CN1928251A - 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
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- CN1928251A CN1928251A CN 200610015985 CN200610015985A CN1928251A CN 1928251 A CN1928251 A CN 1928251A CN 200610015985 CN200610015985 CN 200610015985 CN 200610015985 A CN200610015985 A CN 200610015985A CN 1928251 A CN1928251 A CN 1928251A
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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 tube (pipe) the stake perforating device and the construction technology of a kind of concrete back cover, band pile cover and the band stake wing.
Background technology
As everyone knows, present existing concrete tube (pipe) stake perforating device and construction technology have: 1.. the pouring pipe pile with large diameter composite foundation construction method, adopt the vibration downwards of electric vibrating hammer that the pile tube machine is squeezed in the ground, when the internal and external casing cavity structure sinks to predetermined projected depth, in the cavity of internal and external casing cavity structure, evenly inject concrete by the concrete current divider, form pile tube.The not sealing of pile tube bottom, and the pile tube wall thickness is inhomogeneous, makes that the bearing capacity of this pile tube is less; 2.. flapper-type shoe tubular pile hole device and do not have preformed pile leg of a boot pile construction method, flap valve shoe tubular pile hole device is closely knit by the concrete deadweight in the concrete perfusion process, quality of concreting is good in tube stake bottom, and at the top of stake, concrete in the cavity reduces, gravity pressure is little, is easy to generate segregation phenomenon at tube stake top; 3.. tube of the solid end (pipe) stake 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 pile tube projected depth place, the diameter of high-pressure rotary-spray pile foundation is greater than the prestressed pipe pile body, 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 cast-in-situ concrete tube (pipe) stake, do not relate to processing transformation yet preformed pile stake top.In a word, for the tube stake of cast in situs, have forced, squeeze into formula, vibrating type and spiral pore-forming, formed tube (pipe) stake stake end, all do not have sealing, finds the tube of band alar part yet; Tube stake for prefabricated has proposed the reinforcing to pile bottom force holding layer then, but the stake top does not add pile cover.Because the complexity of geological conditions, its applicability is restricted.
Summary of the invention
Main purpose of the present invention is to overcome above deficiency and tube (pipe) perforating device and the construction technology of a kind of concrete back cover, band pile cover and the band stake wing is provided.
The technical solution adopted for the present invention to solve the technical problems is: the concrete back cover, tube (pipe) the stake perforating device of the band pile cover and the band stake wing, in it comprises, outer 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 outer tubes 3 cavity structures, 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, distinguish connects inner sleeve 2 and outer sleeve 3, expose outer sleeve 3 one segment length at bottom inner sleeve 2, semifixed and second half activity of the alternate formation of each distinguish one, fixing distinguish 5 its two ends are welded together with inner sleeve 2 and outer sleeve 3 respectively, second half movable distinguish 6 one ends are connected with outer tube 3 usefulness hinges 7 respectively, the other end can rotate around hinge 7, arranged outside at fixing distinguish 5 has 2～3cm projection 8 vertically downward, 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, inside and outside 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 outer sleeve 3, and the lower end of high-pressure slip-casting pipe 11 and both sides have jet 12.
The concrete tube pile constructing process of band reinforcing bar, it comprises boring, pours into, carries brill, presses technologies such as cage and pile, it is characterized in that:
1.. concrete back cover band wing tube (pipe) stake perforating device is arranged in the ground place that will drive piles, adopts 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 tube (pipe) the stake perforating device that is attached thereto and vibrate downwards;
3.. when predetermined projected depth is sunk in tube (pipe) stake perforating 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 nozzle 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, insert the reinforcing cage that has prepared with high-frequency vibratory hammer;
9.. treat concrete setting after-pouring pile cover 13 in the tube stake;
The concrete tube pile constructing process, it comprises boring, pours into, puies forward technologies such as brill and pile, it is characterized in that:
1.. concrete back cover band wing tube (pipe) stake perforating device is arranged in the ground place that will drive piles, adopts special-purpose laser inclinometer to measure the verticality of perforating device;
2.. start high frequency hydraulic vibration driver (or electric vibrating hammer), drive tube (pipe) the stake perforating device that is attached thereto and vibrate downwards;
3.. when predetermined projected depth is sunk in tube (pipe) stake perforating 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 nozzle sprayed mortar mortar in tube stake surrounding soil;
7.. the toroidal cavity tubular structure is extracted ground fully;
8.. treat concrete setting after-pouring pile cover 13 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.
The present invention can also adopt following technical measures: 12, two jets 12 of the jet that the both sides of described high-pressure slip-casting pipe 11 have mutually at an angle.
Advantage and good effect that the present invention has are: a plurality of distinguish that the circumference place, cavity structure cross section of inner sleeve 2 and outer tube 3 is divided equally and alternate formation one semifixed second half movable pile shoe structure, fixing distinguish 5 arranged outside have 2～3cm projection 8 vertically downward, it has played the effect of vibration, dense concrete, and the quality of concrete spouting is good; Increase the intensity that has improved the stake top behind the pile cover, the tube stake of back cover, the band wing makes tube stake becoming end hold friction pile, has improved the bearing capacity of stake, has reduced the ground settlement after construction; Applied widely, can be widely used in soil layers such as weak soil, saturated soil, sand and silt, particularly special and engineering that requirement for bearing capacity is very high more can be brought into play its advantage for geological conditions.Be adapted at using in highway construction, municipal engineering and the concealed work.
Description of drawings
Fig. 1 is a perforating device structural representation of the present invention;
Fig. 2 is the A-A cross-sectional schematic of Fig. 1;
Fig. 3 is the C portion enlarged diagram of Fig. 2;
Fig. 4 is band reinforced concrete tube (pipe) pilework schematic diagram;
Fig. 5 is concrete tube (pipe) pilework schematic diagram;
Fig. 6 is a B-B cross-sectional schematic among Fig. 4;
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 vibratory hammer, 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 characteristics of the present invention and effect following examples for example now, and conjunction with figs. is described in detail as follows, and sees also Fig. 1-Fig. 8.
Embodiment 1
Be used for building construction concrete tube (pipe) stake and add reinforcing cage, as shown in Figure 1-Figure 3: the concrete back cover, connect vibration joint 1 on tube (pipe) the stake perforating 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, then fuse with the inner sleeve 2 at middle part and the cavity structure of outer tube 3, 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 tube 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 at bottom inner sleeve 2, outer sleeve 3 is short, so, inner sleeve 2 exposes outer sleeve 3 one segment length, the alternate formation of each distinguish one is semifixed and pile shoe structure that second half is movable, 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 tube 3 usefulness hinges 7 respectively, the other end can rotate around hinge 7, during use, available steel wire hitches, make tube (pipe) 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 2,3 cavity structure outermost layers symmetry is placed two high-pressure slip-casting pipes 11, high-pressure slip-casting pipe 11 is hinged with outer sleeve 3, the lower end of each high-pressure slip-casting pipe 11 and both sides have angled jet 12 respectively, wherein all have nozzle, as Fig. 4, Fig. 6, shown in Figure 7: during use, concrete special back cover band wing tube (pipe) stake perforating 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 the high frequency hydraulic vibration driver, drive tube (pipe) the stake perforating device that is attached thereto and vibrate downwards; When predetermined projected depth is sunk in tube (pipe) stake perforating device bottom, by High pressure cement pump with open nozzle below the high-pressure slip-casting pipe 11, sprayed mortar mortar in the cavity of tube stake bearing stratum and toroidal cavity, and to 16 back covers at the bottom of the tube stake; Marginal not is gone into the concrete edge vibration and is upwards extracted the toroidal cavity tubular structure; Rotate high-pressure slip-casting pipe nozzle direction, make its sprayed mortar mortar in tube stake surrounding soil form two stake wings 17; 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, insert the reinforcing cage that has prepared with high-frequency vibratory hammer; Treat concrete setting after-pouring pile cover 13 in the tube stake; In ground, just form the reinforced concrete tube stake of the sealing stake end 16, band pile cover 13 and the band stake wing 17 like this.
The concrete tube of cast in situs (pipe) stake 1 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.Stake tube 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 pile side friction of tube stake are big, and the bearing capacity of single pile improves, and tube stake diameter is big more, and bearing capacity of single pile improves remarkable more.Therefore can reduce the number and the integral material of stake, save cost, accelerate construction speed, improve the intensity on stake top, reduce the ground settlement after construction, applied widely, construction technology is simple, and processing ease is convenient to grasp, and cost is low.
Be used for highway construction concrete tube (pipe) stake and do not add reinforcing cage, as shown in Figure 1-Figure 3: tube (pipe) the stake perforating 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 special back cover band wing tube (pipe) stake perforating device is placed on the ground place that will drive piles, adopts special-purpose laser inclinometer to measure the verticality of perforating device; Start high frequency hydraulic vibration driver (or electric vibrating hammer), drive tube (pipe) the stake perforating device that is attached thereto and vibrate downwards; When predetermined projected depth is sunk in tube (pipe) stake perforating 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 to tube stake bottom 16 back covers; Marginal not is gone into the concrete edge vibration and is upwards extracted the toroidal cavity tubular structure; Rotate the high-pressure slip-casting pipe, make high-pressure slip-casting pipe 11 end nozzle sprayed mortar mortar in tube stake surrounding soil form two stake wings 17; The toroidal cavity tubular structure is extracted ground fully; Treat concrete setting after-pouring pile cover 13 in the tube stake; In ground, just form the concrete tube stake of the sealing stake end 16, band pile cover 13 and the band stake wing 17 like this, last, lay sand stone layer 14 on the stake top, and in sand stone layer 14, put into geotechnological lattice 15.
The concrete tube of cast in situs (pipe) stake 1 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.Stake tube 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 the pile tube external diameter, the bearing capacity of foundation soil that Pu improves.
This shows that when the diameter of pile tube during greater than 1 meter, bearing capacity of single pile improves significantly, the saving of material is the most effective.
Its advantage is: bearing capacity of pile tip and the pile side friction of cylinder stake are large, and the bearing capacity of single pile improves. Therefore can reduce number and the integral material of stake, save cost, accelerate the construction progress, improve the intensity on stake top, reduce the ground settlement after construction; Construction technology is simple, and processing ease is convenient to grasp, and cost is low.
Claims (4)
1, a kind of concrete back cover, tube (pipe) the stake perforating device of the band pile cover and the band stake wing, in it comprises, outer sleeve, shoe below the sleeve, support, it is characterized in that: connect vibration joint (1) on the perforating device, the middle part is the cavity structure that inner sleeve (2) and outer tube 3 constitute, 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, distinguish connects inner sleeve 2 and outer sleeve (3), expose outer sleeve (3) one segment length at bottom inner sleeve (2), semifixed and second half activity of the alternate formation of each distinguish one, 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 tube (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) at the 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 outer sleeve (3), and the lower end of high-pressure slip-casting pipe (11) and both sides have jet (12).
2. tube (pipe) the stake perforating device of concrete back cover according to claim 1, band pile cover and the band stake wing, it is characterized in that: the jet (12) that the both sides of described high-pressure slip-casting pipe (11) have, two jets (12) mutually at an angle.
3, the construction technology of tube (pipe) stake of a kind of concrete back cover, band pile cover and the band stake wing, it comprises boring, pours into, carries brill, presses technologies such as cage and pile, it is characterized in that:
1.. concrete back cover band wing tube (pipe) stake perforating device is arranged in the ground place that will drive piles, adopts 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 tube (pipe) the stake perforating device that is attached thereto and vibrate downwards;
3.. when sinking to predetermined projected depth in tube (pipe) stake perforating 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 nozzle 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, insert the reinforcing cage that has prepared with high-frequency vibratory hammer;
9.. treat concrete setting after-pouring pile cover (13) in the tube stake.
4, the construction technology of tube (pipe) stake of a kind of concrete back cover, band pile cover and the band stake wing, it comprises boring, pours into, puies forward technologies such as brill and pile, it is characterized in that:
1.. concrete back cover band wing tube (pipe) stake perforating device is arranged in the ground place that will drive piles, adopts special-purpose laser inclinometer to measure the verticality of perforating device;
2.. start high frequency hydraulic vibration driver (or electric vibrating hammer), drive tube (pipe) the stake perforating device that is attached thereto and vibrate downwards;
3.. when sinking to predetermined projected depth in tube (pipe) stake perforating 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 nozzle sprayed mortar mortar in tube stake surrounding soil;
7.. the toroidal cavity tubular structure is extracted ground fully;
8.. treat concrete setting after-pouring pile cover (13) 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 |
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| Publication Number | Publication Date |
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| CN1928251A true CN1928251A (en) | 2007-03-14 |
| CN100494581C CN100494581C (en) | 2009-06-03 |
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| 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 |
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| WO2010133135A1 (en) * | 2009-05-19 | 2010-11-25 | Li Zheng | Rotary drilling rig for cast-in-situ tubular pile and piling method thereof |
| CN102312430A (en) * | 2011-04-26 | 2012-01-11 | 王庆伟 | Pipe sinking expansion pressure grouting pile forming method |
| CN102345287A (en) * | 2010-08-01 | 2012-02-08 | 常雷 | Construction method of large-diameter cast-in-situ thin-wall concrete composite pile and special hole forming device |
| CN102947509A (en) * | 2010-05-07 | 2013-02-27 | 康明锡 | A pile having a lower end that is openable/shuttable by a hinge |
| TWI460337B (en) * | 2010-04-01 | 2014-11-11 | Nippon Steel & Sumitomo Metal Corp | Steel pile inserting method including degassing process |
| CN104929108A (en) * | 2015-03-23 | 2015-09-23 | 重庆大学 | Construction method of hard soil field PCC pile |
| CN105297714A (en) * | 2015-11-18 | 2016-02-03 | 中国核工业华兴建设有限公司 | Integrative construction device and method for pile cap and pile body of pouring pile |
| CN105604001A (en) * | 2016-01-11 | 2016-05-25 | 王庆伟 | Stiffening core cement-soil tubular pile, construction method and cylindrical rotary stirring drilling tool |
| CN106414854A (en) * | 2014-05-22 | 2017-02-15 | Ihc荷兰Ie有限公司 | Tubular foundation |
| CN106812149A (en) * | 2017-03-03 | 2017-06-09 | 王继忠 | A kind of construction method of pile foundation |
| CN109137924A (en) * | 2018-08-07 | 2019-01-04 | 河海大学 | It is a kind of that the long structure and method of deep soft soil stake is reduced by form compound foundation |
| CN111254935A (en) * | 2020-03-07 | 2020-06-09 | 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 |
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| CN1056432C (en) * | 1996-09-26 | 2000-09-13 | 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 |
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| WO2010133135A1 (en) * | 2009-05-19 | 2010-11-25 | Li Zheng | Rotary drilling rig for cast-in-situ tubular pile and piling method thereof |
| TWI460337B (en) * | 2010-04-01 | 2014-11-11 | Nippon Steel & Sumitomo Metal Corp | Steel pile inserting method including degassing process |
| CN102947509A (en) * | 2010-05-07 | 2013-02-27 | 康明锡 | A pile having a lower end that is openable/shuttable by a hinge |
| CN102947509B (en) * | 2010-05-07 | 2015-02-04 | 康明锡 | A pile having a lower end that is openable/shuttable by a hinge |
| CN102345287A (en) * | 2010-08-01 | 2012-02-08 | 常雷 | Construction method of large-diameter cast-in-situ thin-wall concrete composite pile and special hole forming device |
| 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 |
| CN106414854A (en) * | 2014-05-22 | 2017-02-15 | Ihc荷兰Ie有限公司 | Tubular foundation |
| US10072390B2 (en) | 2014-05-22 | 2018-09-11 | Ihc Holland Ie B.V. | Tubular foundation element, assembly and method for installing tubular foundation elements in a ground formation |
| CN106414854B (en) * | 2014-05-22 | 2020-01-10 | Ihc荷兰Ie有限公司 | Tubular foundation |
| CN104929108A (en) * | 2015-03-23 | 2015-09-23 | 重庆大学 | Construction method of hard soil field PCC pile |
| CN105297714A (en) * | 2015-11-18 | 2016-02-03 | 中国核工业华兴建设有限公司 | Integrative construction device and method for pile cap and pile body of pouring pile |
| CN105604001A (en) * | 2016-01-11 | 2016-05-25 | 王庆伟 | Stiffening core cement-soil tubular pile, construction method and cylindrical rotary stirring drilling tool |
| CN106812149A (en) * | 2017-03-03 | 2017-06-09 | 王继忠 | A kind of construction method of pile foundation |
| CN109137924A (en) * | 2018-08-07 | 2019-01-04 | 河海大学 | It is a kind of that the long structure and method of deep soft soil stake is reduced by form compound foundation |
| CN111254935A (en) * | 2020-03-07 | 2020-06-09 | 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 |
| CN114753361A (en) * | 2022-04-29 | 2022-07-15 | 深圳市交通公用设施建设中心 | Pile foundation steel casing capable of controlling stratum deformation 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 |
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| CN100494581C (en) | 2009-06-03 |
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