CN106120793A - A kind of tilt the method for correcting error of pile for prestressed pipe and structure - Google Patents
A kind of tilt the method for correcting error of pile for prestressed pipe and structure Download PDFInfo
- Publication number
- CN106120793A CN106120793A CN201610699652.8A CN201610699652A CN106120793A CN 106120793 A CN106120793 A CN 106120793A CN 201610699652 A CN201610699652 A CN 201610699652A CN 106120793 A CN106120793 A CN 106120793A
- Authority
- CN
- China
- Prior art keywords
- pile
- pile tube
- bed course
- gathering sill
- tube
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/04—Guide devices; Guide frames
-
- 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
- E02D5/58—Prestressed concrete piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
Abstract
The invention discloses a kind of tilt the method for correcting error of pile for prestressed pipe and structure, the present invention, when rectifying a deviation the pile tube tilted, implements: step one according to the following steps, bed course reparation；Step 2, correction location；Step 3, the clear hole of tubular pile body；Step 4, pipe pile side draw soil；Step 5, jack in place, push away stake displacement；Step 6, compound fills；Step 7, hole of post is filled core, is i.e. installed in stake holes by the steel reinforcement cage made in advance by hanging device, and then in stake holes, placing concrete carries out hole of post filling core.The present invention not only has the advantage that construction is easy, cheap, also has the advantage that safety is high.The pile for prestressed pipe after present invention correction is used to be entirely capable of reaching national security codes and standards.The invention is particularly suited to the super rule of the gradient to pile tube, its small strain testing result is that the most perfect inclination pile tube of a class, two class stakes, and its pile body integrity carries out correction process.
Description
Technical field
The present invention relates to a kind of tilt the method for correcting error of pile for prestressed pipe and structure, belong to building foundation pile correction skill
Art field.
Background technology
The engineering roadblock that the project that the inclination of pile for prestressed pipe is in Unfavorable geology condition is frequently encountered.Geology bar
Part is severe, and silt soil strata is thicker, piling route confusion, to finished peg protection deficiency, and the excavation of foundation pit on building basis is improper
And push away to carry and lack of standardization etc. all can cause pile for prestressed pipe that the phenomenon of inclination occurs.According to " foundation basic construction inspection of quality is advised
Model " and design drawing requirement: after pile tube tilts, the deviation of taper pile gradient cannot be greater than the 15%(pipe of inclination angle tangent value
Angle between the longitudinal centre line of the inclination angle ridding bitt of stake and plumb line)；Deviation≤20mm is discharged in stake position, the perpendicularity deviation of pile
≤1%.When all kinds of indexs are all in prescribed limit, stake can normally use；When gradient is beyond specification allowed band, and stake is little
When strain detecting is a class stake, two class stakes, because of the super rule of gradient, stake cannot normally use need to piling again, cause great warp
Ji loss.Surpassing a class stake of rule, two class stakes for gradient, hesitate to discard, use as normal, pile framing and post exist bias to be needed
Increase cushion cap and increase arrangement of reinforcement accordingly with opposing because of the eccentric throw being eccentrically formed.Because such stake is to complete on the premise of super rule
, often there is potential safety hazard and there is examination risk in this method of the prior art, and uncontrollable.At present, pile tube is worked as
When inclination index has transfinited, prior art all use aforesaid conservative way pile foundation is carried out piling process, existing
This piling processing mode not only also exists potential safety hazard and there is the uncontrollability of the potential safety hazard checking and accepting risk and existence, and
And there is also constructional difficulties, high cost problem, so existing this to tilting the processing mode of pile for prestressed pipe still
Not ideal enough, it is impossible to meet the needs used.
Summary of the invention
It is an object of the invention to: entangling of the inclination pile for prestressed pipe that a kind of safety is high, construction is easy, cost is relatively low is provided
Folk prescription method and structure, to overcome the deficiencies in the prior art.
The technical scheme is that and be achieved in that:
The present invention a kind of tilt pile for prestressed pipe method for correcting error be that the method is to rectify a deviation the pile tube tilted
Time, implement according to the following steps:
Step one, bed course reparation: excavate original place matter soil layer around the pile tube tilted, make the pile crown end face of pile tube exceed original place matter
Soil layer 200～350mm, then uses concreting to lay on by the original place matter soil layer after excavating and repairs bed course, is laying
When repairing bed course, precast gathering sill repairing on bed course, make the pile crown of pile tube can pass from this gathering sill, inclining at pile tube
Repairing of tilted direction reserves the jack mounting groove placing jack on bed course；
Step 2, correction location: determine the position after pile tube is corrected, the position after this correction in the gathering sill repairing bed course
Vertical position is reached for pile tube or for original design pile tube position after being rectified a deviation；
Step 3, the clear hole of tubular pile body: first for superficial part broken concrete that may be present, stone, building rubbish in pile tube stake holes
Rubbish or earth use fishing tool to be salvaged, and carry out high-pressure flush the most again and fetch earth, and when high-pressure flush fetches earth, use high pressure
Hydraulic giant, compressed air carry out bath along pile tube stake holes periphery of inner wall and fetch earth, and make clear hole depth exceed in tubular pile body and occur lacking
Fall into or crack at below 2～3m；
Step 4, pipe pile side draw soil: in the rightabout side along pile tube incline direction, i.e. along the direction water under high pressure of gathering sill
Rifle bath is fetched earth, and the degree of depth in the hole that makes to fetch earth exceedes and occurs below at defect or crack 2～3m in tubular pile body, the width in hole of fetching earth
More than or equal to tubular pile body diameter, the length in hole of fetching earth should be greater than or equal to playing pile tube from the pipe pile side fetched earth along guiding
Groove arrives the distance determining the position after pile tube is corrected after moving；
Step 5, jack in place, push away stake displacement: be supported on reparation bed course by jack in the side that pile tube tilts, and use
Jack pushing and withstanding pile tube makes it shift along gathering sill, makes pile tube arrive in gathering sill and determines the position after pile tube is corrected,
Step 6, compound fills: in jack side during pile tube is rectified a deviation, in the hole that pile tube side occurs, by
Step pours into the compound of rubble that particle diameter is 5～25mm and fine sand and carries out compound and fill, and densification of vibrating, and this compound fills
It is continued until that correction puts in place；
Step 7, hole of post fills core: first passes through sash weight method and carries out tubular pile body perpendicularity repetition measurement, and tubular pile body perpendicularity is compound to be wanted
After asking, by giant, compressed air, wire brush cleans pile tube endoporus, the steel then will made in advance by hanging device
Muscle cage is installed in stake holes, treats that steel reinforcement cage is installed the placing concrete in backward stake holes that puts in place and carried out hole of post and fill core, treats concrete
The rectification work of pile for prestressed pipe is i.e. completed after solidification.
In above-mentioned method for correcting error, when the steel reinforcement cage made in advance is installed in stake holes, installs at steel reinforcement cage and put in place
After, or the crannied position defective relative to pile tube at steel reinforcement cage, should be in the steel reinforcement cage of this position upper and lower 1.5m scope
Interior encryption stirrup.
According to said method build the present invention a kind of tilt pile for prestressed pipe error-correction structure be, this error-correction structure bag
Include the pile tube rectified a deviation, the original place matter soil layer of pile tube upper end is provided with reparation bed course, be provided with gathering sill repairing on bed course, pipe
Stake is through the gathering sill of reparation bed course, and the top end face of pile tube is greater than or equal to the upper surface of reparation bed course, is repairing bed course
Being provided with jack mounting groove, jack mounting groove communicates with gathering sill.
In above-mentioned error-correction structure, the position of the jack mounting groove on described reparation bed course is provided through the pipe of gathering sill
The position of stake incline direction.
In above-mentioned error-correction structure, the width of described gathering sill is more than pile tube diameter 5～30 millimeters, and the length of gathering sill is more than
Or wanted the maximum linear distance through gathering sill equal to pile tube upright position after its obliquity is put in place to it by correction.
In above-mentioned error-correction structure, the thickness of described reparation bed course is 200～250mm.
In above-mentioned error-correction structure, equipped with steel reinforcement cage in the stake holes of pile tube, and in the stake holes of pile tube and in steel reinforcement cage
It is filled with concrete.
In above-mentioned error-correction structure, described in be arranged in pile tube stake holes steel reinforcement cage be provided with encryption stirrup, and encryption stirrup
It is arranged at the defect of pile tube or crack location on the steel reinforcement cage in the range of the most each 1.5m.
Owing to have employed technique scheme, the present invention is directed to the gradient of pile tube and surpass rule and carry out correction process, the present invention
This correction processing mode abandoned existing piling processing mode completely.So the present invention is compared with prior art, this
Bright not only have the advantage that construction is easy, cheap, and owing to pile tube can be returned to original design requirement, therefore by the present invention
Substantially increase the security performance of pile tube, so the present invention also has the advantage that safety is high.The present invention tests through practice of construction
Prove, use the pile for prestressed pipe after present invention correction to be entirely capable of reaching national security codes and standards.The invention is particularly suited to
The super rule of gradient, its small strain testing result to pile tube are a class, two class stakes, and the inclination that its pile body integrity is the most perfect
Pile tube carries out correction process.
Accompanying drawing explanation
Fig. 1 is that (pile tube that pile tube is obliquity drawn by solid line in Fig. 1, drawn by dotted line for the structural representation of the present invention
Pile tube is pile tube in vertical position after correction puts in place)；
Fig. 2 is the plan structure schematic diagram of Fig. 1.
Description of reference numerals: 1-original place matter soil layer, 2-pile tube, 2.1-defect or crack, 3-repairs bed course, and 4-leads
To groove, 5-jack mounting groove, 6-steel reinforcement cage, 6.1-encrypts stirrup, the water of 7-giant punching, 8-jack, 9-
Compound, b-repairs the thickness of bed course.
Detailed description of the invention
The present invention is described in further detail with embodiment below in conjunction with the accompanying drawings.
The present invention a kind of tilt pile for prestressed pipe method for correcting error be that the method is to the pile tube 2(tilted such as
Pile tube drawn by solid line in Fig. 1) when rectifying a deviation, implement according to the following steps:
Step one, bed course reparation: excavate original place matter soil layer 1 around the pile tube 2 tilted, make the pile crown end face of pile tube 2 exceed former
Geology soil layer 200～350mm, then uses concreting to lay on by the original place matter soil layer 1 after excavating and repairs bed course 3,
When laying reparation bed course 3, precast gathering sill 4 repairing on bed course 3, make the pile crown of pile tube 2 can wear from this gathering sill 4
Cross, the reparation bed course 3 of the incline direction of pile tube 2 reserves the jack mounting groove 5 placing jack；
Step 2, correction location: determine the position after pile tube 2 is corrected in the gathering sill 4 repairing bed course 3, after this correction
Position is to reach vertical position after pile tube 2 is rectified a deviation or is original design pile tube 2 position；
Step 3, the clear hole of tubular pile body: first for superficial part broken concrete that may be present, stone, building in the stake holes of pile tube 2
Rubbish or earth use fishing tool to be salvaged, and carry out high-pressure flush the most again and fetch earth, and when high-pressure flush fetches earth, use height
Setting-out rifle, compressed air carry out bath along pile tube stake holes periphery of inner wall and fetch earth, and make clear hole depth exceed in pile tube 2 pile body and occur
Below at defect or crack 2.1 2～3m；
Step 4, pipe pile side draw soil: in the rightabout side along pile tube incline direction, i.e. along the direction water under high pressure of gathering sill
The water 7 of rifle punching fetches earth (as shown in Figure 1), and the degree of depth in the hole that makes to fetch earth exceedes and occurs below at defect or crack 2.1 2 in tubular pile body
～3m, the width in hole of fetching earth is more than or equal to pile tube 2 pile body diameter, and the length in hole of fetching earth should be greater than or equal to from the pile tube fetched earth
2 sides are played to arrive after pile tube 2 moves along gathering sill 4 and are determined the distance of the position after pile tube is corrected (such as dotted line institute in Fig. 1
Draw shown in pile tube position)；
Step 5, jack in place, push away stake displacement: jack 8 is put in jack mounting groove 5 by the side tilted at pile tube 2
And be supported on reparation bed course 3, make it shift along gathering sill 4 with jack 8 pushing and withstanding pile tube 2, make pile tube 2 arrive gathering sill 4
In determine pile tube 2 correct after position (as drawn by dotted line in Fig. 1 shown in pile tube position)；
Step 6, compound fills: in jack 8 side during pile tube is rectified a deviation, in the hole that pile tube 2 side occurs,
Progressively pour into the compound 9 of rubble that particle diameter is 5～25mm and fine sand to carry out compound and fill, and densification of vibrating, this compound
Fill and be continued until that correction puts in place；
Step 7, hole of post fills core: first passes through sash weight method and carries out pile tube 2 pile body perpendicularity repetition measurement, and pile tube 2 pile body perpendicularity is combined
After requirement, by giant, compressed air, wire brush cleans pile tube endoporus, then will be made in advance by hanging device
Steel reinforcement cage 6 is installed in stake holes, treats that steel reinforcement cage 6 is installed the placing concrete in backward stake holes that puts in place and carried out hole of post and fill core, waits to mix
The rectification work of pile for prestressed pipe 2 can be completed after solidifying soil solidification.
During construction, in order to reach relatively reliable tube pile structure, the steel reinforcement cage made in advance 6 is installed in stake holes
Time, after steel reinforcement cage 6 is installed and put in place, on steel reinforcement cage 6, defective relative to pile tube 2 or crack 2.1 position arranges encryption
Stirrup 6.1.
In order to reach preferably to rectify a deviation quality, when after hole of post filling core has been constructed, concrete solidifies the most completely, should
Repetition measurement tubular pile body whether off normal, and to completing correction and filling the pile tube of core consolidation process and again carry out pile body integrity inspection
Survey.
According to said method build the present invention a kind of tilt pile for prestressed pipe error-correction structure, such as Fig. 1 and Fig. 2 institute
Showing, this structure includes the pile tube 2 rectified a deviation, and is provided with reparation bed course 3, repairs bed course 3 on the original place matter soil layer 1 of pile tube 2 upper end
Thickness b control in the range of 200～250mm；It is provided with gathering sill 4 repairing on bed course 3, makes pile tube 2 can pad through repairing
The gathering sill 4 of layer 3, and make the top end face upper surface greater than or equal to reparation bed course 3 of pile tube 2, it is provided with on bed course 3 repairing
Jack mounting groove 5, jack mounting groove 5 communicates with gathering sill 4；The position of the jack mounting groove 5 repaired on bed course 3 is set
Put the position at pile tube 2 incline direction through gathering sill 4；During making, the width being directed to groove 4 is fabricated to more than pile tube 2
Diameter 5～30 millimeters, the length being simultaneously directed to groove 4 is fabricated to be rectified a deviation to it from its obliquity more than or equal to pile tube 2
The maximum linear distance through gathering sill is wanted in upright position after putting in place；Pile tube 2 is being rectified a deviation to it from its obliquity
Behind upright position after putting in place, equipped with steel reinforcement cage 6 in the stake holes of pile tube 2, and in the stake holes of pile tube 2 and in steel reinforcement cage 6
It is filled with concrete；In order to reach more stable and reliable effect, on the steel reinforcement cage 6 in pile tube 2 stake holes, encryption can be set
Stirrup 6.1, is arranged on the steel reinforcement cage in the range of the defect of pile tube 2 or the most each 1.5m in position, crack 2.1 by encryption stirrup 6.1
On 6.
Claims (8)
1. the method for correcting error tilting pile for prestressed pipe, it is characterised in that: when the pile tube tilted is rectified a deviation, press
Following steps are implemented:
Step one, bed course reparation: excavate original place matter soil layer around the pile tube tilted, make the pile crown end face of pile tube exceed original place matter
Soil layer 200～350mm, then uses concreting to lay on by the original place matter soil layer after excavating and repairs bed course, is laying
When repairing bed course, precast gathering sill repairing on bed course, make the pile crown of pile tube can pass from this gathering sill, inclining at pile tube
Repairing of tilted direction reserves the jack mounting groove placing jack on bed course；
Step 2, correction location: determine the position after pile tube is corrected, the position after this correction in the gathering sill repairing bed course
Vertical position is reached for pile tube or for original design pile tube position after being rectified a deviation；
Step 3, the clear hole of tubular pile body: first for superficial part broken concrete that may be present, stone, building rubbish in pile tube stake holes
Rubbish or earth use fishing tool to be salvaged, and carry out high-pressure flush the most again and fetch earth, and when high-pressure flush fetches earth, use high pressure
Hydraulic giant, compressed air carry out bath along pile tube stake holes periphery of inner wall and fetch earth, and make clear hole depth exceed in tubular pile body and occur lacking
Fall into or crack at below 2～3m；
Step 4, pipe pile side draw soil: in the rightabout side along pile tube incline direction, i.e. along the direction water under high pressure of gathering sill
Rifle bath is fetched earth, and the degree of depth in the hole that makes to fetch earth exceedes and occurs below at defect or crack 2～3m in tubular pile body, the width in hole of fetching earth
More than or equal to tubular pile body diameter, the length in hole of fetching earth should be greater than or equal to playing pile tube from the pipe pile side fetched earth along guiding
Groove arrives the distance determining the position after pile tube is corrected after moving；
Step 5, jack in place, push away stake displacement: be supported on reparation bed course by jack in the side that pile tube tilts, and use
Jack pushing and withstanding pile tube makes it shift along gathering sill, makes pile tube arrive in gathering sill and determines the position after pile tube is corrected；
Step 6, compound fills: in jack side during pile tube is rectified a deviation, in the hole that pile tube side occurs, by
Step pours into the compound of rubble that particle diameter is 5～25mm and fine sand and carries out compound and fill, and densification of vibrating, and this compound fills
It is continued until that correction puts in place；
Step 7, hole of post fills core: first passes through sash weight method and carries out tubular pile body perpendicularity repetition measurement, and tubular pile body perpendicularity is compound to be wanted
After asking, by giant, compressed air, wire brush cleans pile tube endoporus, the steel then will made in advance by hanging device
Muscle cage is installed in stake holes, treats that steel reinforcement cage is installed the placing concrete in backward stake holes that puts in place and carried out hole of post and fill core, treats concrete
The rectification work of pile for prestressed pipe is i.e. completed after solidification.
The method for correcting error of inclination pile for prestressed pipe the most according to claim 1, it is characterised in that: will make in advance
When steel reinforcement cage is installed in stake holes, after steel reinforcement cage is installed and put in place, defective relative to pile tube or crannied on steel reinforcement cage
Position arranges encryption stirrup.
3. tilt an error-correction structure for pile for prestressed pipe, including the pile tube (2) rectified a deviation, it is characterised in that: in pile tube (2)
Original place matter soil layer (1) of upper end is provided with reparation bed course (3), is provided with gathering sill (4) repairing on bed course (3), and pile tube (2) passes
Repair the gathering sill (4) of bed course (3), and the top end face of pile tube (2) is greater than or equal to the upper surface of reparation bed course (3), is repairing
Multiple bed course (3) is provided with jack mounting groove (5), and jack mounting groove (5) communicates with gathering sill (4).
The error-correction structure of inclination pile for prestressed pipe the most according to claim 3, it is characterised in that: repair on bed course (3)
The position of jack mounting groove (5) is provided through the position of pile tube (2) incline direction of gathering sill (4).
The error-correction structure of inclination pile for prestressed pipe the most according to claim 3, it is characterised in that: the width of gathering sill (4)
More than pile tube (2) diameter 5～30 millimeters, the length of gathering sill (4) is entangled to it from its obliquity more than or equal to pile tube (2)
It is biased to the upright position behind position and is wanted the maximum linear distance through gathering sill.
The error-correction structure of inclination pile for prestressed pipe the most according to claim 3, it is characterised in that: repair the thickness of bed course (3)
Degree (b) is 200～250mm.
The error-correction structure of inclination pile for prestressed pipe the most according to claim 3, it is characterised in that: in the stake holes of pile tube (2)
In equipped with steel reinforcement cage (6), and in the stake holes of pile tube (2) and steel reinforcement cage (6) is filled with concrete.
The error-correction structure of inclination pile for prestressed pipe the most according to claim 7, it is characterised in that: it is arranged on pile tube (2) stake
Steel reinforcement cage (6) in hole is provided with encryption stirrup (6.1), and encryption stirrup (6.1) is arranged on defect or the crack of pile tube (2)
(2.1) on the steel reinforcement cage (6) in the range of the most each 1.5m in position.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610699652.8A CN106120793A (en) | 2016-08-23 | 2016-08-23 | A kind of tilt the method for correcting error of pile for prestressed pipe and structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610699652.8A CN106120793A (en) | 2016-08-23 | 2016-08-23 | A kind of tilt the method for correcting error of pile for prestressed pipe and structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106120793A true CN106120793A (en) | 2016-11-16 |
Family
ID=57279369
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610699652.8A Pending CN106120793A (en) | 2016-08-23 | 2016-08-23 | A kind of tilt the method for correcting error of pile for prestressed pipe and structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106120793A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109487837A (en) * | 2018-11-15 | 2019-03-19 | 广东固易特种工程有限公司 | A kind of inclination of pile for prestressed pipe is rectified a deviation back positive construction method |
| CN109537585A (en) * | 2018-11-27 | 2019-03-29 | 杭州东升建设工程有限公司 | The antidote of tubular pole verticality in a kind of work progress |
| CN113664979A (en) * | 2021-07-07 | 2021-11-19 | 福建省大地管桩有限公司 | Deviation rectifying method for pointed pile head of concrete tubular pile |
| CN114622556A (en) * | 2022-03-24 | 2022-06-14 | 中国电建市政建设集团有限公司 | AI image recognition-based CFG pile intelligent deviation rectifying method and device |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006083586A (en) * | 2004-09-15 | 2006-03-30 | Takenaka Doboku Co Ltd | Inclined concrete pile driving method |
| CN103243745A (en) * | 2013-04-28 | 2013-08-14 | 江苏兴厦建筑安装有限公司 | Pipe pile deviation-rectifying and resetting method |
| CN203129202U (en) * | 2013-03-03 | 2013-08-14 | 大荣建设集团有限公司 | Deviation rectifying device for tube pile |
| CN205975615U (en) * | 2016-08-23 | 2017-02-22 | 中建四局第一建筑工程有限公司 | Structure of rectifying of stress tube stake in advance inclines |
-
2016
- 2016-08-23 CN CN201610699652.8A patent/CN106120793A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006083586A (en) * | 2004-09-15 | 2006-03-30 | Takenaka Doboku Co Ltd | Inclined concrete pile driving method |
| CN203129202U (en) * | 2013-03-03 | 2013-08-14 | 大荣建设集团有限公司 | Deviation rectifying device for tube pile |
| CN103243745A (en) * | 2013-04-28 | 2013-08-14 | 江苏兴厦建筑安装有限公司 | Pipe pile deviation-rectifying and resetting method |
| CN205975615U (en) * | 2016-08-23 | 2017-02-22 | 中建四局第一建筑工程有限公司 | Structure of rectifying of stress tube stake in advance inclines |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109487837A (en) * | 2018-11-15 | 2019-03-19 | 广东固易特种工程有限公司 | A kind of inclination of pile for prestressed pipe is rectified a deviation back positive construction method |
| CN109537585A (en) * | 2018-11-27 | 2019-03-29 | 杭州东升建设工程有限公司 | The antidote of tubular pole verticality in a kind of work progress |
| CN109537585B (en) * | 2018-11-27 | 2020-09-25 | 杭州东升建设工程有限公司 | Method for correcting perpendicularity of tubular pile in construction process |
| CN113664979A (en) * | 2021-07-07 | 2021-11-19 | 福建省大地管桩有限公司 | Deviation rectifying method for pointed pile head of concrete tubular pile |
| CN114622556A (en) * | 2022-03-24 | 2022-06-14 | 中国电建市政建设集团有限公司 | AI image recognition-based CFG pile intelligent deviation rectifying method and device |
| CN114622556B (en) * | 2022-03-24 | 2023-08-08 | 中国电建市政建设集团有限公司 | Intelligent correction method and correction device for CFG pile based on AI image recognition |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106641440B (en) | A kind of transverse crossing railway line underground piping jacking construction method | |
| CN110374633B (en) | Tunnel opening section construction method for tunnel to pass through loose body | |
| CN108797587A (en) | A kind of novel sinking construction technology of static pressed pile | |
| CN108894214B (en) | Karst cave geological environment cast-in-place pile and pile-forming construction method thereof | |
| CN101429768B (en) | Pre-stress high-strength concrete pipe pile static-pressure construction method | |
| CN106120793A (en) | A kind of tilt the method for correcting error of pile for prestressed pipe and structure | |
| CN110485429A (en) | A kind of prestressing force fashioned iron assembled combination inner support construction method | |
| CN112900450A (en) | Rotary drilling and full-rotation combined back-inserting method positioning method for steel pipe structure pile by reverse construction method | |
| CN108612087A (en) | A kind of novel long screw auger pore pressure fills the construction technology of support pile | |
| CN108330835A (en) | The construction method of setting bracket | |
| CN111894204A (en) | Steel pipe concrete composite column construction method | |
| CN111560941A (en) | Karst landform cavity treatment method | |
| CN107489164A (en) | The heightening and consolidation structure and method of a kind of in-service reinforced concrete retaining wall | |
| CN112412467B (en) | Construction method of ventilation vertical shaft (200-600 m) with extra-long highway tunnel by' well reversing method | |
| CN109056710B (en) | Hard stratum steel pipe pile and construction method thereof | |
| CN205975615U (en) | Structure of rectifying of stress tube stake in advance inclines | |
| CN114215090A (en) | Construction method of raft and compression pile in closed space | |
| CN104895054A (en) | Construction method of fiber rib concrete uplift pile | |
| CN114411761B (en) | Advanced pre-supporting system and method for subway tunnel to be built in new building construction | |
| CN108797586A (en) | A kind of construction method of anchor jacked pile | |
| CN111335305A (en) | Double-casing zero-friction static load detection construction method based on uplift pile | |
| CN111335912B (en) | Large-pipe-diameter mechanical pipe jacking construction process for soft soil foundation in collapsible loess area | |
| CN108708370B (en) | Pile hole construction process for bridge pile foundation in alpine region | |
| CN111648788A (en) | Tunnel protection construction method adjacent to subway line | |
| CN111042049A (en) | Rainwater pipe construction process |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20161116 |
|
| RJ01 | Rejection of invention patent application after publication |