CN101942833A - Frameless unbonded post-tensioned prestressed uplift filling pile and construction method thereof - Google Patents
Frameless unbonded post-tensioned prestressed uplift filling pile and construction method thereof Download PDFInfo
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- CN101942833A CN101942833A CN 201010298332 CN201010298332A CN101942833A CN 101942833 A CN101942833 A CN 101942833A CN 201010298332 CN201010298332 CN 201010298332 CN 201010298332 A CN201010298332 A CN 201010298332A CN 101942833 A CN101942833 A CN 101942833A
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Abstract
The invention relates to a frameless unbonded post-tensioned prestressed uplift filling pile and a construction method thereof, an unbonded steel strand is used for replacing an ordinary thread steel bar in the traditional filling pile, the lower end of the unbonded steel strand is fixedly connected with a bottom anchor plate positioned at the bottom end of concrete of a pile body, the upper end of the unbonded steel strand is fixed with a top anchor plate positioned at the top end of the concrete of the pile body through an extruding anchor, a vibration steel dowel device is inserted in the concrete of the pile body as a temporary frame, and pre-tension is applied on the unbonded steel strand, thereby solving the problems of easy production of cracks on the pile body and impacts on the durability of the pile body of the concrete of the pile body of the filling pile under the tensile state, as well as high cost and a large amount of steel of the ordinary uplift pile. The frameless unbonded post-tensioned prestressed uplift filling pile and the construction method thereof can be widely applied in the construction of the filling piles of buildings or tensile and anti-floatation projects of the buildings or structures.
Description
Technical field
The present invention relates to a kind of castinplace pile and job practices thereof, particularly a kind of exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile and job practices thereof.
Background technology
Resistance to plucking castinplace pile in the construction work normally adopts common deposited reinforced concrete pile.Because the castinplace pile of configuration regular screw threads reinforcing bar is under the tension state, pile body is easy to generate the crack, influences the durability of pile body.The intensity of three grades of screw-thread steels of common secondary is lower, and in order to satisfy the designing requirement of tension bearing capacity and durability Crack Control, resistance to plucking castinplace pile pile body amount of reinforcement is very big usually, causes construction costs higher, and the little difficulty of construction of rebar spacing strengthens.
Summary of the invention
The purpose of this invention is to provide a kind of exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile and job practices thereof.The castinplace pile that solves configuration regular screw threads reinforcing bar is under the tension state, and pile body is easy to generate the crack, influences the technical problem of the durability of pile body; And it is very big to solve resistance to plucking castinplace pile pile body amount of reinforcement, and construction costs is higher, the problem that the reinforcing cage difficulty of construction is big.
For achieving the above object, the present invention adopts following technical scheme:
A kind of exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile, comprise the super concrete placing of pile crown (1), pile concrete (2) and stake base concrete (3), it is characterized in that: also comprise non-bending steel cable (4), fixedly connected with the end anchor dish (7) that is positioned at pile body concrete bottom in the lower end of non-bending steel cable, the upper end of non-bending steel cable is fixed by the extruding anchoring with the top anchor dish (5) that is positioned at pile body concrete top, as interim skeleton, top anchor dish (5) is fixed on the stake top by hanging muscle, cushion cap raft plate or grade beam end face are evenly distributed with locating support (6) along pile concrete (2) simultaneously.
Described top anchor dish (5) and end anchor dish (7) are steel or cast iron, one-body molded by hollow cylinder and side plate, the side plate upper surface of described top anchor dish (5) is a matsurface, end face has outstanding extruding anchor anchor head (5.1), there are inner core (5.2) and urceolus (5.3) in the side plate bottom surface, inner core is longer than wild card, and inner core and urceolus height have hole greater than 300mm on inner core and the urceolus; The side plate upper surface of described end anchor dish (7) is a matsurface, and outstanding top cylinder (7.2) is arranged on it, and there is the mooring anchor anchor head (7.1) of outstanding doffing (7.3) and outstanding bottom surface the side plate bottom surface, and mooring anchor anchor head (7.1) is positioned at the outside of doffing (7.3).
Correspondence evenly has steel strand perforation (8) on described top anchor dish (5) and end anchor dish (7) side plate.
Described top anchor dish (5) and end anchor dish (7) thickness are not less than 15mm, the external profile diameter of top anchor dish (5) is than the little 50 ~ 100mm of pile body diameter, the external profile diameter of end anchor dish (7) is than the little 100～150mm of pile body diameter, the side plate center drilling diameter of top anchor dish (5) and end anchor dish (7) is not less than 120mm, steel strand perforation (8) can penetrate 1 ~ 3 of reinforcing bar line quantity on the side plate, and diameter is respectively 20～40mm.
The thickness of described stake base concrete (3) is not less than 200mm.
Described locating support (6) is made up of support draw-in groove (6.1), steel strand fixed band (6.2).
The job practices of described exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile, step is as follows:
A) carry out the pile concrete cast, stake toplap concrete placing (1), pile concrete (2) and stake base concrete (3);
A) subsequently interim skeleton is sling, be placed in the toplap concrete placing (1), start vibration joint bar device (10), interim skeleton is transferred the concrete that do not solidify that a hole just poured into a mould, and passes pile concrete (2) and places a base concrete (3) top;
B) subsequently interim skeleton is sling, be placed in the pile body boring, the doffing (7.3) of end anchor dish leaves the height of a base concrete (3) apart from bottom, stake hole, by steel pipe (10.1) fluid concrete, form stake pile jacking base concrete (3), pile concrete (2) and super concrete placing (1);
In the described step 7, non-bending steel cable (4) is fixed in the stake top, non-bending steel cable (4) is reserved when installing and is higher than the stake top and is no less than 1.0m length, 100mm position, extruding anchor anchor head (5.1) top at top anchor dish (5) is locked non-bending steel cable (4) with intermediate plate, then the above non-bending steel cable of intermediate plate (4) is broken up and oil removing, imbedded in cushion cap raft plate or the grade beam after being bent into 60～75 degree angles.
Described vibration joint bar device (10) is made up of steel pipe (10.1) and vibrating hammer (9.2), and vibrating hammer (9.2) is connected the top of steel pipe.
Described steel pipe (10.1) is that the steel pipe of a joint or two joints or the above different-diameter of two joints is connected into, and in the fluid concrete technology of back, steel pipe should guarantee that as the conduit of concrete perfusion connecting portion does not have the hole slit.
Compared with prior art the present invention has following characteristics and beneficial effect:
1. exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile of the present invention, because adopting intensity is the steel strand of 3 ~ 5 times of plain barss, both can reduce steel consumption, can utilize the characteristics of post-tensioned prestressing again, change the stress of pile body, make it change pressurized into, avoid the pile body cracking, improve durability by tension;
2. the present invention is by the precompressed effect of anchor dish and steel strand, the poisson effect (the stake footpath is outer expands) that can utilize concrete pile body pressurized to produce, strengthen stake pedosphere face frictional resistance, and pile body bottom soil body frictional resistance is brought into play in advance, improve the globality of the pile body and the soil body, thereby improve the anti-pulling capacity of stake.Therefore, exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile have the bearing capacity height, on pull out that displacement is little, advantages such as good endurance, material consumption are low, cost province.
3. the present invention compares with common filling pile, the identical castinplace pile in stake long stake footpath, stake side soil is mesolow the contracting property soil of modulus of compressibility greater than 4.0Mpa, slenderness ratio 15～20, and the more common resistance to plucking pouring pile bearing capacity of exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile can improve 10%; Slenderness ratio 20～30, skeleton do not have the more common resistance to plucking pouring pile bearing capacity of bonded post tensioning prestress pulling resistant castinplace pile can improve 20%; Slenderness ratio is greater than 30, and skeleton does not have the more common resistance to plucking pouring pile bearing capacity of bonded post tensioning prestress pulling resistant castinplace pile can improve 30%.
4. the present invention compares with common filling pile, take all factors into consideration the benefit that bearing capacity improves and the quantity of reinforcement minimizing produces, and the fixing expense that increases of deduction ground tackle stretch-draw, the pile body arrangement of reinforcement cost of the more common resistance to plucking castinplace pile of no bonded post tensioning prestress pulling resistant castinplace pile on average can reduce more than 50%, and the cost of unit anti-pulling capacity on average can save 20 ~ 30%.Save 2000 yuan of calculating according to every pile, adopt this technology, then can save 100,000,000 yuan as 50,000 of the annual resistance to plucking castinplace piles in the whole nation.
5. after the no bonded post tensioning prestress pulling resistant castinplace pile process stretch-draw grappling of the present invention, the no bonded post tensioning prestress pulling resistant stake more common uplift pile of pile body displacement during use littler (reducing about 30 ~ 50%), the pile body durability is better.
The present invention has overcome that the castinplace pile tensile property is poor, and steel using amount is big, and shortcomings such as cost height have solved and utilized high-intensity steel strand to replace the regular screw threads steel, and can carry out the embedding of prestress wire behind concreting.
The present invention can be widely used in the construction that common filling pile is particularly useful for the tension castinplace pile.
Description of drawings
The present invention will be further described in detail below in conjunction with accompanying drawing.
Fig. 1 is a pile body structural representation of the present invention.
Fig. 2 is each component-assembled connection diagram.
Fig. 3 is a top anchor dish plan view.
Fig. 4 is Fig. 3 A-A sectional drawing.
Fig. 5 is an end anchor dish plan view.
Fig. 6 is Fig. 5 B-B sectional drawing.
Fig. 7 is the locating support plan view.
Fig. 8 is the locating support elevation.
Reference numeral: anchor dish, 7.1-mooring anchor anchor head, 7.2-top cylinder, 7.3-doffing, the perforation of 8-steel strand, 9-plug, 10-vibration joint bar device, 10.1-steel pipe, 10.2-vibrating hammer, 11-hole at the bottom of the super concrete placing of 1-pile crown, 2-pile body concrete, 3-stake base concrete, 4-non-bending steel cable, 5-top anchor dish, 5.1-extruding anchor anchor head, 5.2-inner core, 5.3-urceolus, 6-locating support, the hollow draw-in groove of 6.1-, 6.2-steel strand fixed band, the 7-.
The specific embodiment
Embodiment is referring to Fig. 2～shown in Figure 8, a kind of exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile, comprise the super concrete placing of pile crown (1), pile concrete (2) and stake base concrete (3), it is characterized in that: also comprise non-bending steel cable (4), the lower end of non-bending steel cable is connected with end anchor dish (7) mooring anchor that is positioned at pile body concrete bottom, the upper end of non-bending steel cable is fixed by the extruding anchoring with the top anchor dish (5) that is positioned at pile body concrete top, the steel pipe (10.1) of steel strand (4) and top anchor dish (5) end anchor dish (7) locating support (6) and vibration joint bar device is formed interim skeleton, after interim skeleton is located in the stake hole, top anchor dish (5) is fixed on the stake top by hanging muscle, also can be fixed on cushion cap raft plate or grade beam end face, be evenly distributed with locating support (6) along pile concrete (2) simultaneously.Described top anchor dish (5) and end anchor dish (7) are steel or cast iron, one-body molded by hollow cylinder and side plate, the side plate upper surface of described top anchor dish (5) is a matsurface, end face has outstanding extruding anchor anchor head (5.1), there are inner core (5.2) and urceolus (5.3) in the side plate bottom surface, has hole (11) on inner core and the urceolus; The side plate upper surface of described end anchor dish (7) is a matsurface, and outstanding top cylinder (7.2) is arranged on it, and there is the mooring anchor anchor head (7.1) of outstanding doffing (7.3) and outstanding bottom surface the side plate bottom surface, and mooring anchor anchor head (7.1) is positioned at the outside of doffing (7.3).Correspondence evenly has steel strand perforation (8) on described top anchor dish (5) and end anchor dish (7) side plate.The cylindrical shell and the side plate thickness of described top anchor dish (5) and end anchor dish (7) are not less than 15mm, the external profile diameter of top anchor dish (5) is than the little 50 ~ 100mm of pile body diameter, the external profile diameter of end anchor dish (7) is than the little 100～150mm of pile body diameter, the clean diameter of hollow cylindrical shell of top anchor dish (5) and end anchor dish (7) is not less than 120mm, steel strand perforation (8) diameter 20～40mm on the side plate.
The thickness that leaves of described stake base concrete (3) is not less than 200mm.
Described locating support (6) is made up of support draw-in groove (6.1), steel strand fixed band (6.2).
Work progress of the present invention is referring to Fig. 1, and concrete steps are as follows:
A) carry out the pile concrete cast, stake toplap concrete placing (1), pile concrete (2) and stake base concrete (3);
C) subsequently interim skeleton is sling, be placed in the toplap concrete placing (1), start vibration joint bar device (10), interim skeleton is transferred the concrete that do not solidify that a hole just poured into a mould, and passes pile concrete (2) and places a base concrete (3) top;
D) subsequently interim skeleton is sling, be placed in the pile body boring, the doffing (7.3) of end anchor dish leaves the height of a base concrete (3) apart from bottom, stake hole, by steel pipe (10.1) fluid concrete, form stake pile jacking base concrete (3), pile concrete (2) and super concrete placing (1);
In the described step 7, non-bending steel cable (4) is fixed in the stake top, non-bending steel cable (4) is reserved when installing and is higher than the stake top and is no less than 1.0m length, 100mm position, extruding anchor anchor head (5.1) top at top anchor dish (5) is locked non-bending steel cable (4) with intermediate plate, then the above non-bending steel cable of intermediate plate (4) is broken up and oil removing, imbedded in cushion cap raft plate or the grade beam after being bent into 60～75 degree angles.
Described vibration joint bar device (10) is made up of steel pipe (10.1) and vibrating hammer (9.2), and vibrating hammer (9.2) is connected the top of steel pipe.
Described steel pipe (10.1) is that the steel pipe of a joint or two joints or the above different-diameter of two joints is connected into, and in the fluid concrete technology of back, steel pipe should guarantee that as the conduit of concrete perfusion connecting portion does not have the hole slit.
Claims (10)
1. exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile, comprise the super concrete placing of pile crown (1), pile concrete (2) and stake base concrete (3), it is characterized in that: also comprise non-bending steel cable (4), fixedly connected with the end anchor dish (7) that is positioned at pile body concrete bottom in the lower end of non-bending steel cable, the upper end of non-bending steel cable is fixed by the extruding anchoring with the top anchor dish (5) that is positioned at pile body concrete top, as interim skeleton, top anchor dish (5) is evenly distributed with locating support (6) along pile concrete (2) simultaneously by hanging the end face that muscle is fixed on stake top or cushion cap raft plate and grade beam.
2. exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile according to claim 1, it is characterized in that: described top anchor dish (5) and end anchor dish (7) are steel or cast iron, one-body molded by hollow cylinder and bearing plate, the side plate upper surface of described top anchor dish (5) is a matsurface, end face has outstanding extruding anchor anchor head (5.1), there are inner core (5.2) and urceolus (5.3) in the side plate bottom surface, and inner core has hole (10) than outer tube length on inner core and the urceolus; The side plate upper surface of described end anchor dish (7) is a matsurface, and outstanding top cylinder (7.2) is arranged on it, and there is the mooring anchor anchor head (7.1) of outstanding doffing (7.3) and outstanding bottom surface the side plate bottom surface, and mooring anchor anchor head (7.1) is positioned at the outside of doffing (7.3).
3. exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile according to claim 1 is characterized in that: correspondence evenly has steel strand perforation (8) on described top anchor dish (5) and end anchor dish (7) bearing plate.
4. exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile according to claim 1, it is characterized in that: described top anchor dish (5) and end anchor dish (7) thickness are not less than 15mm, the external profile diameter of top anchor dish (5) is than the little 50mm of pile body diameter, the external profile diameter of end anchor dish (7) is than the little 100～150mm of pile body diameter, the hollow cylinder diameter of top anchor dish (5) and end anchor dish (7) is not less than 120mm, steel strand perforation (8) diameter 20～40mm on the bearing plate.
5. exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile according to claim 1 is characterized in that: the thickness of described stake base concrete (3) is not less than 200mm.
6. exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile according to claim 1, it is characterized in that: described locating support (6) is made up of support draw-in groove (6.1), steel strand fixed band (6.2).
7. according to the job practices of any described exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile of claim 1-6, it is characterized in that: step is as follows:
Step 1 is carried out the hole for grout pile pore-forming;
Step 2, the super concrete placing of concreting pile crown (1) pile concrete (2) and stake base concrete (3) in the stake hole;
Step 3, non-bending steel cable (4) is passed end anchor dish (7) and support (6) and top anchor dish (5), non-bending steel cable (4) lower end is fixed on the mooring anchor anchor head (7.1) of end anchor dish, and the upper end is fixed on the extruding anchor anchor head (5.1) of top anchor dish; Every 3～5m one locating support (6) is set along non-bending steel cable (4) height simultaneously; Non-bending steel cable (4), end anchor dish (7), support (6) and top anchor dish (5) are fixed on the steel pipe (10.1) of vibration joint bar device (10).
8. step 4, vibration joint bar device steel pipe (10.1) lower end withstands on end anchor dish bearing plate end face, be stuck in the top cylinder (7.2) of end anchor dish (7), inner core (5.2) socket of upper end and top anchor dish (5), and, form interim skeleton jointly at inner core (5.2) installed inside top bolt (8) and tensioning non-bending steel cable (4);
Step 5, to vibrate the composite member of joint bar device (10) and top anchor dish (5), end anchor dish (7) and non-bending steel cable (4) formation subsequently slings, be placed in the super concrete placing of pile crown (1) top, start vibration joint bar device, its vibration is inserted in the pile concrete (2), up to stake base concrete (3) top;
Step 6, vibrate extracting of joint bar device steel pipe: top anchor dish (5), end anchor dish (6) and non-bending steel cable (4) composite member discharge the top bolt (8) that withstands top anchor dish in the centralized positioning of stake hole, and slight vibration is extracted the steel pipe (10.1) of vibration joint bar device;
Step 7, the intensity of pile concrete (2) reach design strength 75% and when above, cut the super concrete placing of pile crown (1), adopt punching jack pair non-bending steel cable (4) to carry out stretch-draw, fixing by the extruding anchor anchor head (5.1) of top anchor dish;
Step 8, tensile load classification are no less than 4 grades, every grade of equal symmetrical stretch-draw, final steel twisted wire stress reaches the 70%(of steel strand ultimate strength or total load and reaches 1.25 times of single pile anti-pulling capacity characteristic value), stop stretch-draw and grappling;
Step 9, with the elongation end of the non-bending steel cable (4) broken up, the peeling oil removing is cast in the cushion cap underplate concrete, stretches into cushion cap and is no less than 1.0m.
9. the job practices of exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile according to claim 7, it is characterized in that: in the described step 7, non-bending steel cable (4) is fixed in the stake top, non-bending steel cable (4) is reserved when installing and is higher than design stake top and is no less than 1.0m length, 100mm position, extruding anchor anchor head (5.1) top at top anchor dish (5) is locked non-bending steel cable (4) with intermediate plate, then the above non-bending steel cable of intermediate plate (4) is broken up and oil removing, bending is imbedded in cushion cap raft plate or the grade beam behind 60～75 degree angles.
10. the job practices of exoskeletal no bonded post tensioning prestress pulling resistant castinplace pile according to claim 7, it is characterized in that: described vibration joint bar device (10) is made up of steel pipe (10.1) and vibrating hammer (10.2), and vibrating hammer (10.2) is connected the top of steel pipe; Described steel pipe (10.1) is that the steel pipe of a joint or two joints or the above different cross section of two joints is formed by connecting.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010102983324A CN101942833B (en) | 2010-09-30 | 2010-09-30 | Frameless unbonded post-tensioned prestressed uplift filling pile and construction method thereof |
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| CN2010102983324A CN101942833B (en) | 2010-09-30 | 2010-09-30 | Frameless unbonded post-tensioned prestressed uplift filling pile and construction method thereof |
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| CN101942833B CN101942833B (en) | 2012-05-09 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102808414A (en) * | 2012-08-24 | 2012-12-05 | 天津市建筑科学研究院有限公司 | Bonded post-tensioned prestressed anchoring construction method for cast-in-place concrete structure |
| CN103806462A (en) * | 2014-03-13 | 2014-05-21 | 北京华电新能咨询有限公司 | Power transmission line soil layer steel strand pre-stress expanded-bottom anchor rod foundation |
| CN105544548A (en) * | 2014-04-25 | 2016-05-04 | 安徽省交通控股集团有限公司 | Hollow pipe column underwater pouring construction method |
| CN108517775A (en) * | 2018-06-08 | 2018-09-11 | 王燕春 | A kind of Sarasota structure and application |
| CN108755728A (en) * | 2018-06-22 | 2018-11-06 | 中船第九设计研究院工程有限公司 | A method of it is connect with pile foundation for launching way beam |
| CN109183783A (en) * | 2018-10-24 | 2019-01-11 | 南宁职业技术学院 | It is a kind of to exempt from broken apart concrete filling pile head |
| CN110206023A (en) * | 2019-06-19 | 2019-09-06 | 浙江海洋大学 | A kind of filling pile structure |
| CN110374090A (en) * | 2019-08-06 | 2019-10-25 | 田弘扬 | A kind of soft soil foundation Concrete Grouting Pale device and its construction method |
| CN112523200A (en) * | 2020-12-18 | 2021-03-19 | 郑州大学综合设计研究院有限公司 | Integrated tubular pile |
| CN113152535A (en) * | 2021-04-23 | 2021-07-23 | 建研地基基础工程有限责任公司 | Rear-inserted unbonded steel strand pressure-bearing type uplift pile construction method and assembly used in same |
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| CN102808414A (en) * | 2012-08-24 | 2012-12-05 | 天津市建筑科学研究院有限公司 | Bonded post-tensioned prestressed anchoring construction method for cast-in-place concrete structure |
| CN102808414B (en) * | 2012-08-24 | 2014-09-10 | 天津市建筑科学研究院有限公司 | Bonded post-tensioned prestressed anchoring construction method for cast-in-place concrete structure |
| CN103806462A (en) * | 2014-03-13 | 2014-05-21 | 北京华电新能咨询有限公司 | Power transmission line soil layer steel strand pre-stress expanded-bottom anchor rod foundation |
| CN103806462B (en) * | 2014-03-13 | 2016-06-08 | 北京华电新能咨询有限公司 | Power transmission circuit soil layer steel strand prestress expands anchor pole basis, the end |
| CN105544548A (en) * | 2014-04-25 | 2016-05-04 | 安徽省交通控股集团有限公司 | Hollow pipe column underwater pouring construction method |
| CN108517775A (en) * | 2018-06-08 | 2018-09-11 | 王燕春 | A kind of Sarasota structure and application |
| CN108755728A (en) * | 2018-06-22 | 2018-11-06 | 中船第九设计研究院工程有限公司 | A method of it is connect with pile foundation for launching way beam |
| CN109183783A (en) * | 2018-10-24 | 2019-01-11 | 南宁职业技术学院 | It is a kind of to exempt from broken apart concrete filling pile head |
| CN109183783B (en) * | 2018-10-24 | 2023-10-24 | 南宁职业技术学院 | Breaking-free separated pile head of concrete filling pile |
| CN110206023A (en) * | 2019-06-19 | 2019-09-06 | 浙江海洋大学 | A kind of filling pile structure |
| CN110206023B (en) * | 2019-06-19 | 2020-11-13 | 浙江海洋大学 | Construction method of cast-in-place pile structure |
| CN110374090A (en) * | 2019-08-06 | 2019-10-25 | 田弘扬 | A kind of soft soil foundation Concrete Grouting Pale device and its construction method |
| CN112523200A (en) * | 2020-12-18 | 2021-03-19 | 郑州大学综合设计研究院有限公司 | Integrated tubular pile |
| CN113152535A (en) * | 2021-04-23 | 2021-07-23 | 建研地基基础工程有限责任公司 | Rear-inserted unbonded steel strand pressure-bearing type uplift pile construction method and assembly used in same |
| CN113152535B (en) * | 2021-04-23 | 2022-02-11 | 建研地基基础工程有限责任公司 | Rear-inserted unbonded steel strand pressure-bearing type uplift pile construction method and assembly used in same |
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| CN101942833B (en) | 2012-05-09 |
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Application publication date: 20110112 Assignee: Beijing Geotechnical Engineering Association Assignor: Jianyan Foundation Engineering LLC Contract record no.: 2015990000890 Denomination of invention: Frameless unbonded post-tensioned prestressed uplift filling pile and construction method thereof Granted publication date: 20120509 License type: Exclusive License Record date: 20151026 |
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Assignee: Beijing Geotechnical Engineering Association Assignor: CABR FOUNDATION ENGINEERING Co.,Ltd. Contract record no.: 2015990000890 Date of cancellation: 20201120 |
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Application publication date: 20110112 Assignee: Beijing Geotechnical Engineering Association Assignor: CABR FOUNDATION ENGINEERING Co.,Ltd. Contract record no.: X2020990000618 Denomination of invention: Non skeleton and unbonded post tensioned prestressed uplift cast-in-place pile and its construction method Granted publication date: 20120509 License type: Exclusive License Record date: 20201120 |