CN100494581C - Pipe pile hole maker with concrete bottom sealing, pipe cover and wings and construction process thereof - Google Patents
Pipe pile hole maker with concrete bottom sealing, pipe cover and wings and construction process thereof Download PDFInfo
- Publication number
- CN100494581C CN100494581C CNB2006100159850A CN200610015985A CN100494581C CN 100494581 C CN100494581 C CN 100494581C CN B2006100159850 A CNB2006100159850 A CN B2006100159850A CN 200610015985 A CN200610015985 A CN 200610015985A CN 100494581 C CN100494581 C CN 100494581C
- Authority
- CN
- China
- Prior art keywords
- stake
- concrete
- pile
- pile hole
- back cover
- 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
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a forming bore equipment with concrete sealing, pipe pile with cap and wing, and construction technology. The equipment is connected with Vibration joint 1 in upper position. The middle part is cavity structure, comprised by inner and outer sleeving 2, 3, with stayed bar. Nether shoe structure is comprised of many sections, which connect inner and outer sleeving 2, 3. Fixed section 5 with convex pillar is welded with inner and outer 2, 3. One end of active section 6 is connected with outer sleeving 3 and iron hinges 7. Two hyperbaric injecting pipes 11, through which concrete is injected into bottom of pipe pile and cavity and sprayed to soil surrounding pipe pile so as to form wing 17, are set outside it. Cavity structure is extracted and reinforcing cage is pressed-in. Cap 13 is added to the tip of pile and sandrock layer 14 and earth grid 15 are lay. It is provided with improving single pile load, reducing pile quantity and so on, and has widely applications.
Description
Technical field
The invention belongs to Foundation Design, particularly relate to the tubular pile hole device and the construction technology of a kind of concrete back cover and the band stake wing.
Background technology
As everyone knows, present existing concrete tube stake perforating device and construction technology have: 1.. major diameter cast-in-situ cylinder pile composite foundation construction method, the vibration downwards of many employing electric vibrating hammers is squeezed into tube stake machine in the ground, when the inside and outside sleeve cavity structure sinks to predetermined projected depth, shunt by concrete and evenly inject concrete in the cavity of meteorological inside and outside sleeve cavity structure, form the tube stake, its not sealing of stake bottom, and the tube pile wall thickness is inhomogeneous, makes the bearing capacity of this tube stake less; 2.. flapper-type shoe perforating device and not have preformed pile leg of a boot pile construction method be that flap valve shoe tubular pile hole device is closely knit by concrete deadweight in the concrete perfusion process, quality at tube stake bottom concrete spouting is good, and at the top of tube stake, concrete in the cavity reduces, so gravity pressure is little, is easy to generate segregation phenomenon at tube stake top; 3.. the tube stake of the solid end of high-pressure rotary-spray pile foundation, the high-pressure rotary-spray pile foundation that adopts the high-pressure rotary-spray technology to form at tube stake projected depth place, the diameter of high-pressure rotary-spray pile foundation is greater than the pile body of prestressing force tube stake, the major part that forms the bottom adds solid, the prestressing force pile body inserts in the high-pressure rotary-spray pile foundation, pile body and high-pressure rotary-spray pile foundation fuse, this technology is the new technology that adopts high-pressure rotary-spray technology and Static Pressure Precast Piles technology to combine and form, do not relate to the stake of cast-in-situ concrete tube, do not relate to processing transformation yet preformed pile stake top.In a word, the tube stake for cast-in-site has pressure type, squeezes into formula, vibrating type and spiral pore-forming, and a formed tube stake stake end does not all have sealing, finds the tube stake of band alar part yet; For prefabricated tube stake, though proposed reinforcing to pile bottom force holding layer, the stake top does not add pile cover.Because the complexity of geological conditions, its applicability is restricted.
Summary of the invention
The present invention provides the tubular pile hole device and the construction technology of a kind of concrete back cover and the band stake wing for solving the technical problem that exists in the known technology.
