CN104594357A - Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method - Google Patents
Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method Download PDFInfo
- Publication number
- CN104594357A CN104594357A CN201510023403.2A CN201510023403A CN104594357A CN 104594357 A CN104594357 A CN 104594357A CN 201510023403 A CN201510023403 A CN 201510023403A CN 104594357 A CN104594357 A CN 104594357A
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- Prior art keywords
- pile
- grouting
- precast
- slip casting
- pipe
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- Pending
Links
- 238000000034 method Methods 0.000 title claims abstract description 16
- 230000003068 static effect Effects 0.000 claims abstract description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 14
- 239000004568 cement Substances 0.000 claims abstract description 11
- 239000002002 slurry Substances 0.000 claims abstract description 7
- 239000003638 chemical reducing agent Substances 0.000 claims abstract description 4
- 238000009434 installation Methods 0.000 claims abstract description 3
- 238000007569 slipcasting Methods 0.000 claims description 48
- 239000002689 soil Substances 0.000 claims description 13
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 239000000463 material Substances 0.000 claims description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 239000011230 binding agent Substances 0.000 claims description 6
- 229910001018 Cast iron Inorganic materials 0.000 claims description 3
- 239000007799 cork Substances 0.000 claims description 3
- 238000001802 infusion Methods 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 10
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 208000001613 Gambling Diseases 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000037452 priming Effects 0.000 description 1
- 238000010992 reflux Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
Classifications
-
- 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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a grouting device after statically pressing or hammering a concrete precast tubular pile base and a grouting method. A precast pile toe is mounted at the bottom part of a precast tubular pile; the precast pile toe is provided with a grouting outlet; a grouting tube is arranged inside the precast tubular pile; the grouting tube is communicated to the grouting outlet through a grouting channel inside the precast pile toe; the grouting tube is tightly connected with a mouth part at one end of the grouting channel through a connector; a locator is arranged between the inner wall of the precast tubular pile and the outer wall of the grouting tube; the precast pile toe is mounted at the bottom part of the precast tubular pile, and the lower opening of the grouting outlet is blocked by a soft plug; the upper opening of the channel inside the precast pile toe is connected with the grouting tube through the connector, and the locator is arranged; the installation of the precast tubular pile is completed by static pressing or hammering, and cement slurry is grouted after 24 hours, wherein the water cement ratio of the cement slurry is 0.5-0.7; a water reducing agent is added when the water cement ratio is small; the grouting tube is pulled out after finishing grouting to reuse. The grouting device and method have the beneficial effects that the single pile bearing capacity can be improved and the cost is reduced.
Description
Technical field
The invention belongs to technical field of building construction, relate to static pressure or hammering concrete precast pipe pile pile bottom post-grouting device and grouting method.
Background technology
Current construction market adopts static pressure (hammering) concrete precast pipe pile more.When static pressure (hammering) concrete precast pipe pile uses, due to the requirement of prefabricated, transport, lifting, pile strength is very high, but bearing capacity is relatively low; Some stratum is as medium-sand seam, and compacted rear generation concentrated stress, passes in time instantaneously, and the concentrated stress that construction produces dribbles, and causes depression of bearing force; Some stratum needs when not reaching designing pile length to draw Kong Houzai static pressure (hammering) concrete precast pipe pile, and this situation easily produces pile top or soil around pile reset condition is destroyed, and causes bearing capacity not play very well, and single pile bearing capacity declines.In the construction technology of conventional piles, the priming concrete pile hole bottom post-grouting technique extensive use of first pore-forming, but static pressure (hammering) concrete precast pipe pile pile bottom post-grouting construction method is difficult to implement always.
Summary of the invention
The object of the present invention is to provide static pressure or hammering concrete precast pipe pile pile bottom post-grouting method, when solving soil plug effect, the low bearing capacity of traditional static pressure or hammering concrete precast pipe pile, higher concrete strength can not play a role, some geological conditions Single Pile supporting capacity can pass the problem that generation reduces gradually in time.
Another object of the present invention is to provide static pressure or hammering concrete precast pipe pile pile bottom post-grouting device.
