CN103938619A - Construction process of tubular pile and special hole opener of construction process - Google Patents
Construction process of tubular pile and special hole opener of construction process Download PDFInfo
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- CN103938619A CN103938619A CN201410150160.4A CN201410150160A CN103938619A CN 103938619 A CN103938619 A CN 103938619A CN 201410150160 A CN201410150160 A CN 201410150160A CN 103938619 A CN103938619 A CN 103938619A
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- highstrenghtpiston
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- outer tube
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- 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
- E02D5/24—Prefabricated piles
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- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction process of a tubular pile and a special hole opener of the construction process. The construction process comprises the following working procedures that an annular pile shoe with a cutting edge is installed at the bottom of a tubular cavity formed between an out high-strength plastic pipe and an inner high-strength plastic pipe; the out high-strength plastic pipe and the inner high-strength plastic pipe are both high-strength plastic pipes, wherein the tensile yield strength of the high-strength plastic pipes is greater than or equal to 10 MPa, the density of the high-strength plastic pipes is greater than or equal to 50 kg/m<3>, and the elasticity modulus of the high-strength plastic pipes is greater than or equal to 350 MPa; the pile shoe is placed at a construction position, pressure is applied to a vibrating force-applying pressing head, and the pile shoe enters a construction foundation body along with the out high-strength plastic pipe and the inner high-strength plastic pipe; after the pile shoe completely enters a defined position of the construction foundation body, the tubular pile is formed, and the tubular pile comprises the out high-strength plastic pipe, the inner high-strength plastic pipe and the pile shoe. The construction process of the tubular pile and the special hole opener of the construction process at least have the advantages that construction is efficient and fast, the pile is formed at one time, and inclined pile construction is convenient to carry out; if necessary, concrete is poured into the tubular cavity, and bending resistance is enhanced.
Description
Technical field
The invention belongs to building engineering field, specifically refer to construction technology and the special perforating device thereof of novel cylinder stake.
Background technology
Concrete tube stake is a kind of conventional engineering pile body, is widely used in underground construction engineering.At present traditional prefabricated concrete pipe pile is to be all embedded in undergroundly, and its major defect is: in work progress, have obvious soil compaction effect, weakened the supporting capacity as structure foundation.
The inventor has proposed a kind of construction method of new concrete tube stake, as the technical scheme of China Patent Publication No. CN1221056A " being embedded in construction method and the forced one-step pore-creating device of the concrete barrel of subgrade ", the method utilizes forced one-step pore-creating device that the shoe of concrete barrel bottom is pressed in subgrade, realize synchronous casting simultaneously, and disposable concrete perfusion forms concrete tube stake, compared to above-mentioned the first construction method, not only speed of application is quick, and without fetching earth and earth backing, reduce engineering cost, and little on the prototype structure impact of soil layer, the supporting capacity of concrete tube stake is provided.But this construction method can only be applicable to land, and cannot be suitable for for the interior piling in waters (as maritime waters or rivers and lakes).Because this method is in the time of construction, after penetration concrete, and concrete is for before solidifying, outer retaining wall sleeve and interior retaining wall sleeve upwards need to be pulled out, as this construction method is applied to waters, when outer retaining wall sleeve and interior retaining wall sleeve are upwards pulled out, the concrete exposing is sclerosis completely not, and be directly subject to the impact in waters, directly cause concrete to be broken up and cannot moulding.
For this reason, the inventor has has further researched and developed a kind of construction technology and special perforating device thereof of the Cast-in-situ Concrete Tubular Pile that is applied to waters, as shown in China Patent Publication No. 103321215A.This technique of constructing is by arranging outer retaining wall indwelling layer in retaining wall sleeve outside, in the time of concrete perfusion, the outer retaining wall indwelling layer of outer retaining wall sleeve separates with gland with motionless and outer retaining wall indwelling layer upper end, shoe holding position, together with the concrete of perfusion is linked to be with the outer retaining wall indwelling layer in outside and the shoe of lower end, form concrete tube stake.But still there is following shortcoming in this construction technology
(1) need to pull out the parts such as interior retaining wall sleeve executing in man-hour requirement, be difficult to carry out taper pile construction;
(2) in the time of concrete perfusion, need reinforcing cage as skeleton, construction cost is high, and man-hour is long, and difficulty of construction is larger.
Summary of the invention
The object of the invention is the shortcoming and defect existing in order to overcome prior art, and provide one can conveniently carry out taper pile construction, and the construction technology of a kind of stake of pile high-efficiency and economic.
Another object of the present invention is to provide a kind of special perforating device that is applicable to above-mentioned cylinder stake implementing process.
For realizing first object of the present invention, technical scheme of the present invention is to comprise following operation:
(1) annular and the shoe with cutting edge are loaded onto in the bottom in the cylinder chamber forming between highstrenghtpiston's outer tube and highstrenghtpiston's inner tube; This highstrenghtpiston's outer tube and highstrenghtpiston's inner tube are High strength plastic pipe, the tensile yield strength>=10Mpa of this High strength plastic pipe, density>=450kg/m
3, modulus of elasticity>=350Mpa;
(2) shoe be placed in to construction location and exert pressure on vibration application of force pressure head, shoe enters construction ground matrix together with highstrenghtpiston's inner tube in company with highstrenghtpiston's outer tube; Construction ground matrix can be soil layer, layer of sand or rock mass etc.
(3) after the calibration position that enters construction ground matrix completely until shoe, form cylinder stake, this stake includes highstrenghtpiston's outer tube, highstrenghtpiston's inner tube and shoe.
Along with the continuous progress of current plastic pipe technique, the mechanical property of plastic pipe constantly promotes, and plastic pipe own compared to traditional steel pipe on cost more economically, and the good corrosion resistance of plastic pipe own, service life is long, and the hot melt of plastic pipe connects compared with techniques such as the welding of metal convenient in construction, better tightness.By above-mentioned setting, the cylinder pile driving construction forming is convenient and swift, and cost is low, can be widely used in the construction work of multiple fields, in addition, this setting, because the price comparison of plastic pipe own is cheap, therefore in the time of construction, without highstrenghtpiston's outer tube and highstrenghtpiston's inner tube are extracted, therefore, facilitate batter piling construction, thus, the very big low using value that has improved cylinder stake of the present invention.
Further arrange is that in described step (2), shoe, in company with highstrenghtpiston's outer tube oblique construction ground matrix that enters together with highstrenghtpiston's inner tube, is carried out oblique cylinder pile driving construction.This is oblique refers to that shoe deviates in company with the vertical direction of highstrenghtpiston's outer tube and the approach axis of highstrenghtpiston's inner tube one and the datum of construction ground matrix.
Further arranging is that described shoe includes highstrenghtpiston's shoe matrix, and described cutting edge is fixedly installed on highstrenghtpiston's shoe matrix bottom, the tensile yield strength>=10Mpa of this highstrenghtpiston's shoe matrix, density>=450kg/m
3, modulus of elasticity>=350Mpa, the upper surface of this shoe forms hot melt with the bottom of highstrenghtpiston's outer tube and highstrenghtpiston's inner tube and is fixedly connected with.By this setting, make easy to connect reliable between shoe and highstrenghtpiston's outer tube and highstrenghtpiston's inner tube.
Further arranging is that described cutting edge is the metal cutting sword that composite solid schedules highstrenghtpiston's shoe matrix bottom.By this setting, improve the ability of breaking ground of shoe, by this setting, can make shoe embed soil layer or severely-weathered layer in conjunction with vibrating hammer.
Further arranging is that described highstrenghtpiston's outer tube is connected and formed by the upper and lower heat-melting butt-joint of multistage highstrenghtpiston outer segment, and described highstrenghtpiston's inner tube is connected and formed by the upper and lower heat-melting butt-joint of pipeline section in multistage highstrenghtpiston.By this setting, by the heat-melting butt-joint in the time constructing of pipeline section in multistage highstrenghtpiston outer segment or highstrenghtpiston, therefore, be convenient to a section construction, the also transport of constructability material simultaneously.
Further arranging is that the upper end height of highstrenghtpiston's outer segment of phase same layer in highstrenghtpiston's outer tube and highstrenghtpiston's inner tube is lower than the upper end of pipeline section in highstrenghtpiston.By this setting, in the time of construction, in highstrenghtpiston's outer segment of same layer and highstrenghtpiston, the upper end difference in height of pipeline section, is conveniently used for arranging heat-melting butt-joint setting, so that pipeline section in the highstrenghtpiston of inner side is carried out to heat-melting butt-joint construction.
Further arrange is in described step (3), after the calibration position that enters construction ground matrix completely until shoe, also to cylinder intra-bladder instillation concrete, after band concrete setting, form the concrete tube stake taking highstrenghtpiston's outer tube, highstrenghtpiston's inner tube as support arm.By this setting, can be for construction concrete tube stake, and this arranges constructed concrete tube stake taking highstrenghtpiston's outer tube, highstrenghtpiston's inner tube as support arm, arranges without the reinforcing cage that cost long in time limit is high is set, therefore, very big low construction technology and the cost simplified.
Further arrange is to be provided with the spiral drilling machine for carrying out Pile in the inner chamber of described highstrenghtpiston's inner tube.By this setting, there is the construction ground matrix of solid rock for some soil layers bottom, get stone by the broken rock of auger of spiral drilling machine, then the socketed pile of constructing, greatly improve range of application and the support strength of this technique.
Further arrange is that described High strength plastic pipe is high strength PE pipe, pvc pipe or PC pipe.
The second goal of the invention of the present invention realizes by following scheme, this special perforating device, include highstrenghtpiston's inner tube and highstrenghtpiston's outer tube of concentric setting, this highstrenghtpiston's outer tube and highstrenghtpiston's inner tube are High strength plastic pipe, tensile yield strength>=the 10Mpa of this High strength plastic pipe, density>=450kg/m
3modulus of elasticity>=350Mpa, cavity between this highstrenghtpiston's inner tube and highstrenghtpiston's outer tube is cylinder chamber, the bottom opening in described cylinder chamber and compress downwards and contact cooperation with shoe, the lower end of this shoe is provided with cutting edge, and described highstrenghtpiston's inner tube and the upper end of highstrenghtpiston's outer tube are fixedly installed vibration application of force pressure head.
In sum, advantage of the present invention is:
(1) construction technology convenient and efficient, cost is low;
(2) can construct according to requirement of engineering batter piling;
(3) pile-formation process does not produce secondary pollution mud, and environment protecting is good;
(4) can be at the disposable pile of different water depth condition;
(5) pile flexible form, can be according to actual requirement of engineering, concrete perfusion or not concrete perfusion pile;
(6) by process application of the present invention in the time that water body is constructed, can be in different water depths region disposable pile sinking, especially create conditions in the larger water body construction of the depth of water.
Below in conjunction with specification drawings and specific embodiments, the present invention is described further.
Brief description of the drawings
Fig. 1 specific embodiment of the invention structural representation;
Fig. 2 is the A-A sectional view of Fig. 1;
Fig. 3 is that the interior pipeline section of multistage highstrenghtpiston of the present invention and highstrenghtpiston's inner tube are connected and formed upper and lower heat-melting butt-joint connection schematic diagram by the upper and lower heat-melting butt-joint of pipeline section in multistage highstrenghtpiston;
Fig. 4 is the construction schematic diagram of combination spiral drilling machine of the present invention.
Detailed description of the invention
Below by embodiment, the present invention is specifically described; only be used to further illustrate the present invention; can not be interpreted as limiting the scope of the present invention, the technician in this field can make some nonessential improvement and adjustment to the present invention according to the content of foregoing invention.
The specific embodiment of the present invention as Figure 1-4, the special perforating device that this construction technology is used, as shown in Figure 1, include highstrenghtpiston's inner tube 1 and highstrenghtpiston's outer tube 2 of concentric setting, this highstrenghtpiston's outer tube 2 and highstrenghtpiston's inner tube 1 are High strength plastic pipe, tensile yield strength>=the 10Mpa of this High strength plastic pipe, density>=450kg/m
3modulus of elasticity>=350Mpa, cavity between this highstrenghtpiston's inner tube 1 and highstrenghtpiston's outer tube 2 is cylinder chamber 3, the bottom opening in described cylinder chamber 3 and compress downwards and contact cooperation with shoe 4, the lower end of this shoe 4 is provided with cutting edge 41, described highstrenghtpiston's inner tube 1 and the upper end of highstrenghtpiston's outer tube 2 are fixedly installed application of force pressure head 5, High strength plastic pipe described in the present embodiment can be high strength PE pipe, pvc pipe or PC pipe, be preferably high strength PE pipe, tensile yield strength=the 20Mpa of this high strength PE pipe, density=950kg/m
3, modulus of elasticity=700Mpa, can directly buy from market or oneself is manufactured.
In addition, the shoe 4 described in the present embodiment includes highstrenghtpiston's shoe matrix 42, and described cutting edge 41 is fixedly installed on highstrenghtpiston's shoe matrix 42 bottoms, the tensile yield strength>=10Mpa of this highstrenghtpiston's shoe matrix, density>=450kg/m
3, modulus of elasticity>=350Mpa, the upper surface of this shoe 4 forms hot melt with the bottom of highstrenghtpiston's outer tube 2 and highstrenghtpiston's inner tube 1 and is fixedly connected with.In addition, cutting edge 41 described in the present embodiment is for composite solid is due to the metal cutting sword of highstrenghtpiston's shoe matrix bottom, certainly, the construction ground matrix of telling somebody what one's real intentions are for intensity, also can be directly at highstrenghtpiston's shoe matrix 42 one-body molded formation cutting edges in bottom.The identical design that these all belong to the application, should fall into the application's protection domain.The material of this highstrenghtpiston's shoe matrix 42 of the present embodiment also preferably adopts high strength PE material, the tensile yield strength=20Mpa of this high strength PE material, density=950kg/m
3, modulus of elasticity=700Mpa, can directly buy from market or oneself is manufactured.
In addition, the present embodiment vibration application of force pressure head 5 is preferably high-frequency vibratory hammer or variant-frequency vibration hammer, and this vibration application of force pressure head adopts clamper 6 and the upper end of highstrenghtpiston's outer tube 2 and highstrenghtpiston's inner tube 1 to grip.
Construction technology of the present invention is to comprise following operation:
(1) annular and the shoe 4 with cutting edge are loaded onto in the bottom in the cylinder chamber 3 forming between highstrenghtpiston's outer tube 2 and highstrenghtpiston's inner tube 1; This highstrenghtpiston's outer tube 2 and highstrenghtpiston's inner tube 1 are High strength plastic pipe, the tensile yield strength>=10Mpa of this High strength plastic pipe, density>=450kg/m
3, modulus of elasticity>=350Mpa;
The performance parameter of this High strength plastic pipe of the present embodiment and highstrenghtpiston's shoe matrix at least should meet These parameters under following method of testing; wherein; density adopts the method for testing of GB1033-96 (A method) to measure at 23 DEG C, and tensile yield strength adopts GB3682-88; 15 method of testing is measured, and described modulus of elasticity should be measured in the method for testing of GB/T9341-88.
(2) shoe 4 be placed in to construction location and exert pressure on vibration application of force pressure head, shoe 4 enters construction ground matrix together with highstrenghtpiston's inner tube 1 in company with highstrenghtpiston's outer tube 2; This construction ground matrix of the present embodiment can be soil layer, layer of sand or water body layer.
(1) after the calibration position that enters construction ground matrix completely until shoe 4, form cylinder stake, this stake includes highstrenghtpiston's outer tube 2, highstrenghtpiston's inner tube 1 and shoe 4.
The present embodiment is in the time of construction, and in described step (2), shoe 4, in company with highstrenghtpiston's outer tube 2 oblique construction ground matrix that enters together with highstrenghtpiston's inner tube 1, is carried out oblique cylinder pile driving construction, i.e. taper pile construction.
In addition, highstrenghtpiston's outer tube 2 described in the present embodiment by multistage highstrenghtpiston outer segment Shang Xia 21 heat-melting butt-joint connect form, described highstrenghtpiston's inner tube 1 by pipeline section in multistage highstrenghtpiston Shang Xia 11 heat-melting butt-joint connect form, in highstrenghtpiston's outer tube 2 and highstrenghtpiston's inner tube 1, the upper end height of highstrenghtpiston's outer segment 21 of phase same layer is lower than the upper end of pipeline section in highstrenghtpiston 11, difference in height between the two is generally 10-15cm, to facilitate heat-melting butt-joint to arrange preferentially, pipeline section 11 in adjacent two sections of highstrenghtpistons of highstrenghtpiston's inner tube 1 is carried out to heat-melting butt-joint construction.Referring to Fig. 3, a is the joint of highstrenghtpiston's inner tube, and b is the joint of highstrenghtpiston's outer tube.
Certainly, during for the higher construction requirement of horizontal force resistant, in described step (3), after the calibration position that enters construction ground matrix completely until shoe 4, also to the interior concrete perfusion in cylinder chamber 3, after band concrete setting, form the concrete tube stake taking highstrenghtpiston's outer tube 2, highstrenghtpiston's inner tube 1 as support arm, referring to Fig. 4, in cylinder chamber 3, perfusion is concrete.
In addition, there is the construction ground matrix of solid rock for soil layer bottom or water bottom, in the inner chamber of described highstrenghtpiston's inner tube 1, be provided with the spiral drilling machine 7 for carrying out Pile.The auger 71 of spiral drilling machine 7 is the usual means of this area Pile, and it has the function that ground is got on brill limit, limit.
Claims (10)
1. a construction technology for cylinder stake, is characterized in that comprising following operation:
(1) annular and the shoe with cutting edge are loaded onto in the bottom in the cylinder chamber forming between highstrenghtpiston's outer tube and highstrenghtpiston's inner tube; This highstrenghtpiston's outer tube and highstrenghtpiston's inner tube are High strength plastic pipe, the tensile yield strength>=10Mpa of this High strength plastic pipe, density>=450kg/m
3, modulus of elasticity>=350Mpa;
(2) shoe be placed in to construction location and exert pressure on vibration application of force pressure head, shoe enters construction ground matrix together with highstrenghtpiston's inner tube in company with highstrenghtpiston's outer tube;
(3) after the calibration position that enters construction ground matrix completely until shoe, form cylinder stake, this stake includes highstrenghtpiston's outer tube, highstrenghtpiston's inner tube and shoe.
2. the construction technology of a kind of stake according to claim 1, is characterized in that: in described step (2), shoe, in company with highstrenghtpiston's outer tube oblique construction ground matrix that enters together with highstrenghtpiston's inner tube, is carried out oblique cylinder pile driving construction.
3. the construction technology of a kind of stake according to claim 1, it is characterized in that: described shoe includes highstrenghtpiston's shoe matrix, described cutting edge is fixedly installed on highstrenghtpiston's shoe matrix bottom, tensile yield strength>=the 10Mpa of this highstrenghtpiston's shoe matrix, density>=450kg/m
3, modulus of elasticity>=350Mpa, the upper surface of this shoe forms hot melt with the bottom of highstrenghtpiston's outer tube and highstrenghtpiston's inner tube and is fixedly connected with.
4. the construction technology of a kind of stake according to claim 3, is characterized in that: described cutting edge is the metal cutting sword that composite solid schedules highstrenghtpiston's shoe matrix bottom.
5. the construction technology of a kind of stake according to claim 1, it is characterized in that: described highstrenghtpiston's outer tube is connected and formed by the upper and lower heat-melting butt-joint of multistage highstrenghtpiston outer segment, described highstrenghtpiston's inner tube is connected and is formed by the upper and lower heat-melting butt-joint of pipeline section in multistage highstrenghtpiston.
6. the construction technology of a kind of stake according to claim 5, is characterized in that: in highstrenghtpiston's outer tube and highstrenghtpiston's inner tube, the upper end height of highstrenghtpiston's outer segment of phase same layer is lower than the upper end of pipeline section in highstrenghtpiston.
7. according to the construction technology of a kind of stake described in claim 1 or 2 or 3, it is characterized in that: in described step (3), after the calibration position that enters construction ground matrix completely until shoe, also to cylinder intra-bladder instillation concrete, after band concrete setting, form the concrete tube stake taking highstrenghtpiston's outer tube, highstrenghtpiston's inner tube as support arm.
8. according to the construction technology of a kind of stake described in claim 1 or 2 or 3, it is characterized in that: in the inner chamber of described highstrenghtpiston's inner tube, be provided with the spiral drilling machine for carrying out Pile.
9. according to the construction technology of a kind of stake described in claim 1 or 2 or 3, it is characterized in that: described High strength plastic pipe is high strength PE pipe, pvc pipe or PC pipe.
10. the special perforating device of a construction technology as claimed in claim 1, it is characterized in that: the highstrenghtpiston's inner tube and the highstrenghtpiston's outer tube that include concentric setting, this highstrenghtpiston's outer tube and highstrenghtpiston's inner tube are High strength plastic pipe, tensile yield strength>=the 10Mpa of this High strength plastic pipe, density>=450kg/m
3modulus of elasticity>=350Mpa, cavity between this highstrenghtpiston's inner tube and highstrenghtpiston's outer tube is cylinder chamber, the bottom opening in described cylinder chamber and compress downwards and contact cooperation with shoe, the lower end of this shoe is provided with cutting edge, and described highstrenghtpiston's inner tube and the upper end of highstrenghtpiston's outer tube are fixedly installed vibration application of force pressure head.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410150160.4A CN103938619A (en) | 2014-04-15 | 2014-04-15 | Construction process of tubular pile and special hole opener of construction process |
| PCT/CN2015/070403 WO2015158169A1 (en) | 2014-04-15 | 2015-01-09 | Construction process of pipe pile and dedicated boring device thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410150160.4A CN103938619A (en) | 2014-04-15 | 2014-04-15 | Construction process of tubular pile and special hole opener of construction process |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103938619A true CN103938619A (en) | 2014-07-23 |
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ID=51186474
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410150160.4A Pending CN103938619A (en) | 2014-04-15 | 2014-04-15 | Construction process of tubular pile and special hole opener of construction process |
Country Status (2)
| Country | Link |
|---|---|
| CN (1) | CN103938619A (en) |
| WO (1) | WO2015158169A1 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2015158169A1 (en) * | 2014-04-15 | 2015-10-22 | 谢庆道 | Construction process of pipe pile and dedicated boring device thereof |
| CN105350537A (en) * | 2015-10-30 | 2016-02-24 | 福建港浚工程有限公司 | Technology for constructing tubular pile based on glass fiber metal polyethylene tri-composite tubes and special hole former of technology |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113202494A (en) * | 2021-04-30 | 2021-08-03 | 山东建筑大学 | Tunnel full-section hot-melting rock breaking device and method |
| CN114753355A (en) * | 2022-05-13 | 2022-07-15 | 中铁十一局集团有限公司 | Construction method for pile foundation of thick and soft soil layer |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003184078A (en) * | 2002-11-28 | 2003-07-03 | Jfe Engineering Kk | Cast-in-place concrete pile and its construction method |
| CN103074890A (en) * | 2013-01-29 | 2013-05-01 | 浙江华光市政建设有限公司 | Plastic sleeve and steel pipe combined cast-in-place concrete hollow pipe pile and construction method thereof |
| CN103321215A (en) * | 2013-05-15 | 2013-09-25 | 李胜南 | Construction technology of cast-in-situ concrete tubular pile applied to water area, as well as special hole-forming device of construction technology |
| CN203782685U (en) * | 2014-04-15 | 2014-08-20 | 谢庆道 | Special hole forming device for construction of tubular pile |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP6168336B2 (en) * | 2013-01-09 | 2017-07-26 | 株式会社大林組 | Steel pipe pile embedding method |
| CN103074891B (en) * | 2013-01-29 | 2015-07-15 | 浙江信博城市建设有限公司 | Double-layer plastic sleeve bulk material and concrete stiffness core composite pile and construction method thereof |
| CN103938619A (en) * | 2014-04-15 | 2014-07-23 | 谢庆道 | Construction process of tubular pile and special hole opener of construction process |
-
2014
- 2014-04-15 CN CN201410150160.4A patent/CN103938619A/en active Pending
-
2015
- 2015-01-09 WO PCT/CN2015/070403 patent/WO2015158169A1/en active Application Filing
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003184078A (en) * | 2002-11-28 | 2003-07-03 | Jfe Engineering Kk | Cast-in-place concrete pile and its construction method |
| CN103074890A (en) * | 2013-01-29 | 2013-05-01 | 浙江华光市政建设有限公司 | Plastic sleeve and steel pipe combined cast-in-place concrete hollow pipe pile and construction method thereof |
| CN103321215A (en) * | 2013-05-15 | 2013-09-25 | 李胜南 | Construction technology of cast-in-situ concrete tubular pile applied to water area, as well as special hole-forming device of construction technology |
| CN203782685U (en) * | 2014-04-15 | 2014-08-20 | 谢庆道 | Special hole forming device for construction of tubular pile |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2015158169A1 (en) * | 2014-04-15 | 2015-10-22 | 谢庆道 | Construction process of pipe pile and dedicated boring device thereof |
| CN105350537A (en) * | 2015-10-30 | 2016-02-24 | 福建港浚工程有限公司 | Technology for constructing tubular pile based on glass fiber metal polyethylene tri-composite tubes and special hole former of technology |
Also Published As
| Publication number | Publication date |
|---|---|
| WO2015158169A1 (en) | 2015-10-22 |
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Application publication date: 20140723 |