CN114775605A - Device and method for escaping from difficulties after precast pile locking in pile sinking process - Google Patents
Device and method for escaping from difficulties after precast pile locking in pile sinking process Download PDFInfo
- Publication number
- CN114775605A CN114775605A CN202210477369.6A CN202210477369A CN114775605A CN 114775605 A CN114775605 A CN 114775605A CN 202210477369 A CN202210477369 A CN 202210477369A CN 114775605 A CN114775605 A CN 114775605A
- Authority
- CN
- China
- Prior art keywords
- pile
- precast
- sponge
- steel plate
- soil
- Prior art date
- 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.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 41
- 230000008569 process Effects 0.000 title claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 34
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 33
- 239000010959 steel Substances 0.000 claims abstract description 33
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 23
- 238000005370 electroosmosis Methods 0.000 claims abstract description 12
- 230000000694 effects Effects 0.000 claims abstract description 10
- 238000001125 extrusion Methods 0.000 claims abstract description 3
- 238000010521 absorption reaction Methods 0.000 claims description 5
- 239000002250 absorbent Substances 0.000 claims description 4
- 239000011347 resin Substances 0.000 claims description 4
- 229920005989 resin Polymers 0.000 claims description 4
- 230000006835 compression Effects 0.000 claims description 3
- 238000007906 compression Methods 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 230000005012 migration Effects 0.000 claims 1
- 238000013508 migration Methods 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 11
- 230000009471 action Effects 0.000 abstract description 3
- 230000007774 longterm Effects 0.000 abstract description 3
- 230000007547 defect Effects 0.000 description 3
- 238000005553 drilling Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000001050 lubricating effect Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
Abstract
The invention provides a escaping device and a escaping method after a precast pile is locked in a pile sinking process, wherein the device comprises the precast pile, a cavernous body, a lead and a steel plate; the pile body of the precast pile is provided with a plurality of annular grooves, and the outer sides of the annular grooves are bound with cavernous bodies; when the precast pile is locked in the piling process, water in soil mass around the pile is moved to the sponge body through the electroosmosis effect to cause the sponge body to absorb water and expand; when the pile is driven again, the sponge body extrudes the water in the pile body due to the extrusion action of the soil body, lubricates the pile body, reduces the side friction resistance of the pile body, and relieves the locking state of the pile body. The pile body is locked frequently due to the intermittent piling for a period of time in the engineering, the depth of the pile body into the soil is directly lower than the design value, the bearing capacity of a pile foundation is reduced, hidden danger is brought to the long-term stability of an upper structure, the method can effectively solve the problem that the pile body is locked, and the pile foundation construction is guaranteed to be carried out quickly and effectively.
Description
Technical Field
The invention belongs to the technical field of construction of building pile foundations, and particularly relates to a escaping device and method after a precast pile is locked in a pile sinking process.
Background
The precast pile drives the precast reinforced concrete pile into the ground layer through the pile driver, so that the material can be saved, the strength is high, the precast pile is suitable for buildings with higher requirements, and the precast pile has the defects of high construction difficulty and long construction time limited by the number of machines; in addition, in some special stratum such as sand inclusion soft clay stratum, often meet pile sinking clearance after a period, the problem that pile foundation is locked and can't continue to pile may cause useless pile or pile foundation bearing capacity not enough problem, and the main means of dealing with at present is that increase pile driver hammering load, perhaps carry out pile foundation construction again easily. Increase pile driver hammering load and beat bad or pile foundation to one side easily pile cap, easily carry out pile foundation construction again and then need change design route or construction scheme, bring construction inconvenience and cost loss. How to avoid adopting the above-mentioned treatment measures, carry on the effective difficult problem met at present to get rid of poverty to the pile foundation.
In the prior art, the side frictional resistance of the pile is reduced by adopting a drilling pile-forming technology, and the construction of the pile foundation is mainly carried out after a drilling machine is used for forming holes and bentonite slurry is injected into the holes to form a slurry retaining wall. The method can form soft mud cakes among pile soils to reduce the side friction resistance of the piles, but the soil squeezing effect of the piles is reduced due to the drilling effect, and the bearing capacity of pile foundations is reduced.
Disclosure of Invention
The invention aims to solve the defects and defects in the prior art, and provides a device and a method for removing the pile after the precast pile is locked in the pile sinking process.
The escaping device after the precast pile is locked in the pile sinking process comprises a precast pile 1, a cavernous body 2, a lead 3 and a steel plate 4;
2-5 annular grooves with the depth of 1-2 cm and the width of 6-8 cm are reserved at the position, close to the lower end, of the pile body of the precast pile 1 during manufacturing; pre-burying a wire in the precast pile 1, and allowing the sponge body 2 to be connected with an external direct-current power supply through a wire 3;
the sponge body 2 is filled with water-absorbent resin 6, the outside of the sponge body is wrapped by a fine steel wire mesh 7, and the middle of the sponge body is supported by a spring 5 to allow the sponge body to generate compression or expansion deformation;
the cavernous body 2 is in a strip shape and is bound outside the annular groove of the precast pile 1 to form a circle of annular wrapping and then is sewn into a whole, and the thickness of the sponge is 1-2 cm higher than the groove depth;
the steel plate 4 is vertically embedded outside the precast pile 1, and the top of the steel plate is connected with an external direct current power supply through a lead 3.
The method for escaping the difficulties after the precast pile is locked in the pile sinking process adopts the escaping device for connecting the precast pile after the precast pile is locked in the pile sinking process, and comprises the following specific steps:
firstly, the sponge body 2 is sewed and integrated after surrounding a circle of the annular groove part of the precast pile 1; each annular groove is wrapped with a sponge body 2;
secondly, applying hammering force on the top of the precast pile 1 to drive the pile body into a soil body; in the piling process, when the precast pile 1 is locked, judging that the pile body cannot be continuously driven due to overlarge friction on the side of the pile body, and stopping piling at the moment;
thirdly, vertically inserting a steel plate 4 into the ground, wherein the depth of the steel plate is consistent with the expected driving depth of the pile body; connecting leads at the tops of the precast pile 1 and the steel plate 4 with a negative electrode and a positive electrode of an external direct current power supply respectively, taking the precast pile 1 as a cathode and the steel plate 4 as an anode, electrifying for 2-10 hours according to the soil layer condition, so that water in the soil layer flows to a pile body due to the electroosmosis effect and is stored in the sponge body 2, and the sponge body 2 expands due to water absorption;
stopping electrifying, continuously piling, enabling the precast pile 1 to move downwards to cause the soil body to extrude the sponge body 2, and extruding and diffusing the water stored in the sponge body to a certain range from top to bottom of the pile side to lubricate the pile body, so that the friction resistance of the pile side is reduced, and pile sinking can be continued;
after the pile body is driven into a preset depth, electrodes of the steel plate 4 and the pile body are exchanged, reverse electroosmosis is carried out for 2-10 hours, residual water in the cavernous body 2 and water in soil bodies near the pile body are discharged, side friction between the pile body and the soil bodies is improved, and pile foundation bearing capacity is increased;
and sixthly, stopping electrifying, and pulling out the steel plate 4 for next use.
Further, water in the soil body around the pile is migrated to the sponge body 2 by the electroosmosis, and the sponge body is expanded due to water absorption; the water stored in the cavernous body is extruded and diffused to the upper part and the lower part of the pile side within a certain range through the extrusion force between the pile soils in the process of piling again, so that the friction resistance of the pile side is reduced, and the problem that the pile body is locked after the piling is stopped for a period of time and the piling cannot be continued is effectively solved.
Advantageous effects
The invention provides a escaping device and a escaping method after a precast pile is locked in the pile sinking process, wherein the device comprises the precast pile, a cavernous body, a lead and a steel plate; the pile body of the precast pile is provided with a plurality of annular grooves, and the outer sides of the annular grooves are bound with cavernous bodies; when the precast pile is locked in the piling process, water in soil mass around the pile is moved to the sponge body through the electroosmosis effect to cause the sponge body to absorb water and expand; when the pile is driven again, the water in the cavernous body is squeezed out due to the squeezing action of the soil body, the pile body is lubricated, the side friction resistance of the pile body is reduced, and the state that the pile body is locked is relieved. The pile body is locked frequently due to the intermittent piling for a period of time in the engineering, the depth of the pile body into the soil is directly lower than the design value, the bearing capacity of a pile foundation is reduced, hidden danger is brought to the long-term stability of an upper structure, the method can effectively solve the problem that the pile body is locked, and the pile foundation construction is guaranteed to be carried out quickly and effectively.
The invention has the following advantages:
the method has the advantages that moisture in the soil body is stored in the sponge body through the electroosmosis effect, the sponge body and the soil body are extruded to separate out moisture to lubricate the periphery of the pile body under the action of a hammering force, and the problem that the pile body cannot be driven again after being stagnated for a period of time due to the fact that the cohesive force is increased due to hole pressure dissipation among pile soils in the pile driving process is effectively solved;
the problems that the driving depth of the pile body is lower than a design value, the bearing capacity of a pile foundation is reduced, and hidden danger is brought to the long-term stability of an upper structure in engineering are effectively solved, the processes of waste piles and waste pile treatment caused by the reasons are reduced, and construction is accelerated to be smoothly carried out;
the method for getting rid of the difficulty does not need to greatly change the pile body, the sponge body can be produced in batch, the electroosmosis effect is simple to operate, and the steel plate serving as the electrode can be repeatedly used, so that the method is green and environment-friendly;
after the problem of pile body locking is solved, reverse electroosmosis can be used, the side frictional resistance between pile soils is increased, and the bearing capacity of a pile foundation is improved.
Drawings
FIG. 1 is a cross-sectional view of the device of the present invention;
FIG. 2 is a cross-sectional view of the precast pile of the present invention, in which a plurality of annular grooves are formed at the lower part of the pile body;
fig. 3 is a structural diagram of the sponge body, and the sponge body is in a strip shape.
Description of reference numerals: the prefabricated pile comprises a prefabricated pile 1, a cavernous body 2, a lead 3, a steel plate 4, a spring 5, water-absorbent resin 6 and a fine steel wire mesh 7.
Detailed Description
The invention will be further described with reference to the following figures and examples.
As shown in fig. 1 and fig. 2, the device and the method for getting rid of difficulties after the precast pile is clasped in the pile sinking process comprise a precast pile 1, a cavernous body 2, a lead 3 and a steel plate 4;
2-5 annular grooves with the depth of 1-2 cm and the width of 6-8 cm are reserved at the position close to the lower end of the pile body of the precast pile 1 during manufacturing; wires are pre-buried in the precast pile 1, and the sponge body 2 is allowed to be connected with an external direct-current power supply through the wires 3, as shown in fig. 2;
the sponge body 2 is filled with water-absorbent resin 6, the outside of the sponge body is wrapped by a fine steel wire mesh 7, the middle of the sponge body is supported by a spring 5, and the sponge body is allowed to generate compression or expansion deformation, as shown in figure 3;
the sponge body 2 is in a strip shape and tied to the outer side of the annular groove of the precast pile 1 to form a circle of annular wrapping and then is sewn into a whole, and the thickness of the sponge body is 1-2 cm higher than the depth of the groove;
the method for escaping the difficulties after the precast pile is locked in the pile sinking process adopts the escaping device for connecting the precast pile after the precast pile is locked in the pile sinking process, and comprises the following specific steps:
firstly, the sponge body 2 is sewed and integrated around the annular groove of the precast pile 1; each annular groove is wrapped with a sponge body 2;
secondly, applying a hammering force on the top of the precast pile 1 to drive the pile body into the soil body; in the piling process, when the precast pile 1 is locked, judging that the pile body cannot be driven continuously due to overlarge side friction of the pile body, and stopping piling at the moment;
thirdly, vertically inserting a steel plate 4 into the ground, wherein the depth of the steel plate is consistent with the expected driving depth of the pile body; connecting leads at the tops of the precast pile 1 and the steel plate 4 with a negative electrode and a positive electrode of an external direct current power supply respectively, taking the precast pile 1 as a cathode and the steel plate 4 as an anode, electrifying for 2-10 hours according to the soil layer condition, so that water in the soil layer flows to a pile body due to the electroosmosis effect and is stored in the sponge body 2, and the sponge body 2 expands due to water absorption;
stopping electrifying, continuously piling, enabling the precast pile 1 to move downwards to enable the soil body to extrude the sponge body 2, extruding and diffusing the water stored in the sponge body to a certain range from top to bottom of the pile side, lubricating the pile body, reducing the friction resistance of the pile side, and continuously sinking the pile;
after the pile body is driven to a preset depth, electrodes of the steel plate 4 and the pile body are exchanged, reverse electro-osmosis is carried out for 2-10 hours, residual moisture in the sponge body 2 and moisture of soil bodies near the pile body are removed, side friction between the pile body and the soil bodies is improved, and bearing capacity of a pile foundation is increased;
and sixthly, stopping electrifying, and pulling out the steel plate 4 for next use.
The above description is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and substitutions can be made without departing from the technical principle of the present invention, and these modifications and substitutions should also be regarded as the protection scope of the present invention.
Claims (3)
1. The device for relieving the trouble after the precast pile is clasped in the pile sinking process is characterized by comprising a precast pile (1), a cavernous body (2), a lead (3) and a steel plate (4);
2-5 annular grooves with the depth of 1-2 cm and the width of 6-8 cm are reserved at the position, close to the lower end, of the pile body of the precast pile (1) during manufacturing; wires are pre-buried in the precast pile (1), and the sponge body (2) is allowed to be connected with an external direct-current power supply through the wires (3);
the sponge body (2) is filled with water-absorbent resin (6), the outside of the sponge body is wrapped by a fine steel wire mesh (7), the middle of the sponge body is supported by a spring (5), and the sponge body is allowed to generate compression or expansion deformation;
the cavernous body (2) is in a strip shape and is bound to the outer side of the annular groove of the precast pile (1) to form a circle of annular wrapping and then is sewn into a whole, and the thickness of the sponge is 1-2 cm higher than the depth of the groove;
the steel plate (4) is vertically embedded outside the precast pile (1), and the top of the steel plate is connected with an external direct-current power supply through a lead (3).
2. The method for escaping from the difficulties after the precast pile is locked in the pile sinking process is characterized in that the escaping device which is used for the precast pile after being locked in the pile sinking process and is disclosed by claim 1 is adopted for connection, and the concrete steps are as follows:
firstly, a sponge body (2) is sewed and integrated around the annular groove of the precast pile (1); each annular groove is wrapped with a sponge body (2);
secondly, applying hammering force on the top of the precast pile (1) to drive the pile body into a soil body; in the piling process, when the precast pile (1) is locked, judging that the pile body cannot be driven continuously due to overlarge side friction of the pile body, and stopping piling at the moment;
thirdly, vertically inserting a steel plate (4) into the ground, wherein the depth of the steel plate is consistent with the expected driving depth of the pile body; connecting leads at the tops of the precast pile (1) and the steel plate (4) with a negative electrode and a positive electrode of an external direct-current power supply respectively, taking the precast pile (1) as a negative electrode and the steel plate (4) as a positive electrode, electrifying for 2-10 hours according to the soil condition, enabling water in the soil to flow to the pile body due to electroosmosis and be stored in the sponge body (2), and enabling the sponge body (2) to expand due to water absorption;
stopping electrifying, continuously driving the pile, moving the precast pile (1) downwards to cause the soil body to extrude the sponge body (2), and extruding and diffusing the water stored in the sponge body to a certain range up and down the pile side to lubricate the pile body, so that the friction resistance of the pile side is reduced, and pile sinking can be continued;
after the pile body is driven into a preset depth, electrodes of the steel plate (4) and the pile body are exchanged, reverse electro-osmosis is carried out for 2-10 hours, residual moisture in the sponge body (2) and moisture of soil bodies near the pile body are discharged, the side friction force between the pile body and the soil bodies is improved, and the bearing capacity of a pile foundation is increased;
sixthly, stopping electrifying, and pulling out the steel plate (4) for next use.
3. A method according to claim 2, characterized in that the electroosmotic effect causes the migration of water in the peripile soil towards the sponge (2), which expands due to water absorption; the water stored in the cavernous body is extruded and diffused to the upper part and the lower part of the pile side within a certain range through the extrusion force between pile soils in the piling process again, so that the friction resistance of the pile side is reduced, and the problem that the piling cannot be continued due to the locking of the pile body after the piling is stopped for a period of time is effectively solved.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210477369.6A CN114775605B (en) | 2022-04-20 | 2022-04-20 | Device and method for removing preformed pile locked in pile sinking process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210477369.6A CN114775605B (en) | 2022-04-20 | 2022-04-20 | Device and method for removing preformed pile locked in pile sinking process |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114775605A true CN114775605A (en) | 2022-07-22 |
| CN114775605B CN114775605B (en) | 2024-04-19 |
Family
ID=82434526
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210477369.6A Active CN114775605B (en) | 2022-04-20 | 2022-04-20 | Device and method for removing preformed pile locked in pile sinking process |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114775605B (en) |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4119511A (en) * | 1977-01-24 | 1978-10-10 | Christenson Lowell B | Apparatus and method of assisting pile driving by electro-osmosis |
| US4124483A (en) * | 1977-10-13 | 1978-11-07 | Christenson Lowell B | Apparatus and method of assisting pile driving by electro-osmosis |
| KR20040101582A (en) * | 2003-05-23 | 2004-12-03 | 이광열 | Construction method of pile foundation using electrokinetics treatment |
| CN102505693A (en) * | 2011-11-11 | 2012-06-20 | 河海大学 | Electroosmosis assistant pile sinking technology and construction method thereof |
| CN102587357A (en) * | 2012-03-27 | 2012-07-18 | 河海大学 | Construction method for electro-osmosis aided driving of cast-in-place X-shaped pile |
| US20120282038A1 (en) * | 2010-11-30 | 2012-11-08 | Cleveland State University | Electrokinetic conditioning of foundation piles |
| CN105297704A (en) * | 2015-11-05 | 2016-02-03 | 浙江大学城市学院 | Device for reinforcing soft foundation through electroosmosis reinforced piles and construction method |
| CN109811758A (en) * | 2019-03-14 | 2019-05-28 | 宁波大学 | Electric osmose composite foundation and its construction method |
| US20200018034A1 (en) * | 2016-12-24 | 2020-01-16 | Ørsted Wind Power A/S | Foundation for a structure |
-
2022
- 2022-04-20 CN CN202210477369.6A patent/CN114775605B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4119511A (en) * | 1977-01-24 | 1978-10-10 | Christenson Lowell B | Apparatus and method of assisting pile driving by electro-osmosis |
| US4124483A (en) * | 1977-10-13 | 1978-11-07 | Christenson Lowell B | Apparatus and method of assisting pile driving by electro-osmosis |
| KR20040101582A (en) * | 2003-05-23 | 2004-12-03 | 이광열 | Construction method of pile foundation using electrokinetics treatment |
| US20120282038A1 (en) * | 2010-11-30 | 2012-11-08 | Cleveland State University | Electrokinetic conditioning of foundation piles |
| CN102505693A (en) * | 2011-11-11 | 2012-06-20 | 河海大学 | Electroosmosis assistant pile sinking technology and construction method thereof |
| CN102587357A (en) * | 2012-03-27 | 2012-07-18 | 河海大学 | Construction method for electro-osmosis aided driving of cast-in-place X-shaped pile |
| CN105297704A (en) * | 2015-11-05 | 2016-02-03 | 浙江大学城市学院 | Device for reinforcing soft foundation through electroosmosis reinforced piles and construction method |
| US20200018034A1 (en) * | 2016-12-24 | 2020-01-16 | Ørsted Wind Power A/S | Foundation for a structure |
| CN109811758A (en) * | 2019-03-14 | 2019-05-28 | 宁波大学 | Electric osmose composite foundation and its construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114775605B (en) | 2024-04-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110016909B (en) | Construction method for expanding reinforced bored pile by hydraulic squeezing and expanding combined bag grouting pile body | |
| CN210049238U (en) | Capsule type expanded anchor rod with self-repairing function | |
| CN109056713B (en) | Construction method for steel structure anchor-increasing pouring anti-pulling pile | |
| CN104213554A (en) | Construction method of slip-casting variable-cross section steel pipe pile and expansion and extrusion device of slip-casting variable-cross section steel pipe pile | |
| CN114775605A (en) | Device and method for escaping from difficulties after precast pile locking in pile sinking process | |
| CN104196013B (en) | A kind of composite Y shape stake and construction method thereof | |
| CN1050421A (en) | The piling method of casting prefabricated composite pile | |
| CN111236211A (en) | Grouting squeezing-expanding prestressed pipe pile and construction method thereof | |
| CN209958408U (en) | Underground structure for resisting underground water buoyancy by using row piles | |
| CN115748688A (en) | Bag type enlarged footing prefabricated hollow pile and construction method thereof | |
| CN113373913B (en) | Cast-in-place pile pipe sinking and cast-in-place pile construction method | |
| CN110130958B (en) | Prevention and control method for gob-side entry retaining bottom heave | |
| CN212452590U (en) | Grouting squeezing and expanding prestressed pipe pile | |
| CN203594037U (en) | Foundation pit fencing structure of prestress hollow tube piles | |
| CN202124857U (en) | Splitting pile | |
| CN211368689U (en) | Novel conical tubular pile side opening pointed pile | |
| CN113482527B (en) | Collapsible loess foundation treatment method | |
| CN115030139B (en) | Novel steel pipe pile for soft soil site and construction method thereof | |
| CN215105250U (en) | Bottom-expanding composite pile for pile-plate structure | |
| CN114855770B (en) | Device and method for dissipating excess pore water pressure generated by pile sinking of prefabricated pipe pile | |
| CN109898511A (en) | A kind of construction method of static pressed pile and its dedicated Static pressure pile driver | |
| CN219045392U (en) | Drill rod drilling machine for preventing soil compaction pile Kong Sujing | |
| CN218712933U (en) | Underwater pile foundation sandwich type relay double-sleeve structure | |
| CN210459201U (en) | PHC tubular pile stake point | |
| CN212153412U (en) | Anchor pulling anti-slide pile suitable for karst cavity |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |