CN104452749A - Construction method of reinforced concrete current-poured pile - Google Patents

Construction method of reinforced concrete current-poured pile Download PDF

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Publication number
CN104452749A
CN104452749A CN201410652886.8A CN201410652886A CN104452749A CN 104452749 A CN104452749 A CN 104452749A CN 201410652886 A CN201410652886 A CN 201410652886A CN 104452749 A CN104452749 A CN 104452749A
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China
Prior art keywords
pile
bag
construction
hole
stake
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CN201410652886.8A
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CN104452749B (en
Inventor
王新泉
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Shandong Hengxiang Municipal Highway Engineering Co., Ltd.
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Hangzhou Jiangrun Technology Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/34Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/44Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/0023Cast, i.e. in situ or in a mold or other formwork

Abstract

The invention relates to a construction method of a reinforced concrete current-poured pile. The method mainly comprises the steps that (1), a slurry protecting wall is drilled for hole forming, a drilling machine is used for drilling a hole in the hole forming process, and then the hole bottom is chambered through a branch tray forming machine; (2), the expanding end at the bottom of the pile is poured in an underwater concrete pouring mode; (3), a reinforcing cage is manufactured, stirrups are provided with reinforced protection cushion blocks at intervals, and a positioning support is formed; (4), inner side mould bags and outer side mould bags are attached to the inner side and the outer side of the positioning support respectively, and end boards are installed at the bottom of the positioning support; (5), the positioning support and the mould bags are pressed into the hole together; (6), micro-expansion concrete is poured in the space of the inner side mould bags and the outer side mould bags; (7), after the concrete of a pile body reaches the intensity, a pile top closing body and a cover board are constructed. The reinforcing cage is arranged in the reinforced concrete current-poured pile, the pile bearing capacity is improved, influence on the quality of the finished pile from foundation soil is reduced, the construction speed is high, quality is convenient to ensure, and good economic benefits and social benefits are obtained.