The technical solution adopted in the present invention comprises precast pile tip, precast pile tip is arranged on bottom prefabricated tubular pile, precast pile tip is provided with the slip casting passage connecting slip casting outlet, Grouting Pipe is arranged on prefabricated tubular pile inside, Grouting Pipe is by the slip casting passage of non retern valve and precast pile tip inside and slip casting outlet, one end oral area of Grouting Pipe and non retern valve is linked together by connector, non retern valve is together with slip casting expanding channels, locator is provided with between prefabricated tubular pile inwall and Grouting Pipe outer wall, locator makes Grouting Pipe can not transverse shifting in prefabricated tubular pile inside, locator can in Grouting Pipe lower slider on the surface, the end face of Grouting Pipe is lower than the end face of pile tube.
Further, described precast pile tip is steel bar concrete material or iron and steel material quality.
Further, described slip casting passage end is several openings, and the corresponding slip casting outlet of each opening, the lower outlet of slip casting outlet is straight mouth or curved mouth.
Further, described connector adopts cast iron pipe collar or steel union; Described Grouting Pipe adopts steel pipe.
Static pressure or hammering concrete precast pipe pile pile bottom post-grouting device carry out the method for slip casting, carry out according to following steps:
Step 1: precast pile tip is arranged on bottom prefabricated tubular pile, and export end opening with cork shutoff slip casting, the slip casting passage in precast pile tip is suitable for reading to be connected Grouting Pipe by connector and installs locator, and static pressure or hammering complete the installation of prefabricated tubular pile;
Step 2:24 hour post-infusion cement slurry, the water/binder ratio of cement paste is 0.5 ~ 0.7, and water/binder ratio hour adds water reducing agent;
Step 3: extract Grouting Pipe after completing slip casting, reuse.
Further, in described step 2, after concrete final set, use clear water to open plug, when concrete reaches design strength, carry out slip casting by Grouting Pipe, form the concrete of guncreting pile and the structure of combining closely of surrounding soil.
Further, in described step 3, after completing slip casting, pile end groundwork soil and Pile side soil are reinforced, increase end resistance and the collateral resistance of stake.
The invention has the beneficial effects as follows and can improve single pile bearing capacity, reduce costs.
Accompanying drawing explanation
Fig. 1 is static pressure of the present invention or hammering concrete precast pipe pile pile bottom post-grouting apparatus structure schematic diagram.
In figure, 1. precast pile tip, 2. prefabricated tubular pile, be 3. with the slip casting outlet of non retern valve, 4. Grouting Pipe, 5. slip casting passage, 6. connector, 7. locator, 8. non retern valve.
Detailed description of the invention
Below in conjunction with detailed description of the invention, the present invention is described in detail.
Static pressure of the present invention or hammering concrete precast pipe pile pile bottom post-grouting device comprises precast pile tip 1 as shown in Figure 1, precast pile tip 1 is provided with slip casting passage 5 and slip casting outlet 3 (is installed on precast pile tip 1 after can independently making, or make one with precast pile tip 1), precast pile tip 1 is arranged on bottom prefabricated tubular pile 2, also comprises Grouting Pipe 4 and connector 6.Slip casting exports 3 configurable non retern valves suitable for reading, prevents slurry reflux.
Precast pile tip 1 can be steel bar concrete pile top and also can be iron and steel material quality, appearance and size makes pertinent regulations according to precast pile tip 1 as required and makes, reserve slip casting passage 5 during making and slip casting exports 3 positions, hole, also only ready-made slip casting outlet 3 can be made one with precast pile tip 1; One or more slip casting outlet 3 can be set in slip casting passage 5 lower end according to actual needs, upper end pools an entrance, grout outlet 3 can be straight mouth, also can be prevent grout outlet 3 pile body press down in process meet soil block after be difficult to slip casting, being made into syphon shape makes outlet avoid meeting native face, slip casting passage 5 upper end connects non retern valve 8, and non retern valve 8 is connected with Grouting Pipe 4 by connector 6; Connector 6 can adopt cast iron pipe collar, steel union etc.; Grouting Pipe 4 adopts steel pipe, and Grouting Pipe 4 will be carried out shutoff to upper end, and ensure that the shutoff end face of Grouting Pipe 4 is lower than prefabricated tubular pile 2 end face after being connected at every turn, in order to avoid Grouting Pipe 4 is in piling or (piling) and drop into foreign material and cause gambling to fill in.When prefabricated tubular pile 2 is longer, Grouting Pipe 4 is also longer, for ensureing stability and the integrity of Grouting Pipe 4, Grouting Pipe 4 arranges locator 7, and the outside dimension of locator 7 should be less than the internal diameter of prefabricated tubular pile 2, and to ensure in prefabricated tubular pile 2 free sliding and along Grouting Pipe 4 outer wall free sliding.It is firm that each connecting portion of Grouting Pipe 4 must connect, and itself and slip casting passage 5 departed from after Grouting Pipe 4 completes slip casting, except slip casting passage 5, comprises locator 7 and Grouting Pipe 4 is all taken out from prefabricated tubular pile 2.
Implementation method of the present invention is as follows:
When static pressure or the construction of hammering concrete precast pipe pile, prefabricated precast pile tip 1 (with slip casting outlet 3) is connected with first segment concrete precast pipe pile and uses cork shutoff slip casting to export 3 end openings, connect Grouting Pipe 4 top shutoff and install locator 7, after static pressure or hammering complete first segment concrete precast pipe pile, again second section concrete precast pipe pile is inserted in after can first connecting second section Grouting Pipe and locating rack, also first can be inserted in and installs after lifting simultaneously.Pile driving construction completes 24 hours post-infusion cement slurries, the water/binder ratio of cement paste is preferably between 0.5 ~ 0.7, and water/binder ratio hour should add water reducing agent, and grouting amount and termination slip casting condition can control by the pertinent regulations of industry standard, Grouting Pipe 4 can be extracted after completing, reuse.
Grouting device of the present invention, via Grouting Pipe in prefabricated tubular pile 24 by the pile bottom post-grouting (cement injection or other reinforcing slurries) of precast pile tip 1 to static pressure of having constructed (hammering) concrete precast pipe pile, pile end groundwork soil and Pile side soil are reinforced, increase end resistance and the collateral resistance of stake, thus improve bearing capacity of single pile; Eliminate stratum or draw the adverse effect that the reasons such as hole play bearing capacity; The single pile bearing capacity of the stake with the method construction can be matched with pile shaft concrete strength as much as possible, the concrete strength of prefabricated tubular pile can be made full use of; Eliminate the soil plug effect that the construction of uncovered prefabricated tubular pile produces; The impact reducing or eliminate the concentrated construction stress produced instantaneously owing to constructing to pass dissipation in time and cause bearing capacity to reduce; Eliminate building hidden danger, reduce building costs simultaneously.
Method and apparatus of the present invention can improve the bearing capacity of stake, and reduce cost, easy Laying injection pipe, easy and simple to handle, Grouting Pipe and locating rack can reuse, energy-conserving and environment-protective, saves cost, economic and practical.The concrete tubular pile technique of various soil layer can be applicable to.The object of the invention is clear and definite, discards the dross and selects the essential, easy construction, reliable in quality, Grouting Pipe material have multiple choices, with low cost, be convenient to promote, increase social benefit.
The above is only to better embodiment of the present invention, not any pro forma restriction is done to the present invention, every any simple modification done above embodiment according to technical spirit of the present invention, equivalent variations and modification, all belong in the scope of technical solution of the present invention.
Claims (7)
1. static pressure or hammering concrete precast pipe pile pile bottom post-grouting device, it is characterized in that: comprise precast pile tip (1), precast pile tip (1) is arranged on prefabricated tubular pile (2) bottom, precast pile tip (1) is provided with the slip casting passage (5) connecting slip casting outlet (3), it is inner that Grouting Pipe (4) is arranged on prefabricated tubular pile (2), Grouting Pipe (4) exports (3) by the slip casting passage (5) that non retern valve (8) is inner with precast pile tip (1) with slip casting and is communicated with, Grouting Pipe (4) is linked together by connector (6) with one end oral area of non retern valve (8), non retern valve (8) and slip casting passage (5) link together, locator (7) is provided with between prefabricated tubular pile (2) inwall and Grouting Pipe (4) outer wall, locator (7) makes Grouting Pipe (4) can not transverse shifting in prefabricated tubular pile (2) inside, locator (7) can in Grouting Pipe (4) lower slider on the surface, the end face of Grouting Pipe (4) is lower than the end face of pile tube (2).
2. according to static pressure described in claim 1 or hammering concrete precast pipe pile pile bottom post-grouting device, it is characterized in that: described precast pile tip (1) is steel bar concrete material or iron and steel material quality.
3. according to static pressure described in claim 1 or hammering concrete precast pipe pile pile bottom post-grouting device, it is characterized in that: described slip casting passage (5) one end is several openings, corresponding slip casting outlet (3) of each opening, the lower outlet of slip casting outlet (3) is straight mouth or curved mouth.
4. according to static pressure described in claim 1 or hammering concrete precast pipe pile pile bottom post-grouting device, it is characterized in that: described connector (6) adopts cast iron pipe collar or steel union; Described Grouting Pipe (4) adopts steel pipe.
5. carry out the method for slip casting according to static pressure described in claim 1 or hammering concrete precast pipe pile pile bottom post-grouting device, it is characterized in that: carry out according to following steps:
Step 1: precast pile tip (1) is arranged on prefabricated tubular pile (2) bottom, and export (3) end opening with cork shutoff slip casting, slip casting passage (5) in precast pile tip (1) is suitable for reading to be connected Grouting Pipe (4) by connector (6) and is installed locator (7), and static pressure or hammering complete the installation of prefabricated tubular pile (2);
Step 2:24 hour post-infusion cement slurry, the water/binder ratio of cement paste is 0.5 ~ 0.7, and water/binder ratio hour adds water reducing agent;
Step 3: extract Grouting Pipe after completing slip casting, reuse.
6. the method for slip casting is carried out according to static pressure described in claim 5 or hammering concrete precast pipe pile pile bottom post-grouting device, it is characterized in that: in described step 2, after concrete final set, use clear water to open plug, concrete carries out slip casting by Grouting Pipe (4) when reaching design strength, forms the concrete of guncreting pile and the structure of combining closely of surrounding soil.
7. the method for slip casting is carried out according to static pressure described in claim 5 or hammering concrete precast pipe pile pile bottom post-grouting device, it is characterized in that: in described step (3), after completing slip casting, pile end groundwork soil and Pile side soil are reinforced, increase end resistance and the collateral resistance of stake.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510023403.2A CN104594357A (en) | 2015-01-19 | 2015-01-19 | Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510023403.2A CN104594357A (en) | 2015-01-19 | 2015-01-19 | Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104594357A true CN104594357A (en) | 2015-05-06 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510023403.2A Pending CN104594357A (en) | 2015-01-19 | 2015-01-19 | Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method |
Country Status (1)
| Country | Link |
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| CN (1) | CN104594357A (en) |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105842430A (en) * | 2016-06-02 | 2016-08-10 | 天津大学 | Test method and test device for transverse microorganism cement grouting |
| CN105926588A (en) * | 2016-05-07 | 2016-09-07 | 哈尔滨共阳科技咨询有限公司 | Novel building steel pile |
| CN106869117A (en) * | 2017-01-25 | 2017-06-20 | 中铁大桥局集团有限公司 | A kind of steel-pipe pile stake bottom pre-load means and method |
| CN106906822A (en) * | 2017-03-08 | 2017-06-30 | 威海齐德新型建材有限公司 | A kind of prefabricated foundation stake and construction method |
| CN107152026A (en) * | 2017-06-15 | 2017-09-12 | 中铁大桥局集团有限公司 | The mud jacking pipe support and its distribution method of a kind of steel-pipe pile |
| CN107794925A (en) * | 2017-10-31 | 2018-03-13 | 浙江大学城市学院 | The grouting behind shaft or drift lining cast-in-situ concrete thin-wall and construction method of a kind of reserved grouting pipeline |
| CN108005078A (en) * | 2017-12-05 | 2018-05-08 | 北京航天地基工程有限责任公司 | Column is hammered into shape and column hammer rammed bulb pile composite foundation construction method |
| CN108179743A (en) * | 2018-02-09 | 2018-06-19 | 浙江大学城市学院 | A kind of synchronous grouting pile for prestressed pipe and construction method |
| CN109915043A (en) * | 2019-03-19 | 2019-06-21 | 安徽联开建设工程有限责任公司 | A kind of construction method of spiral Squeezing Soil Pile hole drill tool and bored concrete pile |
| CN114991136A (en) * | 2022-06-22 | 2022-09-02 | 江苏交水建智能装备研究院有限公司 | Intelligent penetration pipe pile capable of achieving grouting at different depths and manufacturing method and using method thereof |
| CN115977097A (en) * | 2023-01-18 | 2023-04-18 | 上海勘察设计研究院(集团)有限公司 | Hollow pile bottom can be rotated out grouting device and pile bottom grouting method |
| CN115977096A (en) * | 2023-01-18 | 2023-04-18 | 上海勘察设计研究院(集团)有限公司 | Hollow pile post-grouting device and pile bottom post-grouting method thereof |
| CN116516970A (en) * | 2023-04-07 | 2023-08-01 | 山东高速岩土科技有限公司 | Stable post-grouting device suitable for vibrating immersed tube filling pile |
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| CN102660946A (en) * | 2012-05-31 | 2012-09-12 | 福州市第三建筑工程公司 | A kind of pipe pile grouting pile head and using method thereof |
| CN204491617U (en) * | 2015-01-19 | 2015-07-22 | 赵连平 | A kind of static pressure or hammering concrete precast pipe pile pile bottom post-grouting device |
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Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105926588A (en) * | 2016-05-07 | 2016-09-07 | 哈尔滨共阳科技咨询有限公司 | Novel building steel pile |
| CN105842430A (en) * | 2016-06-02 | 2016-08-10 | 天津大学 | Test method and test device for transverse microorganism cement grouting |
| CN106869117A (en) * | 2017-01-25 | 2017-06-20 | 中铁大桥局集团有限公司 | A kind of steel-pipe pile stake bottom pre-load means and method |
| CN106906822A (en) * | 2017-03-08 | 2017-06-30 | 威海齐德新型建材有限公司 | A kind of prefabricated foundation stake and construction method |
| CN107152026B (en) * | 2017-06-15 | 2019-02-22 | 中铁大桥局集团有限公司 | A kind of grouting pipe frame for steel pipe pile and its laying method |
| CN107152026A (en) * | 2017-06-15 | 2017-09-12 | 中铁大桥局集团有限公司 | The mud jacking pipe support and its distribution method of a kind of steel-pipe pile |
| CN107794925A (en) * | 2017-10-31 | 2018-03-13 | 浙江大学城市学院 | The grouting behind shaft or drift lining cast-in-situ concrete thin-wall and construction method of a kind of reserved grouting pipeline |
| CN108005078A (en) * | 2017-12-05 | 2018-05-08 | 北京航天地基工程有限责任公司 | Column is hammered into shape and column hammer rammed bulb pile composite foundation construction method |
| CN108005078B (en) * | 2017-12-05 | 2021-01-15 | 北京航天地基工程有限责任公司 | Column hammer and column hammer rammed pile-expanding composite foundation construction method |
| CN108179743A (en) * | 2018-02-09 | 2018-06-19 | 浙江大学城市学院 | A kind of synchronous grouting pile for prestressed pipe and construction method |
| CN109915043A (en) * | 2019-03-19 | 2019-06-21 | 安徽联开建设工程有限责任公司 | A kind of construction method of spiral Squeezing Soil Pile hole drill tool and bored concrete pile |
| CN114991136A (en) * | 2022-06-22 | 2022-09-02 | 江苏交水建智能装备研究院有限公司 | Intelligent penetration pipe pile capable of achieving grouting at different depths and manufacturing method and using method thereof |
| CN114991136B (en) * | 2022-06-22 | 2024-05-28 | 江苏交水建智能装备研究院有限公司 | Intelligent penetration pipe pile capable of realizing grouting at different depths and manufacturing method and using method thereof |
| CN115977097A (en) * | 2023-01-18 | 2023-04-18 | 上海勘察设计研究院(集团)有限公司 | Hollow pile bottom can be rotated out grouting device and pile bottom grouting method |
| CN115977096A (en) * | 2023-01-18 | 2023-04-18 | 上海勘察设计研究院(集团)有限公司 | Hollow pile post-grouting device and pile bottom post-grouting method thereof |
| CN116516970A (en) * | 2023-04-07 | 2023-08-01 | 山东高速岩土科技有限公司 | Stable post-grouting device suitable for vibrating immersed tube filling pile |
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