The technical scheme that the present invention takes for the technical problem that exists in the solution known technology is: the concrete back cover, the tubular pile hole device of the band pile cover and the band stake wing, it comprises inside and outside sleeve, shoe below the sleeve, support, it is characterized in that: connect the vibration joint on the perforating device, the middle part is an inner sleeve, the cavity structure that outer sleeve constitutes, be cross on the circumference of cavity structure and arrange and vertically be fixed with the multilayer support bar, pile extension boots structure under the perforating device, the vibration joint is connected with the high frequency hydraulic vibration driver by hydraulically operated fixture, pile shoe structure is made of a plurality of distinguish of dividing equally, distinguish connects inner sleeve and outer sleeve, a segment length of exposing outer sleeve in bottom inner sleeve, alternate formation one semifixed second half activity of each distinguish, fixing its two ends of distinguish are welded together with inner sleeve and outer sleeve respectively, the distinguish that second half is movable, the one end is connected with hinge with outer sleeve respectively, the other end can be around hinge through, arranged outside at fixing distinguish has 2-3cm projection vertically downward, the lower end of inner sleeve inside is lower than pipe in one section reinforcement of distinguish place reinforcement of weld, be provided with the concrete charging aperture on cavity structure top, in, two high-pressure slip-casting pipes of outer sleeve cavity structure outermost layer symmetric arrangement, the outer wall of high-pressure slip-casting pipe and outer sleeve is hinged, the lower end and the bottom of every high-pressure slip-casting pipe have jet, have nozzle in the jet.
The concrete tube pile constructing process of band reinforcing cage, it comprises boring, pours into, carries brill, presses cage and pile-formation process, it is characterized in that:
1.. concrete back cover, band stake wing tubular pile hole device are placed on the ground place that will drive piles, adopt special-purpose laser inclinometer to measure the verticality of perforating device, and can in pore forming process, carry out kinetic measurement and record;
2.. start the high frequency hydraulic vibration driver, drive the tubular pile hole device that is attached thereto and vibrate downwards;
3.. when sinking to predetermined projected depth in tubular pile hole device bottom, by High pressure cement pump and high-pressure slip-casting pipe to tube stake bearing stratum sprayed mortar mortar, and to tube stake bottom back cover;
4.. in the cavity of toroidal cavity tubular structure, inject concrete subsequently;
5.. marginal not is gone into the concrete edge vibration and is upwards extracted the toroidal cavity tubular structure;
6.. rotate high-pressure slip-casting pipe nozzle direction, make high-pressure slip-casting tube end jet sprayed mortar mortar in tube stake surrounding soil;
7.. the toroidal cavity tubular structure is extracted ground fully;
8.. according to the data of the perforating device verticality of the kinetic measurement of laser inclinometer record, the reinforcing cage that has prepared with the insertion of high frequency hydraulic vibration driver;
9.. treat the pile cover of casting after the concrete setting in the tube stake.
The concrete tube pile constructing process, it comprises boring, pours into, carries and bore and pile-formation process, it is characterized in that:
1.. concrete back cover, band stake wing tubular pile hole device are placed on the ground place that will drive piles, adopt special-purpose laser inclinometer to measure the verticality of perforating device;
2.. start high frequency hydraulic vibration driver or electric vibrating hammer, drive the tubular pile hole device that is attached thereto and vibrate downwards;
3.. when sinking to predetermined projected depth in tubular pile hole device bottom, by High pressure cement pump and high-pressure slip-casting pipe to tube stake bearing stratum sprayed mortar mortar, and to tube stake bottom back cover;
4.. in the cavity of toroidal cavity tubular structure, inject concrete subsequently;
5.. marginal not is gone into the concrete edge vibration and is upwards extracted the toroidal cavity tubular structure;
6.. rotate high-pressure slip-casting pipe nozzle direction, make high-pressure slip-casting tube end jet sprayed mortar mortar in tube stake surrounding soil;
7.. the toroidal cavity tubular structure is extracted ground fully;
8.. treat the pile cover of casting after the concrete setting in the tube stake;
9.. lay sand stone layer on the stake top, and in sand stone layer, put into geo-grid.
The present invention can also adopt following technical measures: the both sides of described high-pressure slip-casting pipe have jet, and two jets are in certain angle.
Advantage and good effect that the present invention has are: its alternate formation one semifixed second half movable pile shoe structure of a plurality of distinguish of dividing equally around the cavity structure cross section of inner sleeve and outer sleeve, fixing distinguish arranged outside has 2-3cm projection vertically downward, it has played vibration, the effect of dense concrete, the quality of concrete spouting is good, especially after having increased pile cover, improved the intensity on stake top, the tube stake of the back cover band wing, make tube stake becoming end hold friction pile, improved the bearing capacity of stake, reduced the sedimentation of construction groundwork, applied widely, can be widely used in weak soil, saturated soil, soil layer such as sand and muck, particularly special and engineering that requirement for bearing capacity is very high for geological conditions, more can bring into play its advantage, be adapted at highway construction, use in municipal engineering and the concealed work.
Description of drawings
Fig. 1 is a perforating device structural representation of the present invention;
Fig. 2 is A-A cross-sectional schematic of Fig. 1;
Fig. 3 is the C portion enlarged diagram of Fig. 2.
Fig. 4 is a band reinforced concrete tube pilework schematic diagram;
Fig. 5 is a concrete tube pilework schematic diagram;
Fig. 6 is B among Fig. 4-B cross-sectional schematic;
Fig. 7 is embodiment 1 a construction technology process schematic diagram;
Fig. 8 is embodiment 2 construction technology process schematic diagrames.
Among Fig. 1-Fig. 8: 1. vibrate joint, 2. inner sleeve, 3. outer sleeve, 4. high frequency hydraulic vibration driver, 5. fixing distinguish, 6. movable distinguish, 7. hinge, 8. projection, pipe in 9. strengthening, 10. charging aperture, 11. high-pressure slip-casting pipes, 12. jets, 13. pile cover, 14. sand stone layer, 15. geo-grid, 16. the stake end, 17. wings, 18. support bars.
The specific embodiment:
For further understanding summary of the invention of the present invention, characteristics and effect, following examples for example, and conjunction with figs. now are described in detail as follows, and see also Fig. 1-Fig. 8.
Embodiment 1
When being used for the stake of building construction concrete tube and adding reinforcing cage, as Fig. 1-shown in Figure 3: the concrete back cover, connect vibration joint 1 on the tubular pile hole device of the band pile cover and the band stake wing, vibration joint 1 is connected with high frequency hydraulic vibration driver 4 by hydraulically operated fixture, be that the cavity structure that inner sleeve 2 and outer sleeve 3 constitute fuses then with the middle part, be cross on the circumference of cavity structure and arrange and vertically be fixed with multilayer support bar 18, when inner sleeve 2 and outer sleeve 3 are moved downward, can not change its relative position, to guarantee the size of cavity structure, pile extension boots structure under the perforating device, a plurality of distinguish that it is divided equally by circumference place, cavity structure cross section constitute, distinguish connects inner sleeve 2 and outer sleeve 3, long in bottom inner sleeve 2, outer sleeve 3 is short, so, inner sleeve 2 exposes a segment length of outer sleeve 3, alternate formation one semifixed second half the movable pile shoe structure of each distinguish, fixing distinguish 5 its two ends are welded together with inner sleeve 2 and outer sleeve 3 respectively, second half movable distinguish 6, the one end is connected with outer sleeve 3 usefulness hinges 7 respectively, and the other end can rotate around hinge 7; During use, available steel wire hitches, make the tube stake tapered, so that pore-forming, arranged outside at fixing distinguish 5 has 2-3cm projection 8 vertically downward, the height of projection 8 equates with the vibrating hammer amplitude, perforating device is in rise in vibration concrete perfusion process like this, projection 8 on the fixing distinguish 5 has played vibration, the effect of dense concrete, guaranteed the quality of tube stake bottom concrete spouting, the lower end of inner sleeve 2 inside is lower than pipe 9 in one section reinforcement of distinguish place reinforcement of weld, be provided with concrete charging aperture 10 on cavity structure top, in, outer sleeve 2, two high-pressure slip-casting pipes 11 of 3 cavity structure outermost layer symmetric arrangement, high-pressure slip-casting pipe 11 is hinged with the outer wall of outer sleeve 3, the bottom of two high-pressure slip-casting pipes 11 has two mutual jets 12 at an angle, all have nozzle in the jet 12, as Fig. 4, Fig. 6, shown in Figure 7: during use, with the concrete back cover, band stake wing tubular pile hole device is placed on the ground place that will drive piles, adopt special-purpose laser inclinometer to measure the verticality of perforating device, and can in pore forming process, carry out kinetic measurement and record; Start high frequency hydraulic vibration driver 4, drive the tubular pile hole device that is attached thereto and vibrate downwards; When predetermined projected depth is sunk in tubular pile hole device bottom, to tube stake bearing stratum sprayed mortar mortar, and 16 places at the bottom of the tube stake stake are carried out back cover by High pressure cement pump and high-pressure slip-casting pipe; In the cavity of toroidal cavity tubular structure, inject concrete subsequently; Marginal not is gone into the concrete edge vibration, and upwards extracts the toroidal cavity tubular structure; Rotate high-pressure slip-casting pipe inspection mouth 12 directions, make wherein nozzle sprayed mortar mortar and form two stake wings 17 in tube stake surrounding soil; The toroidal cavity tubular structure is extracted ground fully; According to the data of the perforating device verticality of the kinetic measurement of laser inclinometer record, the reinforcing cage that has prepared with 4 insertions of high frequency hydraulic vibration driver; Treat to pour into a mould pile cover 13 again after the concrete setting in the tube stake; In ground, just form the reinforced concrete tube stake of the stake end 16, band pile cover 13 and the band stake wing 17 of sealing like this.
