
Auger bore construction method is to cut soil layer on the spot at stake position with the augers of twist bit, is cut soil block brill
Bits rise with bit along the drilling rod with helical blade, are automatically drained out outside hole after being transported to out earthenware, are then attached to and turn over
Transported in trolley.
It is a kind of Novel cross-section-variable pile to squeeze and include plate-resistant pouring pile, and it is on the basis of common filling pile, by requirement for bearing capacity
With the difference of engineering geological condition, diverse location setting branch and the force bearing disk for including branch former in drilling are squeezed using hydraulic pressure.
This stake is made up of main pile body, branch and force bearing disk.
Tremie method is the filling of the steel pipe that will be tightly connected or intensity hard non-alloyed pipe higher as underwater concrete
Note passage, concrete inclines when falling, and vertically conduit falls.The effect of conduit is an example water environment, it is not contacted with concrete.
Conduit bottom is embedded in the concrete mix for pouring into appropriate depth, and the concrete in conduit is made in certain head pressure
Under, extruding lower nozzle concrete is in the concrete layer internal flow poured and spreads, pour work with complete concrete
Make, form continuous closely knit concrete-pile.
Bored concrete pile is the direct upper pore-forming in stake position at the construction field (site), then lays steel reinforcement cage in hole, then casting concrete into
Stake.It is divided into by forming hole method difference：Mud off pore-creating filling pile, dry operation pore-creating filling pile, casing pipe hole forming bored concrete pile, explosive expansion
Pore-creating filling pile and manually digging hole filling pile etc..
But traditional construction process of bored concrete pile there is also many defects.The shortcoming of mud off pore-creating filling pile technique exists
In：1) numerous and diverse, the lasting sound of operation pollutes, construction site is dirty and messy, it is big to take construction area；2) in this technique mud it is main
Effect is to take boring mud out of drilling, but some density or the larger boring mud of quality are difficult to be carried away by mud, and these boring muds
Weak section is formed on the bottom that will finally be deposited on stake, has a strong impact on the quality of stake；3) slurry coat method pours generation necessarily to stake
Help, but this layer of mud will cause it to reduce with the cohesive force and frictional force of stake due to the essence of self-lubrication after forming pile,
Greatly reduce the bearing capacity of stake.The shortcoming of dry operation pore-creating filling pile technique is：1) it is only capable of more than level of ground water
Soil layer is constructed；2) during being drilled using auger machine, hole wall causes hole wall because no safeguard measure can be collapsed unavoidably
Shape is irregular, so as to the concrete-pile for pouring also will not be expected shape, can be prominent in stake section under some geologic processes
Stress concentration is produced at change so as to cause the destruction of stake；3) after the completion of pouring, the active earth pressure around stake is smaller, and it is right to be approximately equal to
The hydrostatic pressure at plane is answered, pile body can shift so as to cause other a series of under eccentricity pressure and some geologic processes
Bad shadow.The shortcoming of casing pipeholing casting stake technique is：Be also easy to produce necking pile, broken pile, hang pin stake, pile top water inlet etc. ask
Topic.
Chinese patent CN106087993A and Chinese patent CN101781890A provide a kind of Novel threaded bored concrete pile respectively
And pouring construction method and screw cast-in-place pile construction method, stake dexterously will be made the stake of additional spiral body by them using slurry bag
Structure, increased stake with the active force of soil so as to improve the bearing capacity of stake, itself the disadvantage is that, slip casting difficulty is big, specifically,
When geotechnological cloth bag is in be had between the stake of larger extruding force and the soil body, slurry is not easily passed through at this, so as to cause to cannot get pre-
The additional spiral pilework of phase.Chinese patent CN105649010A provides a kind of construction process of bored concrete pile, and it is in the nature dry operation
Pore-creating filling pile technique, shortcoming is similar with its.Chinese patent CN105239561A provides a kind of long spire and stirs spray pre-pouring grout pressure filling
Steel reinforcement cage construction process of bored concrete pile is inserted after concrete, is easy to construction, save many conventional procedures, but its pile body intensity in itself
Not enough, it is impossible to bear big external force and stronger geologic process.Chinese patent CN105714827A provides a kind of cast-in-situ bored pile
Grouting behind shaft or drift lining construction method, its essence is the improvement carried out to traditional bored concrete pile, the bearing capacity of pile body and other are each after improvement
Item performance is improved but not as good as the present invention.Chinese patent CN103850249A provides a kind of long spire and is squeezed into rock perfusion
Pile constructing process, its essence is that traditional mud off pore-creating filling pile technique is mutually tied with casing pipeholing casting stake technique
Close, have both advantages concurrently but also gathered both shortcomings, its pile overall performance increases but not as good as this patent.
The content of the invention
It is an object of the invention to solve above technical problem, there is provided a kind of high-bearing capacity, low difficulty of construction, low settling amount
First grouting picket construction technology.
To achieve the above object, technical scheme is as follows：
A kind of first grouting picket construction technology, it is characterised in that：Comprise the following steps：
A. fixed point is calculated：A. stake holes position and depth are determined, b. determines slip casting position, depth, angle (conduit and vertical side
To angle) and grouting amount, c. determines branch and force bearing disk position；
B. slip casting：The cement mortar that will mix early strength agent with jet grouting is injected by result of calculation；
C. pore-forming：After cement slurry hardening result of calculation pore-forming is pressed using auger machine；
D. branch is pressed：Squeezed using hydraulic pressure and include branch molding structure device by result of calculation pressure branch and force bearing disk；
E. steel pipe is put：To hanging steel pipe in drilling；
F. concrete is led：With the stake of tremie method casting concrete behind levelling steel pipe position；
G. site clearing.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The slip casting is positioned around stake holes one week etc.
Radian is arranged.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：It is deep that the slip casting depth should be slightly bigger than drilling
Degree, to form cushion cap and provides condition for the stake holes slurry of a week converges in stake holes lower end.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The grouting amount should be with slip casting depth
Increase and increase, on the one hand ensure that reinforced soil layer forms a face of cylinder, the opposing party in one week around drilling at stake holes wall
The unguyed soil body in face of stake week forms retaining wall.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The grouting amount is minimum slip casting route
Place should uprush, it is ensured that the stake holes slurry of a week converges to form cushion cap in stake lower end.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The slip casting angle should be viscous with the soil body itself
The reduction of poly- power and increase to ensure that the horizontal breadth of soil mass consolidation reaches the degree for bearing earth pressure at rest enough.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：Section is protected in the steel pipe lower end equipped with one section,
Prevent the bottom of steel pipe from weathering.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The protection section is connected inside and outside steel pipe, really
The Concrete Filled for importing is protected entirely to drill.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The concrete pile structure is steel tube concrete
Native stake.
Due to using as above technical scheme, it is an advantage of the invention that：
1. operation of the present invention is simple but can guarantee that construction quality, and occupancy construction area is few, without the pollution such as environment, noise；
2. the present invention directly changes the shape of stake, and the stake is made up of main pile body, branch and force bearing disk, indirectly generation with
Lower some benefit：A. the contact area of soil layer and pile body, native land layer and pile body are increased due to the presence of branch and force bearing disk
Cohesive force and total frictional force have increased；B. branch and force bearing disk insertion inside soil body, increased the machine of soil layer and pile body
Tool snap-in force, native land is stronger with the globality of pile body；
3. the present invention directly makes cement mortar be mixed to form soil cement with soil, and following some benefit is produced indirectly：A. soil cement
First forming a circle firm retaining wall stake week, prevents caving in for boring procedure middle hole wall, and second forms in pile body bottom and hold
Platform, had not only reduced the sedimentation of itself but also the bearing capacity of stake is increased, and the 3rd, compared with the common soil body, more packing
Soil cement effectively slow down crossing for underground water and concrete mortar, so as to effectively prevent the reduction of strength of the mixing pile；b.
The more common soil layer of soil cement for being formed has intensity higher, causes the soil body to be engaged with the limit mechanical of stake branch and force bearing disk
Power is greatly increased, and has significant increase to the bearing capacity of stake；C. compared with common soil layer, soil cement has bigger gluing with pile body
Knot power, makes sub-surface stronger with the globality of pile body.
4. the pile body structure that the present invention is used is steel tube concrete pile, and compared with normal concrete stake, its work progress is more
Simply, other properties particularly bearing capacity is more excellent.
Brief description of the drawings
Fig. 1 is flow chart of the invention；
Fig. 2 is the soil body schematic diagram of single-point grouting and reinforcing；
Fig. 3 is the soil mass consolidation schematic diagram after slip casting of the present invention；
Fig. 4 is the soil mass consolidation and stake holes schematic diagram after branch of the present invention；
In figure：1. soil mass consolidation, 2. slip casting route, 3. borehole path, 4. branch, 5. force bearing disk, 6. stake holes, 7. common soil
Layer.
Specific embodiment
The present invention will be further described with reference to the accompanying drawings and examples.
The embodiment of the present invention is：
Referring to accompanying drawing 1, Fig. 2, Fig. 3 and Fig. 4, a kind of first grouting picket construction technology, it is characterised in that：Including following step
Suddenly：
A. fixed point is calculated：A. stake holes position and depth are determined, b. determines slip casting position, depth, angle (conduit and vertical side
To angle) and grouting amount, c. determines branch and force bearing disk position；
B. slip casting：The cement mortar that will mix early strength agent with jet grouting is injected by result of calculation；
C. pore-forming：After cement slurry hardening result of calculation pore-forming is pressed using auger machine；
D. branch is pressed：Squeezed using hydraulic pressure and include branch molding structure device by result of calculation pressure branch and force bearing disk；
E. steel pipe is put：To hanging steel pipe in drilling；
F. concrete is led：With the stake of tremie method casting concrete behind levelling steel pipe position；
G. site clearing.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The slip casting is positioned around stake holes one week etc.
Radian is arranged.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：It is deep that the slip casting depth should be slightly bigger than drilling
Degree, to form cushion cap and provides condition for the stake holes slurry of a week converges in stake holes lower end.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The grouting amount should be with slip casting depth
Increase and increase, on the one hand ensure that reinforced soil layer forms a face of cylinder, the opposing party in one week around drilling at stake holes wall
The unguyed soil body in face of stake week forms retaining wall.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The grouting amount is minimum slip casting route
Place should uprush, it is ensured that the stake holes slurry of a week converges to form cushion cap in stake lower end.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The slip casting angle should be viscous with the soil body itself
The reduction of poly- power and increase to ensure that the horizontal breadth of soil mass consolidation reaches the degree for bearing earth pressure at rest enough.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：Section is protected in the steel pipe lower end equipped with one section,
Prevent the bottom of steel pipe from weathering.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The protection section is connected inside and outside steel pipe, really
The Concrete Filled for importing is protected entirely to drill.
Above-mentioned a kind of first grouting picket construction technology, it is characterised in that：The concrete pile structure is steel tube concrete
Native stake.
It is only the preferred embodiments of the invention that the above tells embodiment, only illustrates that technology design of the invention and structure are special
Levy, it is therefore intended that person skilled can be implemented according to this, but above said content is not intended to limit protection scope of the present invention,
Therefore the change that all shapes according to the present invention, principle are done, all should cover within the scope of the present invention.
Claims (9)
1. a kind of first grouting picket construction technology, it is characterised in that：Comprise the following steps：
A. fixed point is calculated：A. determine stake holes position and depth, b. determine slip casting position, depth, angle (conduit and vertical direction
Angle) and grouting amount, c. determines branch and force bearing disk position；
B. slip casting：The cement mortar that will mix early strength agent with jet grouting is injected by result of calculation；
C. pore-forming：After cement slurry hardening result of calculation pore-forming is pressed using auger machine；
D. branch is pressed：Squeezed using hydraulic pressure and include branch molding structure device by result of calculation pressure branch and force bearing disk；
E. steel pipe is put：To hanging steel pipe in drilling；
F. concrete is led：With the stake of tremie method casting concrete behind levelling steel pipe position；
G. site clearing.
2. a kind of first grouting picket construction technology according to claim 1, it is characterised in that：The slip casting is positioned around
The radians such as stake holes one week arrangement.
3. a kind of first grouting picket construction technology according to claim 1, it is characterised in that：The slip casting depth should be omited
More than drilling depth, to form cushion cap condition is provided for the stake holes slurry of a week converges in stake holes lower end.
4. a kind of first grouting picket construction technology according to claim 1, it is characterised in that：The grouting amount should be with
The increase of slip casting depth and increase, on the one hand ensure reinforced soil layer around drilling one week at stake holes wall formed a cylinder
Face, on the other hand to the unguyed soil body formation retaining wall in stake week.
5. a kind of first grouting picket construction technology according to claim 1 or 4, it is characterised in that：The grouting amount exists
The lowest part of slip casting route should uprush, it is ensured that the stake holes slurry of a week converges to form cushion cap in stake lower end.
6. a kind of first grouting picket construction technology according to claim 1, it is characterised in that：The slip casting angle should be with
The reduction of the soil body itself cohesive strength and increase to ensure that the horizontal breadth of soil mass consolidation reaches the journey for bearing earth pressure at rest enough
Degree.
7. a kind of first grouting picket construction technology according to claim 1, it is characterised in that：The steel pipe lower end is equipped with
One section of protection section, prevents the bottom of steel pipe from weathering.
8. a kind of first grouting picket construction technology according to claim 7, it is characterised in that：The protection section is connected
Inside and outside steel pipe, it is ensured that the Concrete Filled of importing entirely drills.
9. a kind of first grouting picket construction technology according to claim 1, it is characterised in that：The concrete pile structure
It is steel tube concrete pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710233234.4A CN106869118A (en) | 2017-04-11 | 2017-04-11 | A kind of first grouting picket construction technology |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710233234.4A CN106869118A (en) | 2017-04-11 | 2017-04-11 | A kind of first grouting picket construction technology |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106869118A true CN106869118A (en) | 2017-06-20 |
Family
ID=59163633
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710233234.4A Pending CN106869118A (en) | 2017-04-11 | 2017-04-11 | A kind of first grouting picket construction technology |
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| Country | Link |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112049102A (en) * | 2020-09-08 | 2020-12-08 | 广东省水利水电第三工程局有限公司 | Construction method for reinforcing complex stratum by grouting steel pipe pile |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1158376A (en) * | 1996-12-10 | 1997-09-03 | 张国梁 | Pile structure construction method and special appts. thereof |
| JP2005320692A (en) * | 2004-05-06 | 2005-11-17 | Shimizu Corp | Pile foundation and its construction method |
| CN105064331A (en) * | 2015-08-25 | 2015-11-18 | 中铁二院昆明勘察设计研究院有限责任公司 | Combined cast-in-situ bored pile structure in cumulosol |
| CN105239561A (en) * | 2015-09-01 | 2016-01-13 | 北京建材地质工程公司 | Long spiral mix spray pre-grouting press concrete post-inserted steel reinforcement cage cast-in-place pile construction process |
-
2017
- 2017-04-11 CN CN201710233234.4A patent/CN106869118A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1158376A (en) * | 1996-12-10 | 1997-09-03 | 张国梁 | Pile structure construction method and special appts. thereof |
| JP2005320692A (en) * | 2004-05-06 | 2005-11-17 | Shimizu Corp | Pile foundation and its construction method |
| CN105064331A (en) * | 2015-08-25 | 2015-11-18 | 中铁二院昆明勘察设计研究院有限责任公司 | Combined cast-in-situ bored pile structure in cumulosol |
| CN105239561A (en) * | 2015-09-01 | 2016-01-13 | 北京建材地质工程公司 | Long spiral mix spray pre-grouting press concrete post-inserted steel reinforcement cage cast-in-place pile construction process |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112049102A (en) * | 2020-09-08 | 2020-12-08 | 广东省水利水电第三工程局有限公司 | Construction method for reinforcing complex stratum by grouting steel pipe pile |
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Application publication date: 20170620 |