Description

A kind of construction method of reinforced concrete cast-in-situ pile tube
Technical field
The present invention relates to a kind of construction method of pouring pipe pile, particularly a kind of construction method inserting the concrete cast-in-situ pile tube of reinforcing cage.
Background technology
Pile tube has that bearing capacity ofconcreting is high, side friction is large and the advantage such as anti-bending strength is good, selected by increasing Soft Ground engineering.From construction technology, pile tube can be divided into prefabricated tubular pile and pouring pipe pile two kinds.Prefabricated tubular pile has that bearing capacity of single pile is high, pile quality is reliable, the resistance to hammering of pile body and the advantage such as crack resistance is good; But consider the factors such as transport and construction, need suitably to strengthen amount of reinforcement to gain in strength, resist the destructiveness of constructing and may bring, thus add cost; Pouring pipe pile has that speed of application is fast, stake long can free adjustment, there is not the advantage such as weak section at pile extension place, its engineering adaptability is better, but adopts prior art difficulty of construction comparatively large because of it, is not widely used in Practical Project.
The beginning of new century, Hohai University's exploitation poured in place concrete thin-wall pipe pile reinforced soft soil ground patented technology " sleeve pipe for weak sub-grade treatment becomes mould pouring pipe pile with large diameter machine " (ZL 01273182.X) and construction technology " soft foundation composite ground base construction method for field pouring pipe pile with large diameter " (CN 1367296A), the objects such as cast-in-situ concrete thin-wall construction reaches that cost is low, bearing capacity is high, the increase of the stability of ground and foundation settlement reduction that adopt relevant art to carry out.But common cast-in-situ concrete thin-wall pipe pile is plain concrete pile, and bearing capacity of pile is lower, there is obvious spinous process benefit in immersed tube process and easily produce the quality problems such as necking down.
In order to solve the problem, need a kind of easy construction of invention badly, pile affects little by geological conditions, and verticality is convenient to control, and is applicable to the construction method that cannot adopt the cast in place concrete thin tunnel pile of immersed tube equipment.
Summary of the invention
The object of the invention is to overcome deficiency of the prior art, provide a kind of reliable in quality, speed of application fast, affect by geological conditions little, the construction method of the reinforced concrete cast-in-situ pile tube that pipe pile's lateral friction is large.
For realizing above-mentioned technical purpose, present invention employs following technical scheme:
The construction method of this reinforced concrete cast-in-situ pile tube, comprises the following steps:
1) prepare before construction, according to design drawing, process construction plant, measures pile foundation axis and absolute altitude, releases stake bit line according to axis;
2) holing with slurry wall protection pore-forming: during drilling construction, first steel pile casting is buried underground in cast-in-situ concrete thin-wall position, and mud is filled in casing, then start to creep into, constantly will supplement mud at any time in drilling process, make in hole, to remain the head height higher than groundwater table 1m ~ 1.5m, boring is to pile body projected depth, hang in a disc shaping machine, at the bottom of hole, rotate the hole forming diameter and be greater than top pile body, in squeezed hole process, constantly supplement slurries;
3) at the bottom of stake, bellend is built: bellend at the bottom of stake adopts the mode of underwater concreting to construct, stretch to position at the bottom of hole by concreting pipe, concreting, on one side, put forward Grouting Pipe, simultaneously unnecessary in tap mud, bellend absolute altitude at the bottom of concreting to the stake of design;
4) field fabrication reinforcing cage, and the reinforcing bar protection cushion block in cuboid is inserted at stirrup interval, form locating support, then interior side form bag and outer side mold bag are pasted successively respectively the two ends at reinforcing bar protection cushion block, bottom locating support, end plate is installed;
5) the mould bag of press-in band reinforcing cage: with the mould bag vertical lifting of hanging apparatus by band reinforcing cage, pour water in the space that outside side form bag and interior side form bag enclose or mud in hole is introduced mould bag, and by same material by mould bag top seal, then by the mould bag press-in pore-forming of band reinforcing cage;
6) slightly expanded concrete is poured into: after locating support press-in, remove the closed material at mould bag top, slightly expanded concrete is built between interior side form bag and outer side mold bag, get rid of the water in mould bag or mud simultaneously, build and specify absolute altitude to pile body, form slightly expanded concrete pile body;
7) supporting plate of building band being hung muscle is fixed on thin-wall pipe pile stake core place, supporting plate installation site is built with the cut to lengthen hanging muscle, the upper end of hanging muscle top and the main muscle of thin-wall pipe pile pile body is welded and fixed, then building concreting formation stake closedtop closure on supporting plate, it is parallel with slightly expanded concrete pile body top that stake closedtop closure builds height;
8) finally build cover plate, complete the whole work progress of this reinforced concrete cast-in-situ pile tube.
As preferably: the reinforcing bar protection cushion block two ends described in step (4) are reserved with bolt hole respectively, the junction of itself and outer side mold bag and interior side form bag is also fixed by fixture block, screw rod and nut.
As preferably: in described in step (4), side form bag adopts the waterproof and geotextiles of thoroughly not starching, and outer side mold bag adopts the geotechnological cloth bag of slurry thoroughly.
As preferably: described in step (4), end plate is annular, width is slightly larger than the thickness of slightly expanded concrete pile body, end plate upper surface is respectively arranged with mould bag mounting groove and reinforcement installation groove, when end plate is installed, main muscle bottom is inserted in reinforcement installation groove, and firm welding, interior side form bag and outer side mold bag are filled in mould bag mounting groove, and with mould bag material of the same race by full for the filling of mould bag mounting groove.
As preferably: during the press-in of locating support described in step (5) pore-forming, locating support bottom is inserted in bellend at the bottom of stake.
As preferably: after described in step (6), slightly expanded concrete pile body has poured into, part mud, by outer side mold bag, infiltrates into soil around pile, forms slurry infiltration district.
As preferably: build supporting plate in step (7) and adopt circular wooden form or steel form.
The invention has the beneficial effects as follows:
(1) the present invention arranges reinforcing cage in cast-in-situ concrete thin-wall pipe pile, effectively strengthens the supporting capacity of pile body, and reinforcing cage is used as a part for locating support simultaneously, facilitates the construction of sinking mould bag.
(2) outer side mold bag of the present invention adopts the material that can thoroughly starch to make, and after building pile concrete, fraction slurries infiltration depanning bag, mixes with soil around pile, form slurry infiltration district, increase the survey frictional resistance of cast-in-situ concrete thin-wall.
(3) bottom thin-wall pipe pile of the present invention, bellend at the bottom of concrete pile is set, improves pile-end soil body intensity, increase the end bearing capacity of thin-wall pipe pile.
(4) be pressed in ground by mould bag again after the present invention's boring, thin-wall pipe pile verticality is convenient to control, and the impact of geological conditions on pile quality is less.
(5) discarded slurry of the present invention stays the cavity place of thin-wall pipe pile stake core, decreases the process of mud, and speed of application is fast, and can reduce the pollution of mud to soil.
Accompanying drawing explanation
Fig. 1 is the structural representation after bellend at the bottom of stake of the present invention has been constructed;
Fig. 2 is the connection layout of reinforcing cage and interior external mold bag;
Fig. 3 is the A-A sectional view of the connection layout of reinforcing cage and interior external mold bag;
Fig. 4 is external mold bag and locating support connected node detail drawing in the present invention;
Fig. 5 is end plate sectional view of the present invention;
Fig. 6 is the structural representation after mould bag of the present invention press-in pore-forming;
Fig. 7 to Fig. 8 is structural representation after a kind of reinforced concrete cast-in-situ tube pile construction of the present invention completes and B-B sectional view;
Fig. 9 is the construction process figure of the construction method of a kind of reinforced concrete cast-in-situ pile tube of the present invention.
Description of reference numerals: slightly expanded concrete pile body 1, outer side mold bag 2, interior side form bag 3, main muscle 4; stirrup 5, bellend 6 at the bottom of stake, slurry infiltration district 7, stake closedtop closure 8; cover plate 9, end plate 10, mud 11, hangs muscle 12; build supporting plate 13, a disc shaping machine 14, fill mud 15; reinforcing bar protection cushion block 16, fixture block 17, screw rod 18; nut 19, mould bag mounting groove 20, reinforcement installation groove 21.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is described further.Although the present invention will be described in conjunction with preferred embodiment, should know, and not represent and limit the invention in described embodiment.On the contrary, the present invention will contain can be included in attached claims limit scope of the present invention in alternative, modified and equivalent.
With reference to shown in Fig. 1, adopt rig and disc shaping machine 14 pore-forming.First drill hole of drilling machine is adopted, bore diameter is 1250mm, boring hangs in a disc shaping machine 14 and carries out reaming to degree of depth 20m ~ 25m, counter bore diameter 1300mm ~ 1500mm, counterbore depth 2m ~ 3m, pore forming process adopts and the mud 11 of water, clay (swell soil) and additive configuration carries out retaining wall.Then the concrete to reaming place perfusion C30 strength grade forms bellend 6 at the bottom of stake.
With reference to shown in Fig. 2 and Fig. 3, adopt nominal diameter be the HRB335 indented bars of 20mm as main muscle 4, select diameter to be that the HPB300 reinforcing bar of 10mm makes reinforcing cage as stirrup 5, reinforcing cage diameter 1000mm, length 22m ~ 26m.After fabrication of reinforcing cage completes; on stirrup 5, interval is laid reinforcing bar protection cushion block 16 and is formed locating support; reinforcing bar protection cushion block 16 is prefabricated into cuboid; length is 400mm; be highly 200mm ~ 250mm; width is 100mm ~ 150mm, and it is the bolt hole of 20mm that reinforcing bar protection cushion block 16 is horizontally disposed with 2 row's diameters.
With reference to shown in Fig. 4, after locating support completes, on locating support, paste thickness be side form bag 3 and outer side mold bag 2 in 8mm ~ 10mm, the on-woven geotechnique cloth that wherein, side form bag 3 is made up of polypropylene artificial fiber, this material both water tight and air tight; Outer side mold bag 2 adopts the permeable material of cement paste.Sticking with glue agent when pasting is fixed on reinforcing bar protection cushion block 16 by interior side form bag 3 and outer side mold bag 2, with diameter be 18mm screw rod 19 through the bolt hole on reinforcing bar protection cushion block 16, and with fixture block 17 and nut 19 fixing interior side form bag 3 and outer side mold bag 2 further.
With reference to shown in Fig. 5, after interior side form bag 3 and outer side mold bag 2 are pasted and are fixedly completed, install by the prefabricated annular endplate 10 of Q345 steel bottom locating support, end plate 10 upper surface reserves mould bag mounting groove 20 and reinforcement installation groove 21, wherein mould bag mounting groove 20 width 10mm ~ 12mm, reinforcement installation groove 21 width 20mm ~ 21mm.When end plate 10 is installed, main muscle 4 bottom is inserted the interior also firm welding of reinforcement installation groove 21, interior side form bag 3 and outer side mold bag 2 are filled in mould bag mounting groove 20, sticks with glue agent filling fixing.So far, interior side form bag 3, form a closed space between outer side mold bag 2 and end plate 10.
With reference to shown in Fig. 6, with loop wheel machine, locating support is sling, and in interior side form bag 3, enclosure space between outer side mold bag 2 and end plate 10, mud 15 is filled in perfusion, then sinks in pore-forming by locating support, inserts bellend 6 upper surface 1m ~ 1.5m place once at the bottom of stake bottom locating support.
With reference to shown in Fig. 7 to Fig. 8, after locating support sinks to projected depth, in mould bag, pour into slightly expanded concrete, and filling mud 15 is cemented out, form slightly expanded concrete pile body.Part mud, through outer side mold bag 2, is mixed to form slurry infiltration district 7 with soil around pile.After slightly expanded concrete pile body 1 intensity reaches requirement, the mud 11 in boring can be extracted out and cause next stake position place, also can be retained in thin-wall pipe pile stake core place.Then place circular wooden form or steel form as building supporting plate 13 at stake end, building supporting plate 13 by diameter is that 10mm hangs muscle 12 and is fixed on assigned address, hangs muscle 12 top and welds with the main muscle 4 stretching out slightly expanded concrete pile body 1.The concrete of then building C30 strength grade forms stake closedtop closure 8 and cover plate 9.
With reference to shown in Fig. 9, the work progress of reinforced concrete cast-in-situ pile tube comprises:
1) prepare before construction, according to design drawing, process construction plant, measures pile foundation axis and absolute altitude, releases stake bit line according to axis;
2) holing with slurry wall protection pore-forming: during drilling construction, first steel pile casting is buried underground in cast-in-situ concrete thin-wall position, and mud is filled in casing, then start to creep into, constantly mud will be supplemented at any time in drilling process, make in hole, to remain that the head height higher than groundwater table 1 ~ 1.5m simultaneously should according to soil property situation adjustment mud prescription and proportion, boring is to pile body projected depth, hang in a disc shaping machine, at the bottom of hole, rotate the hole forming diameter and be greater than top pile body, in squeezed hole process, constantly supplement slurries.
3) at the bottom of stake, bellend 6 is built: bellend 6 at the bottom of stake adopts the mode of underwater concreting to construct, position at the bottom of hole is stretched to by concreting pipe, concreting on one side, Grouting Pipe is put forward on one side, send mud unnecessary in hole, bellend 6 absolute altitude at the bottom of concreting to the stake of design simultaneously;
4) field fabrication reinforcing cage; and special reinforcing bar protection cushion block 16 is inserted at interval, stirrup 5 place; then interior side form bag 3 and outer side mold bag 2 are connected in turn on reinforcing bar protection cushion block 16; part connected node can adopt fixture block 17 and reinforcing bar to protect cushion block 16 to fold; and be connected by the mode that screw rod 18 is fixing with nut 19, the mode that all the other nodes adopt cementing agent to paste connects.Then end plate 10 is installed, main muscle 4 bottom is inserted in reinforcement installation groove, and firm welding, interior side form bag 3 and outer side mold bag 2 are filled in mould bag mounting groove 20, and with mould bag material of the same race by full for the filling of mould bag mounting groove;
5) the mould bag of press-in band reinforcing cage: with the mould bag vertical lifting of hanging apparatus by band reinforcing cage, pour water in the space that outside side form bag 2 and interior side form bag 3 enclose or mud in hole is introduced mould bag, and by same material by mould bag top seal, then by the mould bag press-in pore-forming of band reinforcing cage, be pressed into bottom mould bag in bellend 6 at the bottom of the stake of building;
6) slightly expanded concrete is built: the press-in of mould bag is to assigned address, remove the closed material at mould bag top, slightly expanded concrete is built between interior side form bag 3 and outer side mold bag 2, get rid of the water in mould bag or mud simultaneously, build to pile body appointment absolute altitude, form slightly expanded concrete pile body 1, and extract the mud of thin-wall pipe pile centre-drilling hole;
7) supporting plate 13 of building band being hung muscle 12 is fixed on thin-wall pipe pile stake core place, supporting plate 13 installation site is built with the cut to lengthen hanging muscle 12, the upper end of hanging muscle 12 top and the main muscle 4 of thin-wall pipe pile pile body is welded and fixed, then building concreting formation stake closedtop closure 8 on supporting plate 13, it is parallel with slightly expanded concrete pile body 1 top that closedtop closure 8 builds height;
8) finally build cover plate 12, complete the whole work progress of this reinforced concrete cast-in-situ pile tube.

Claims (7)

1. a construction method for reinforced concrete cast-in-situ pile tube, is characterized in that, comprises the following steps:
1) prepare before construction, according to design drawing, process construction plant, measures pile foundation axis and absolute altitude, releases stake bit line according to axis;
2) holing with slurry wall protection pore-forming: during drilling construction, first steel pile casting is buried underground in cast-in-situ concrete thin-wall position, and mud is filled in casing, then start to creep into, constantly will supplement mud at any time in drilling process, make in hole, to remain the head height higher than groundwater table 1m ~ 1.5m, boring is to pile body projected depth, hang in a disc shaping machine (14), at the bottom of hole, rotate the hole forming diameter and be greater than top pile body, in squeezed hole process, constantly supplement slurries;
3) bellend at the bottom of stake (6) is built: bellend at the bottom of stake (6) adopts the mode of underwater concreting to construct, position at the bottom of hole is stretched to by concreting pipe, concreting on one side, Grouting Pipe is put forward on one side, simultaneously unnecessary in tap mud, bellend (6) absolute altitude at the bottom of concreting to the stake of design;
4) field fabrication reinforcing cage, and reinforcing bar protection cushion block (16) be inserted at stirrup (5) interval in cuboid, form locating support, then interior side form bag (3) and outer side mold bag (2) are pasted successively respectively the two ends at reinforcing bar protection cushion block (16), end plate (10) is installed bottom locating support;
5) the mould bag of press-in band reinforcing cage: with the mould bag vertical lifting of hanging apparatus by band reinforcing cage, pour water in the space that outside side form bag (2) and interior side form bag (3) enclose or mud in hole is introduced mould bag, and by same material by mould bag top seal, then by the mould bag press-in pore-forming of band reinforcing cage;
6) slightly expanded concrete is poured into: after locating support press-in, remove the closed material at mould bag top, slightly expanded concrete is built between interior side form bag (3) and outer side mold bag (2), get rid of the water in mould bag or mud simultaneously, build and specify absolute altitude to pile body, form slightly expanded concrete pile body (1);
7) supporting plate (13) of building band being hung muscle (12) is fixed on thin-wall pipe pile stake core place, supporting plate (13) installation site is built with the cut to lengthen hanging muscle (12), the upper end of hanging muscle (12) top and the main muscle of thin-wall pipe pile pile body (4) is welded and fixed, then building upper concreting formation stake closedtop closure (8) of supporting plate (13), it is parallel with slightly expanded concrete pile body (1) top that stake closedtop closure (8) builds height;
8) finally build cover plate (9), complete the whole work progress of this reinforced concrete cast-in-situ pile tube.
2. the construction method of reinforced concrete cast-in-situ pile tube according to claim 1; it is characterized in that: step 4) described in reinforcing bar protection cushion block (16) two ends be reserved with bolt hole respectively, its junction with outer side mold bag (2) and interior side form bag (3) is also passed through fixture block (17), screw rod (18) and nut (19) and is fixed.
3. the construction method of reinforced concrete cast-in-situ pile tube according to claim 1, it is characterized in that: step 4) described in side form bag (3) adopt geotextiles that is waterproof and that thoroughly do not starch, outer side mold bag (2) adopts the geotechnological cloth bag of thoroughly slurry.
4. the construction method of reinforced concrete cast-in-situ pile tube according to claim 1, it is characterized in that: step 4) described in end plate (10) be annular, width is slightly larger than the thickness of slightly expanded concrete pile body (1), end plate (10) upper surface is respectively arranged with mould bag mounting groove (20) and reinforcement installation groove (21), when end plate (10) is installed, main muscle (4) bottom is inserted in reinforcement installation groove (21), and firm welding, interior side form bag (3) and outer side mold bag (2) are filled in mould bag mounting groove (20), and with mould bag material of the same race by full for mould bag mounting groove (20) filling.
5. the construction method of reinforced concrete cast-in-situ pile tube according to claim 1, is characterized in that: step 5) described in locating support press-in pore-forming time, locating support bottom is inserted in bellend (6) at the bottom of stake.
6. the construction method of reinforced concrete cast-in-situ pile tube according to claim 1, it is characterized in that: step 6) described in after slightly expanded concrete pile body (1) poured into, part mud is by outer side mold bag (2), infiltrate into soil around pile, form slurry infiltration district (7).
7. the construction method of reinforced concrete cast-in-situ pile tube according to claim 1, is characterized in that: step 7) in build supporting plate (13) and adopt circular wooden form or steel form.
CN201410652886.8A 2014-11-17 2014-11-17 The constructional method of a kind of reinforced concrete cast-in-situ pile tube Active CN104452749B (en)

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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105672256A (en) * 2016-02-23 2016-06-15 中建三局集团有限公司 Underwater variable-label synchronous continuous pouring method and device for steel tube concrete upright column pile
CN106498966A (en) * 2016-11-18 2017-03-15 中国电建集团成都勘测设计研究院有限公司 Impervious wall construction structure
CN106759272A (en) * 2017-02-25 2017-05-31 荆门创佳机械科技有限公司 A kind of inflation prestress steel pile tube of concrete guard wall
CN106759294A (en) * 2017-02-27 2017-05-31 荆门创佳机械科技有限公司 The composite pile that deposited reinforced concrete pile is combined with inflation prestress steel pile tube
CN107130633A (en) * 2017-07-12 2017-09-05 蔡荪萍 A kind of steel tube concrete clay model bag stake is combined soil-baffling structure construction technology
CN110295602A (en) * 2019-04-24 2019-10-01 浙江省钱塘江管理局勘测设计院 A kind of underwater concrete pouring technique
CN111733799A (en) * 2020-06-10 2020-10-02 合肥工业大学 Forming method for self-wall-protection large-diameter concrete hollow pipe column foundation

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JPH03206212A (en) * 1990-01-05 1991-09-09 Ichitaro Torii Construction method of earth support in tubular pile and tubular pile
CN103388333A (en) * 2013-07-25 2013-11-13 中铁十六局集团有限公司 Construction process for carrying out construction on interlocking pile by adopting rotary drilling rig and mud protection wall method
CN103510511A (en) * 2013-09-26 2014-01-15 鸿厦建设有限公司 Top-reinforced cast-in-place concrete thin-wall pipe pile and construction method
CN104005404A (en) * 2014-05-16 2014-08-27 杭州江润科技有限公司 Prestressed pipe pile coated with active material pile body and construction method

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Publication number Priority date Publication date Assignee Title
JPH03206212A (en) * 1990-01-05 1991-09-09 Ichitaro Torii Construction method of earth support in tubular pile and tubular pile
CN103388333A (en) * 2013-07-25 2013-11-13 中铁十六局集团有限公司 Construction process for carrying out construction on interlocking pile by adopting rotary drilling rig and mud protection wall method
CN103510511A (en) * 2013-09-26 2014-01-15 鸿厦建设有限公司 Top-reinforced cast-in-place concrete thin-wall pipe pile and construction method
CN104005404A (en) * 2014-05-16 2014-08-27 杭州江润科技有限公司 Prestressed pipe pile coated with active material pile body and construction method

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105672256A (en) * 2016-02-23 2016-06-15 中建三局集团有限公司 Underwater variable-label synchronous continuous pouring method and device for steel tube concrete upright column pile
CN106498966A (en) * 2016-11-18 2017-03-15 中国电建集团成都勘测设计研究院有限公司 Impervious wall construction structure
CN106759272A (en) * 2017-02-25 2017-05-31 荆门创佳机械科技有限公司 A kind of inflation prestress steel pile tube of concrete guard wall
CN106759294A (en) * 2017-02-27 2017-05-31 荆门创佳机械科技有限公司 The composite pile that deposited reinforced concrete pile is combined with inflation prestress steel pile tube
CN107130633A (en) * 2017-07-12 2017-09-05 蔡荪萍 A kind of steel tube concrete clay model bag stake is combined soil-baffling structure construction technology
CN110295602A (en) * 2019-04-24 2019-10-01 浙江省钱塘江管理局勘测设计院 A kind of underwater concrete pouring technique
CN111733799A (en) * 2020-06-10 2020-10-02 合肥工业大学 Forming method for self-wall-protection large-diameter concrete hollow pipe column foundation

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