The concrete tube stake 1 of cast-in-site is 40-130cm for circular its inner diameter, and wall thickness is 15-20cm, and it is 20-30cm that the stake underseal closes thickness, and bearing course at pile end is reinforced thickness 30-50cm.The tube pile material is: the C20 concrete; The material of stake end back cover, bearing stratum reinforcing and the stake wing is a cement mortar.
Its advantage is: the bearing capacity of pile tip and the stake side skin friction of tube stake are big, and the bearing capacity of single pile improves, and tube stake diameter is big more, but it is remarkable more that pile capacity improves, and therefore can reduce the material of the number and the minimizing total consumption of stake, saves cost, accelerated construction speed, improve the intensity on stake top, reduced the sedimentation of construction groundwork, applied widely, construction technology is simple, operation easily is convenient to grasp, and cost is low.
Be used for the stake of highway construction concrete tube and do not add reinforcing cage, as Fig. 1-shown in Figure 3: the tubular pile hole device and the embodiment 1 of concrete back cover, band pile cover and the band stake wing are identical, its construction technology such as Fig. 5, Fig. 6, shown in Figure 8: concrete back cover, band stake wing tubular pile hole device are placed on the ground place that will drive piles, adopt special-purpose laser inclinometer to measure the verticality of perforating device; Start high frequency hydraulic vibration driver 4 (or electric vibrating hammers), drive the tubular pile hole device that is attached thereto and vibrate downwards; When predetermined projected depth is sunk in tubular pile hole device bottom, by High pressure cement pump with open nozzle below the high-pressure slip-casting pipe, sprayed mortar mortar in the cavity of tube stake bearing stratum and toroidal cavity, and 16 places at the bottom of the tube stake stake are carried out back cover; Marginal not is gone into the concrete edge vibration, and upwards extracts the toroidal cavity tubular structure; Rotate jet 12 directions on the high-pressure slip-casting pipe, make nozzle in the high-pressure slip-casting pipe 11 end jets 12 sprayed mortar mortar and form two stake wings 17 in tube stake surrounding soil; At this moment, the toroidal cavity tubular structure is pulled out ground fully; Treat to pour into a mould pile cover 13 after the concrete setting in the tube stake; Like this, in ground, just form the concrete tube stake of the sealing stake end 16, band pile cover 13 and the band stake wing 17, last, lay sand stone layer 14 on the stake top, and in sand stone layer 14, put into geo-grid 15.
The concrete tube stake 1 of cast-in-site is 40-130cm for circular its inner diameter, and wall thickness is 15-20cm, and it is 20-30cm that the stake underseal closes thickness, and bearing course at pile end is reinforced thickness 30-50cm.The tube pile material is: the C20 concrete; The material of stake end back cover, bearing stratum reinforcing and the stake wing is a cement mortar.
As tube pile length 10m, when bearing capacity of foundation slab was 90kpa, the stake of back cover tube was with respect to the bearing capacity of single pile such as the table 1 of not back cover tube stake raising.
The bearing capacity of single pile that the stake of table 1 back cover tube improves with respect to back cover tube stake not
| D(cm) | 60 | 80 | 100 | 120 | 130 | 150 |
| Pu(kN) | 152.60 | 271.30 | 423.90 | 610.42 | 716.39 | 953.78 |
Annotate: D is a tube stake external diameter, Pu: the bearing capacity of foundation soil of raising.
This shows that when the diameter of tube stake during greater than 1 meter, the raising of bearing capacity of single pile is remarkable, the saving of material is the most effective.
Its advantage is: bearing capacity of pile tip and the stake side skin friction of cylinder stake are large, and the bearing capacity of single pile improves, and cylinder stake diameter is larger, therefore can reduce the material of number and the minimizing total consumption of stake, save cost, accelerated construction speed, improved the intensity on stake top, reduced the sedimentation of construction groundwork, applied widely, construction technology is simple, easily operation, be convenient to grasp, cost is low.
Claims (4)
1. the tubular pile hole device of the concrete back cover and the band stake wing, it comprises inside and outside sleeve, shoe below the sleeve, support, it is characterized in that: connect vibration joint (1) on the perforating device, the middle part is inner sleeve (2), the cavity structure that outer sleeve (3) constitutes, be cross on the circumference of cavity structure and arrange and vertically be fixed with multilayer support bar (18), pile extension boots structure under the perforating device, vibration joint (1) is connected with high frequency hydraulic vibration driver (4) by hydraulically operated fixture, pile shoe structure is made of a plurality of distinguish of dividing equally, connect inner sleeve (2) and outer sleeve (3) respectively, a segment length of exposing outer sleeve (3) in bottom inner sleeve (2), alternate formation one semifixed second half activity of each distinguish, fixing its two ends of distinguish (5) are welded together with inner sleeve (2) and outer sleeve (3) respectively, second half movable distinguish (6), the one end is connected with hinge (7) with outer sleeve (3) respectively, the other end can rotate around hinge (7), arranged outside at fixing distinguish (5) has 2-3cm projection (8) vertically downward, the inner lower end of inner sleeve (2) is lower than pipe (9) in one section reinforcement of distinguish place reinforcement of weld, be provided with concrete charging aperture (10) on cavity structure top, inside and outside sleeve (2,3) two high-pressure slip-casting pipes of cavity structure outermost layer symmetric arrangement (11), high-pressure slip-casting pipe (11) is hinged with the outer wall of outer sleeve (3), the lower end of every high-pressure slip-casting pipe (11) and bottom one side have jet (12), and jet has nozzle in (12).
2. the tubular pile hole device of a kind of concrete back cover according to claim 1 and the band stake wing, it is characterized in that: the bottom of described two high-pressure slip-casting pipes (11) has two jets (12), and two jets (12) are in certain angle.
3. the construction technology of the tubular pile hole device of a kind of concrete back cover according to claim 1 and the band stake wing, it comprises boring, pours into, carries brill, presses cage and pile-formation process, it is characterized in that:
1.. concrete back cover and band stake wing tubular pile hole device are arranged in the ground place that will beat shape, adopt special-purpose laser inclinometer to measure the verticality of perforating device, and can in pore forming process, carry out kinetic measurement and record;
2.. start high frequency hydraulic vibration driver (4), drive the tubular pile hole device that is attached thereto and vibrate downwards;
3.. when sinking to predetermined projected depth in tubular pile hole device bottom, by High pressure cement pump and high-pressure slip-casting pipe to tube stake bearing stratum sprayed mortar mortar, and to tube stake bottom back cover;
4.. in the strong body of toroidal cavity tubular structure, inject concrete subsequently;
5.. marginal not is gone into the concrete edge vibration and is upwards extracted the toroidal cavity tubular structure;
6.. rotate high-pressure slip-casting pipe nozzle direction, make high-pressure slip-casting pipe (11) end jet (12) sprayed mortar mortar in tube stake surrounding soil;
7.. the toroidal cavity tubular structure is extracted ground fully;
8.. according to the data of the perforating device verticality of the kinetic measurement of laser inclinometer record, the reinforcing cage that has prepared with 4 insertions of high frequency hydraulic vibration driver;
9.. treat the pile cover (13) of casting after the concrete setting in the tube stake.
4. the construction technology of the tubular pile hole device of a kind of concrete back cover according to claim 1 and the band stake wing, it comprises boring, pours into, carries and bore and pile-formation process, it is characterized in that:
1.. concrete back cover, band stake wing tubular pile hole device are arranged in the ground place that will beat shape, adopt special-purpose laser inclinometer to measure the verticality of perforating device;
2.. start high frequency hydraulic vibration driver (4) or electric vibrating hammer, drive the tubular pile hole device that is attached thereto and vibrate downwards;
3.. when sinking to predetermined projected depth in tubular pile hole device bottom, by High pressure cement pump and high-pressure slip-casting pipe to tube stake bearing stratum sprayed mortar mortar, and to tube stake bottom back cover;
4.. in the cavity of toroidal cavity tubular structure, inject concrete subsequently;
5.. marginal not is gone into the concrete edge vibration and is upwards extracted the toroidal cavity tubular structure;
6.. rotate high-pressure slip-casting pipe nozzle direction, make high-pressure slip-casting pipe (11) end jet (12) sprayed mortar mortar in tube stake surrounding soil;
7.. the toroidal cavity tubular structure is extracted ground fully;
8.. treat the pile cover (13) of casting after the concrete setting in the tube stake;
9.. lay sand stone layer (14) on the stake top, and in sand stone layer (14), put into geo-grid (15).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100159850A CN100494581C (en) | 2006-09-26 | 2006-09-26 | Pipe pile hole maker with concrete bottom sealing, pipe cover and wings and construction process thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100159850A CN100494581C (en) | 2006-09-26 | 2006-09-26 | Pipe pile hole maker with concrete bottom sealing, pipe cover and wings and construction process thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1928251A CN1928251A (en) | 2007-03-14 |
| CN100494581C true CN100494581C (en) | 2009-06-03 |
Family
ID=37858362
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2006100159850A Active CN100494581C (en) | 2006-09-26 | 2006-09-26 | Pipe pile hole maker with concrete bottom sealing, pipe cover and wings and construction process thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN100494581C (en) |
Families Citing this family (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101566043A (en) * | 2009-05-19 | 2009-10-28 | 李征 | Cast-in-situ cylinder pile rotary drilling rig and piling method thereof |
| JP5167302B2 (en) * | 2010-04-01 | 2013-03-21 | 新日鐵住金株式会社 | Steel pile placing method including deaeration process |
| KR101017721B1 (en) * | 2010-05-07 | 2011-02-25 | 강명석 | Pile having lid for opening and shutting using hinge |
| CN102345287B (en) * | 2010-08-01 | 2015-02-25 | 常雷 | Construction method of large-diameter cast-in-situ thin-wall concrete composite pile forming device |
| CN102312430A (en) * | 2011-04-26 | 2012-01-11 | 王庆伟 | Pipe sinking expansion pressure grouting pile forming method |
| NL2012858B1 (en) | 2014-05-22 | 2016-03-15 | Ihc Holland Ie Bv | Tubular foundation element, assembly and method for installing tubular foundation elements in a ground formation. |
| CN104929108B (en) * | 2015-03-23 | 2017-07-07 | 重庆大学 | A kind of construction method of hard soil site PCC |
| CN105297714B (en) * | 2015-11-18 | 2018-03-23 | 中国核工业华兴建设有限公司 | Bored concrete pile pile cover and stake integrative construction device and method |
| CN105604001B (en) * | 2016-01-11 | 2017-11-21 | 王庆伟 | Drilling tool is stirred in the stake of stiff-core cement soil cylinder and the rotation of construction method and tubular |
| CN106812149A (en) * | 2017-03-03 | 2017-06-09 | 王继忠 | A kind of construction method of pile foundation |
| CN109137924B (en) * | 2018-08-07 | 2020-11-10 | 河海大学 | Structure for reducing pile length of deep soft soil layer by forming composite foundation and construction method |
| CN111254935B (en) * | 2020-03-07 | 2021-04-23 | 安徽安舜水利建设工程有限公司 | Foundation injection sleeve and construction method |
| CN112854282A (en) * | 2021-01-19 | 2021-05-28 | 上海市政工程设计研究总院（集团）有限公司 | Connecting structure and connecting method for pile cutting top and bearing platform of PHC precast pile |
| CN114541374A (en) * | 2022-02-24 | 2022-05-27 | 浙江大东吴建筑科技有限公司 | Pre-buried steel column verticality adjusting system and construction method thereof |
| CN114753361B (en) * | 2022-04-29 | 2024-04-30 | 深圳市交通公用设施建设中心 | Pile foundation steel pile casing capable of controlling stratum deformation and construction method thereof |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1150201A (en) * | 1996-09-26 | 1997-05-21 | 董庆增 | Jeting pipeline sinking pile making method |
| CN1438389A (en) * | 2003-02-18 | 2003-08-27 | 吴德利 | Flapper type pile-shoe barrel-pile pore-forming device and prefabricated-pile-shoe free barrel-pile construction method |
-
2006
- 2006-09-26 CN CNB2006100159850A patent/CN100494581C/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1150201A (en) * | 1996-09-26 | 1997-05-21 | 董庆增 | Jeting pipeline sinking pile making method |
| CN1438389A (en) * | 2003-02-18 | 2003-08-27 | 吴德利 | Flapper type pile-shoe barrel-pile pore-forming device and prefabricated-pile-shoe free barrel-pile construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1928251A (en) | 2007-03-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100494581C (en) | Pipe pile hole maker with concrete bottom sealing, pipe cover and wings and construction process thereof | |
| US11214938B2 (en) | Construction method for pouring concrete in karst cave | |
| CN109024651B (en) | Steel pipe concrete mixed pile foundation and construction method | |
| CN104131556A (en) | Soft-and-hard interlayer alternation foundation drainage prestressed pipe pile and construction method | |
| CN103835284A (en) | Karst area drilling cast-in-place pile structure and construction method | |
| CN104727309A (en) | Construction technology of squeeze-in expanded-base pipe pile | |
| CN102312426A (en) | Prefabricated rotary drilling compound pile and construction method thereof | |
| CN103510510A (en) | Reinforced long spiral drilling concrete grouting pile and construction method thereof | |
| CN103669337A (en) | Head-expansion long spiral drilling pressure irrigation pile and construction method and construction device thereof | |
| CN204023559U (en) | A kind of multiple holes grouting pipe shaped pile | |
| CN105649073A (en) | Static root drilling type construction method for planting piles | |
| CN111364532B (en) | Existing pile foundation reinforcement method based on slurry control | |
| CN105297717A (en) | Composite foundation pile with lower portion enlarged diameter section and construction method of composite foundation pile | |
| CN109024562A (en) | A kind of long prefabricated tubular pile of major diameter and its construction method of classification propulsion | |
| CN206942786U (en) | A kind of advanced pre-add fixing structure of high-moisture percentage loess tunnel | |
| CN112324322A (en) | Rock-soil drilling device, follow-drilling pipe pile and rock-soil drilling method | |
| CN102808403B (en) | Precast tubular pile and construction method thereof | |
| CN202187340U (en) | Socketed pile with concrete-filled steel tube core column | |
| CN204000859U (en) | The mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer | |
| CN205776190U (en) | Prestressed concrete support pile for continuous supporting wall | |
| CN112252312B (en) | Construction method for enhancing integral stress performance of PHC pipe pile | |
| CN212508056U (en) | Ground creeps into device, follows tubular pile along with boring | |
| CN107190737A (en) | A kind of construction technology of high intensity mould bag stake | |
| CN203559413U (en) | End-expanded type long spiral drilling hole pressure pouring pile and construction device thereof | |
| CN200952138Y (en) | Concrete bottom seal, drum (tubular) piler with pile cap and pile wing hole forming device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| ASS | Succession or assignment of patent right |
Owner name: HUABEI CONSTRUCTION GROUP CO., LTD.; APPLICANT Free format text: FORMER OWNER: XU DONGQIANG; APPLICANT Effective date: 20080620 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20080620 Address after: Zip code 1, No. 7 courtyard, Wa Wa Street, Haidian District, Beijing, zip code: 100089 Applicant after: Huabei Construction Group Co., Ltd. Co-applicant after: Hebei University of Technology Address before: Hongqiao City, Tianjin District, Ting Yue scenery apartment 56 door 501, zip code: 300132 Applicant before: Xu Dong Qiang Co-applicant before: Liu Chunyuan |
|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |