CN103015409B - The construction method of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation - Google Patents
The construction method of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation Download PDFInfo
- Publication number
- CN103015409B CN103015409B CN201310000249.8A CN201310000249A CN103015409B CN 103015409 B CN103015409 B CN 103015409B CN 201310000249 A CN201310000249 A CN 201310000249A CN 103015409 B CN103015409 B CN 103015409B
- Authority
- CN
- China
- Prior art keywords
- pile
- high pressure
- hole forming
- pressure jet
- composite foundation
- 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.)
- Active
Links
Landscapes
- Revetment (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses the construction method of a kind of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation, it is by long spire soil taking hole forming in place to be onstructed, take and after hole is terminated, insert rubble puddling reality, draw hole by dynamic sounding and lay shower nozzle, and high pressure jet grouting pushes up grout to hole, the artificial composite foundation rejected low-intensity pile crown and lay broken stone cushion layer formation high-bearing capacity。This construction method passes through long spire soil taking hole forming not disturbance prime stratum primary structure, replace former soft layer with rubble and promote bearing capacity, and by the cementing rubble of high pressure jet grouting, improve strength of the mixing pile, expand soil layer and scope between compaction pile simultaneously, improve the bond strength of broken stone pile and inter-pile soil, be conducive to promoting the bearing capacity of replacement stone pile composite foundation。
Description
Technical field
The present invention relates to the construction method of a kind of building engineering construction field composite foundation, particularly the construction method of a kind of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation。
Background technology
When current people carry out replacement stone pile composite foundation construction in building engineering construction, first indicate the position of broken stone pile on construction ground, structure for not destroying original place layer passes through long spire soil taking hole forming mostly, namely in stake holes, a large amount of rubble is inserted after soil taking hole forming, until stake holes fills up compacting forms broken stone pile, then broken stone cushion layer is laid on the top of broken stone pile, to form replacement stone pile composite foundation。But the broken stone pile formed due to this construction method belongs to discrete material pile, resist, mainly by the constraint of soil around pile body, the vertical load that basis is transmitted。The soil body around pile body is more soft, the restraining forces of stake is more poor, thus causing that the ability of broken stone pile transmission vertical load is also more weak, the bearing capacity making composite foundation also becomes more weak, therefore namely the construction method of this replacement stone pile composite foundation can not meet the requirement of high-bearing capacity, and pole is unfavorable for the safety of architectural engineering again。
Summary of the invention
In order to solve the deficiency of existing replacement stone pile composite foundation construction method method, the present invention provides the construction method of a kind of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation, can effective cementing rubble and inter-pile soil, improve the rigidity of broken stone pile, the bearing capacity of replacement stone pile composite foundation can be greatly improved。
The present invention is realized by following technical proposals: adopt following construction procedure: 1. demarcate the stake holes position of broken stone pile on construction ground, by long spire soil taking hole forming；2. insert rubble to stake holes, and puddling is real；3. squeeze rubble by dynamic sounding and draw hole, shower nozzle is seated to bottom stake holes；4. high pressure jet grouting, grouting pressure is 15～25MPa, and grout coordinate ratio is 1:1, and stops slip casting when stake holes top grout；5. manually reject low-intensity pile crown and lay broken stone cushion layer。The present invention adopts the long spire soil taking hole forming can not disturbance prime stratum primary structure, to promote bearing capacity with the rubble former soft layer of displacement, and further increase strength of the mixing pile by the cementing rubble of high pressure jet grouting, expand soil layer and scope between compaction pile simultaneously, improve the bond strength of broken stone pile and inter-pile soil, be conducive to promoting the bearing capacity of replacement stone pile composite foundation。
The invention has the beneficial effects as follows: do not change the rubble main material as broken stone pile, by at the broken stone pile cementing rubble of mesohigh jet groutinl, improve the intensity of broken stone pile pile body, high pressure serum portion can be made simultaneously to enter in inter-pile soil layer, expand soil layer and scope between compaction pile further, improve the bond strength of broken stone pile and inter-pile soil, be conducive to promoting the bearing capacity of replacement stone pile composite foundation, easy construction, effect is notable, it is simple to promote the use of。
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the present invention is further illustrated。
Fig. 1 is the cross-sectional view of the present invention。
Fig. 2 is the Structure of cross section schematic diagram of medium stone stake part of the present invention。
Code description in figure: 1-broken stone pile；2-broken stone cushion layer。
Detailed description of the invention
As shown in Figure 1 and Figure 2, the top of broken stone pile (1) is provided with broken stone cushion layer (2)。Sequentially include the following steps:, when construction, the stake holes position 1. demarcating broken stone pile on construction ground, carry out soil taking hole forming by long spire。So can avoid the original soil layer geologic structure of disturbance construction site, reduce the destruction to geological conditions。2. fill rubble to stake holes, and puddling is real。Should slowly carry out during filling, while filling, rubble be consolidated, reduce the space between rubble。3. squeeze rubble by dynamic sounding, shower nozzle is seated to bottom stake holes。The diameter drill bit less than 5cm should be selected, it is ensured that stake holes is indeformable when carrying out dynamic sounding。4. can carrying out high pressure jet grouting after bottom stake holes being laid by shower nozzle, grouting pressure is 15～25MPa, and grout coordinate ratio is 1:1, and stops slip casting when stake holes top grout。5. manually reject low-intensity pile crown and lay broken stone cushion layer, forming replacement stone pile composite foundation。The present invention promotes the bearing capacity of broken stone pile and inter-pile soil mainly through the form of construction work changing broken stone pile, broken stone pile carries out high-pressure slip-casting and can further improve strength of the mixing pile, expand soil layer and scope between compaction pile simultaneously, improve the bond strength of broken stone pile and inter-pile soil, be conducive to promoting the bearing capacity of replacement stone pile composite foundation。
Claims (1)
1. a construction method for soil taking hole forming high pressure jet grouting replacement stone pile composite foundation, is characterized in that: adopt following construction procedure:
1. the stake holes position of broken stone pile is demarcated on construction ground, by machinery soil taking hole forming；
2. insert rubble to stake holes, and puddling is real；
3. squeeze rubble by dynamic sounding and draw hole, and select the diameter drill bit less than or equal to 5cm to carry out dynamic sounding, shower nozzle is seated to bottom stake holes；
4. high pressure jet grouting, grouting pressure is 15～25MPa, and slurry water gray scale is 1:1, and stops slip casting when stake holes top grout；
5. manually reject low-intensity pile crown and lay broken stone cushion layer。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310000249.8A CN103015409B (en) | 2013-01-01 | 2013-01-01 | The construction method of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310000249.8A CN103015409B (en) | 2013-01-01 | 2013-01-01 | The construction method of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103015409A CN103015409A (en) | 2013-04-03 |
| CN103015409B true CN103015409B (en) | 2016-06-22 |
Family
ID=47964471
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310000249.8A Active CN103015409B (en) | 2013-01-01 | 2013-01-01 | The construction method of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103015409B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112229357B (en) * | 2020-09-29 | 2021-05-25 | 江苏省工程勘测研究院有限责任公司 | Method for detecting length and quality of tubular pile |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004232436A (en) * | 2003-02-03 | 2004-08-19 | Ohbayashi Corp | Pier foundation reinforcing method and pier foundation reinforcing structure |
| CN201330403Y (en) * | 2008-10-06 | 2009-10-21 | 吴保全 | Composite foundation with lateral confinement structure |
-
2013
- 2013-01-01 CN CN201310000249.8A patent/CN103015409B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004232436A (en) * | 2003-02-03 | 2004-08-19 | Ohbayashi Corp | Pier foundation reinforcing method and pier foundation reinforcing structure |
| CN201330403Y (en) * | 2008-10-06 | 2009-10-21 | 吴保全 | Composite foundation with lateral confinement structure |
Non-Patent Citations (3)
| Title |
|---|
| 王智.石灰碎石桩加固高液限粉土地基施工技术.《山西建筑》.2007,第33卷(第14期),第105-106页. * |
| 王铁法等.碎石注浆桩处理软土路基施工技术.《城市道桥与防洪》.2010,(第8期),第143-145页第2.2节. * |
| 碎石桩注浆技术在地基处理中的应用研究;伊丽娟等;《城市地质》;20111231;第6卷(第4期) * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103015409A (en) | 2013-04-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102493437A (en) | Grouting-type micro steel pipe pile and grouting reinforcement method | |
| CN204401385U (en) | A kind of road structure processing Deep Thick Soft Ground karst foundation | |
| CN203213136U (en) | Caisson and pile combined foundation of consolidated subsoil | |
| CN103993598A (en) | Crashed stone grouting pile with lead holes implanted in cloth bag and construction method | |
| CN106702823B (en) | A kind of high-speed railway lattice embankment structure and construction method | |
| CN205225280U (en) | A combined supporting structure that is used for steel -pipe pile bar planting tunnel composite lining of soft base | |
| CN207567757U (en) | A kind of novel prefabricated steel-pipe pile | |
| CN101560775A (en) | Composite soil nailing wall structure | |
| CN114109394A (en) | Method for determining pile length of tunnel shallow-buried weak surrounding rock high-pressure jet grouting pile method ground surface reinforcement | |
| CN104532714A (en) | Roadbed structure for treating deep soft soil karst foundation | |
| CN105297717A (en) | Composite foundation pile with lower portion enlarged diameter section and construction method of composite foundation pile | |
| CN110158585A (en) | A kind of device and construction method for cutting down Soft Soil Area pile foundation negative friction force | |
| CN109440757A (en) | A kind of foundation reinforcement method for karst region | |
| CN202324017U (en) | Grouting type micro steel pipe pile | |
| CN108797578A (en) | Crushed stone grouting pile and its construction method with classification enlarged footing | |
| CN205024710U (en) | Adopt raft foundation structure of anti prestressed anchorage of floating cable | |
| CN104196013B (en) | A kind of composite Y shape stake and construction method thereof | |
| CN103015409B (en) | The construction method of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation | |
| CN105544597B (en) | Suitable for the combination foundation structure and its construction method under Diarrhea lacustrine facies islands and reefs environment | |
| CN208545745U (en) | Crushed stone grouting pile with classification enlarged footing | |
| CN103981863B (en) | The construction method of a kind of discrete material pile and the upper and lower consubstantiality compound pile of concrete pile | |
| CN206220121U (en) | Assembled point anchor barricade | |
| CN206752209U (en) | A kind of high-speed railway lattice embankment structure | |
| CN107447775A (en) | Landslide disaster body makes ground draining reinforced earth retaining wall structure | |
| CN103726673A (en) | Novel after-rooting composite pile foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |