CN105178291A - Large pile foundation construction method - Google Patents
Large pile foundation construction method Download PDFInfo
- Publication number
- CN105178291A CN105178291A CN201510519871.9A CN201510519871A CN105178291A CN 105178291 A CN105178291 A CN 105178291A CN 201510519871 A CN201510519871 A CN 201510519871A CN 105178291 A CN105178291 A CN 105178291A
- Authority
- CN
- China
- Prior art keywords
- casing
- casing wall
- construction method
- boring
- pile casing
- 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.)
- Granted
Links
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a large pile foundation construction method. The large pile foundation construction method comprises the following steps that preparation is carried out before drilling; a pile casing is buried and formed by combining multiple first pile casing walls and multiple second pile casing walls alternately in a mutual crossed and overlapped mode so that the inner diameter of the pile casing can be adjusted, the first pile casing walls are of a double-layer structure with an interlayer and are arc, the second pile casing walls are elastic arc boards, the thickness of the second pile casing walls corresponds to the thickness of the interlayers of the first pile casing walls, and the radian of the second pile casing walls is consistent with the radian of the first pile casing walls so that the second pile casing walls can be inserted into the interlayers of the first pile casing walls and the inner diameter of the pile casing can be adjusted; grouting is conducted, i.e., wall protecting slurry is poured into the pile casing; drilling is conducted, i.e., combined drilling is conducted through a percussion drill and a rotary drilling rig; hole cleaning is conducted; and a pile is formed.
Description
Technical field
The present invention relates to construction method field, particularly relate to a kind of large-scale pile base construction method.
Background technology
Along with the development of civil construction project technology, pile foundation construction is more and more used, and development trend is to overlength, large-diameter pile foundation development; At present, pile base construction method has: percussive drill boring, rotary drilling rig boring etc.Generally need in pile foundation construction to use casing, casing is the facility of a kind of buildings pile construction, is usually embedded in the aperture of pile foundation, prevents subsiding of aperture ground surface soil, and play the guiding role to forming machinery.
Every pile foundation engineering has the pile-type of multiple diameter usually, often will configure the casing of multiple different size with satisfied construction demand according to stake footpath difference.Casing is hollow structure, and bulk density is relatively light, but entirety takes up room larger.In transportation, take the haulage vehicle usefull space, and be easily out of shape in transportation loading and unloading process, especially in long-distance transportation process, the cost of transportation of casing is higher, and it is unfavorable to produce construction.
Summary of the invention
An object of the present invention is to solve at least the problems referred to above and/or defect, and the advantage will illustrated at least is below provided.
Another object of the present invention is, provides a kind of large-scale pile base construction method, can meet the demand of different size casing in pile foundation construction.
Other objects with some for achieving the above object, the present invention adopts following technical scheme:
A kind of large-scale pile base construction method, comprises the following steps:
Prepare before step one, boring: smooth location, measuring stake holes position, arranges mud pit, mud circulation groove, according to building pile foundation plan-position and the drilling sequences upper bore operation stand laid for supporting rig on construction ground;
Step 2, bury casing underground: use rotary drilling rig boring to the depth of burying, rotary drilling rig installs casing driver, promotes casing, mating holes position, rotates armed lever and transfers installation casing; Wherein, described casing by multiple first casing wall and multiple second casing wall can the mode interval of juxtaposition mutually combine, to make the internal diameter of described casing adjustable; Wherein, described first casing wall is tool double-decker with dissection, described first casing wall is set to arc, described second casing wall is for having flexible arc, and the thickness of described second casing wall is corresponding with the thickness of interlayer of described first casing wall, the radian of described second casing wall is consistent with the radian of the first casing wall, with make the second casing wall energy enough intert described first casing wall interlayer in and make casing internal diameter adjusted;
Step 3, grouting: in casing, pour into slurry coat method;
Step 4, boring: adopt percussive drill and rotary drilling rig to combine boring; According to position, hole geological condition, select the drilling sequences of percussive drill, rotary drilling rig;
Step 5, clear hole: take to change the clear quarrel of slurry and rotary drilling rig double door drill bit or percussive drill and draw quarrel cylinder and draw the clear hole of quarrel and combine clear hole technique, hole to projected depth, in hole, pour into the mud that density is less, change the clear quarrel of slurry;
Step 6, pile: after clear hole is qualified, take percussive drill or crane lifting to transfer installation reinforcing cage, adopt catheterized reperfusion underwater concrete, pull out casing.
Preferably, in described large-scale pile base construction method, in step 2, the both ends open place of described first casing wall is provided with weather strip, to make the interlayer inner sealing of the first casing wall.
Preferably, in described large-scale pile base construction method, in step 2, described second casing wall at least side is provided with draw-in groove along the radian direction of described second casing wall, is provided with zigzag projection in described draw-in groove; The both-side opening place of the interlayer of described first casing wall is provided with the locking member matched with described zigzag projection, fixes to make the connecting portion of described first casing wall and the second casing wall.
Preferably, in described large-scale pile base construction method, described casing also comprises adjustment button, and described adjustment button is connected with described locking member, and controls locking member protrusion to be equipped in described zigzag projection, or locking member resets to depart from described zigzag projection.
Preferably, in described large-scale pile base construction method, the quantity of described first casing wall and the second casing wall is respectively 4.
Preferably, in described large-scale pile base construction method, in step 4, if stratum is softly mould shape clay, then first adopts rotary drilling rig boring, after being drilled into pebble layer, use percussive drill pore-forming instead; In stake holes, clay pulping is thrown in, simultaneously compacted hole wall in percussive drill boring procedure;
In boring, supplement mud in boring procedure to bore in metapore mud liquid level higher than more than 1.5m bottom casing to keep creeping into and carry, and in hole, mud liquid level descends more than water level elevation 0.8m above Ground.
Preferably, in described large-scale pile base construction method, in step 5, before pouring underwater concrete, the density domination of slurry coat method is at 1.0-1.2kg/cm3, takes to draw heavy quarrel at the bottom of quarrel method cleaning stake simultaneously.
Preferably, in described large-scale pile base construction method, in step, described bore operation stand comprises load-bearing support body and coupling assembling, described load-bearing support body is made up of several transversely arranged truss monomers, is removably connected between adjacent described truss monomer by described coupling assembling; This operation platform also comprise be located at below described load-bearing support body for supporting the lower supporting assembly of load-bearing support body and being located at the upper supporting component for supporting rig above described load-bearing support body;
Described upper supporting component is hydraulic jack, makes the height adjustable of rig.
The present invention at least comprises following beneficial effect: the present invention connects by being set to by the casing generally used in pile foundation construction mutually be interted by multiple casing wall in certain radian, make casing can be adjusted to the specification with different inner diameters, and casing dismounting more easily and transport can be made, and make pile foundation construction convenient.
Part is embodied by explanation below by other advantage of the present invention, target and feature, part also will by research and practice of the present invention by those skilled in the art is understood.
Accompanying drawing explanation
Fig. 1 is the cross-sectional structure schematic diagram of casing of the present invention.
Detailed description of the invention
Below the present invention is elaborated, can implement according to this after consulting this manual to make those of ordinary skill in the art.
A kind of large-scale pile base construction method, comprises the following steps:
Prepare before step one, boring: smooth location, measuring stake holes position, arranges mud pit, mud circulation groove, according to building pile foundation plan-position and the drilling sequences upper bore operation stand laid for supporting rig on construction ground;
Step 2, bury casing underground: use rotary drilling rig boring to the depth of burying, rotary drilling rig installs casing driver, promotes casing, mating holes position, rotates armed lever and transfers installation casing; Wherein, described casing by multiple first casing wall 1 and multiple second casing wall 2 can the mode interval of juxtaposition mutually combine, to make the internal diameter of described casing adjustable; Wherein, described first casing wall 1 is for having the double-decker of interlayer 5, described first casing wall 1 is set to arc, described second casing wall 2 is for having flexible arc, and the thickness of described second casing wall 2 is corresponding with interlayer 5 thickness of described first casing wall 1, the radian of described second casing wall 2 is consistent with the radian of the first casing wall 1, with make the second casing wall 2 can intert described first casing wall 1 interlayer 5 in and make casing internal diameter adjusted.First casing wall 1 and the second casing wall 2 can carry out assembling or dismantling easily, during assembling, second casing wall 2 both sides are inserted respectively in the interlayer 5 of the first adjacent casing wall 1 of its both sides, regulate the insertion depth of the second casing wall 2 that the internal diameter of casing can be made to change, thus as required casing wall is assembled into the casing with different inner diameters.
Step 3, grouting: in casing, pour into slurry coat method;
Step 4, boring: adopt percussive drill and rotary drilling rig to combine boring; According to position, hole geological condition, select the drilling sequences of percussive drill, rotary drilling rig;
Step 5, clear hole: take to change the clear quarrel of slurry and rotary drilling rig double door drill bit or percussive drill and draw quarrel cylinder and draw the clear hole of quarrel and combine clear hole technique, hole to projected depth, in hole, pour into the mud that density is less, change the clear quarrel of slurry;
Step 6, pile: after clear hole is qualified, take percussive drill or crane lifting to transfer installation reinforcing cage, adopt catheterized reperfusion underwater concrete, pull out casing.Second casing wall 2 can be extracted out after pulling out by casing in the interlayer 5 of the first casing wall 1 of both sides, is dismantled to make casing.
In described large-scale pile base construction method, in step 2, the both ends open place of described first casing wall 1 is provided with weather strip 3, to make interlayer 5 inner sealing of the first casing wall 1, avoids the mud poured into enter in the interlayer 5 of the first casing wall 1.
In described large-scale pile base construction method, in step 2, described second casing wall 2 at least side is provided with draw-in groove along the radian direction of described second casing wall 2, is provided with zigzag projection in described draw-in groove; The both-side opening place of the interlayer 5 of described first casing wall 1 is provided with the locking member 3 matched with described zigzag projection, fixes to make the connecting portion of described first casing wall 1 and the second casing wall 2.Fashionable to the first casing wall 1 interpolation at the second casing wall 2, zigzag projection on second casing wall 2 is engaged mutually with locking member 4, thus the second casing wall 1 is irreversibly inserted, make the internal diameter of casing keep stable, avoid in use the first casing wall 1 and the second casing wall 2 to produce dislocation and the inside of casing is deformed.
In described large-scale pile base construction method, described casing also comprises adjustment button, and described adjustment button is connected with described locking member 4, and controls locking member 4 and protrude to be equipped in described zigzag projection, or locking member 4 resets to depart from described zigzag projection.When needing to extract the second casing wall 2 out increase casing internal diameter, press described adjustment button, then locking member 4 contracts to recovery and departs from zigzag projection, thus make the second casing wall 2 can be freely movable, and the second casing wall 2 is suitably extracted out, after correct position, operation regulates button to make locking member 4 again protrude and again be engaged with zigzag projection, the first casing wall 1 and the second casing wall 2 can be retightened, thus the internal diameter of casing is increased.
In described large-scale pile base construction method, the quantity of described first casing wall 1 and the second casing wall 2 is respectively 4.First casing wall 1 and the second casing wall 2 interval are arranged, and around being a tubular.
In described large-scale pile base construction method, in step 4, if stratum is softly mould shape clay, then first adopts rotary drilling rig boring, after being drilled into pebble layer, use percussive drill pore-forming instead; In stake holes, clay pulping is thrown in, simultaneously compacted hole wall in percussive drill boring procedure.In boring, supplement mud in boring procedure to bore in metapore mud liquid level higher than more than 1.5m bottom casing to keep creeping into and carry, and in hole, mud liquid level descends more than water level elevation 0.8m above Ground.
In described large-scale pile base construction method, in step 5, before pouring underwater concrete, the density domination of slurry coat method is at 1.0-1.2kg/cm3, takes to draw heavy quarrel at the bottom of quarrel method cleaning stake simultaneously.
In described large-scale pile base construction method, in step, described bore operation stand comprises load-bearing support body and coupling assembling, and described load-bearing support body is made up of several transversely arranged truss monomers, is removably connected between adjacent described truss monomer by described coupling assembling; This operation platform also comprise be located at below described load-bearing support body for supporting the lower supporting assembly of load-bearing support body and being located at the upper supporting component for supporting rig above described load-bearing support body; Described upper supporting component is hydraulic jack, makes the height adjustable of rig.
Although embodiment of the present invention are open as above, but it is not restricted to listed in manual and embodiment utilization, it can be applied to various applicable the field of the invention completely, for those skilled in the art, can easily realize other amendment, therefore do not deviating under the universal that claim and equivalency range limit, the present invention is not limited to specific details.
Claims (8)
1. a large-scale pile base construction method, is characterized in that, comprises the following steps:
Prepare before step one, boring: smooth location, measuring stake holes position, arranges mud pit, mud circulation groove, according to building pile foundation plan-position and the drilling sequences upper bore operation stand laid for supporting rig on construction ground;
Step 2, bury casing underground: use rotary drilling rig boring to the depth of burying, rotary drilling rig installs casing driver, promotes casing, mating holes position, rotates armed lever and transfers installation casing; Wherein, described casing by multiple first casing wall and multiple second casing wall can the mode interval of juxtaposition mutually combine, to make the internal diameter of described casing adjustable; Wherein, described first casing wall is tool double-decker with dissection, described first casing wall is set to arc, described second casing wall is for having flexible arc, and the thickness of described second casing wall is corresponding with the thickness of interlayer of described first casing wall, the radian of described second casing wall is consistent with the radian of the first casing wall, with make the second casing wall energy enough intert described first casing wall interlayer in and make casing internal diameter adjusted;
Step 3, grouting: in casing, pour into slurry coat method;
Step 4, boring: adopt percussive drill and rotary drilling rig to combine boring; According to position, hole geological condition, select the drilling sequences of percussive drill, rotary drilling rig;
Step 5, clear hole: take to change the clear quarrel of slurry and rotary drilling rig double door drill bit or percussive drill and draw quarrel cylinder and draw the clear hole of quarrel and combine clear hole technique, hole to projected depth, in hole, pour into the mud that density is less, change the clear quarrel of slurry;
Step 6, pile: after clear hole is qualified, take percussive drill or crane lifting to transfer installation reinforcing cage, adopt catheterized reperfusion underwater concrete, pull out casing.
2. large-scale pile base construction method as claimed in claim 1, is characterized in that, in step 2, the both ends open place of described first casing wall is provided with weather strip, to make the interlayer inner sealing of the first casing wall.
3. large-scale pile base construction method as claimed in claim 2, is characterized in that, in step 2, described second casing wall at least side is provided with draw-in groove along the radian direction of described second casing wall, is provided with zigzag projection in described draw-in groove; The both-side opening place of the interlayer of described first casing wall is provided with the locking member matched with described zigzag projection, fixes to make the connecting portion of described first casing wall and the second casing wall.
4. large-scale pile base construction method as claimed in claim 3, it is characterized in that, described casing also comprises adjustment button, and described adjustment button is connected with described locking member, and control locking member protrusion to be equipped in described zigzag projection, or locking member resets to depart from described zigzag projection.
5. large-scale pile base construction method as claimed in claim 3, is characterized in that, the quantity of described first casing wall and the second casing wall is respectively 4.
6. large-scale pile base construction method as claimed in claim 1, is characterized in that, in step 4, if stratum is softly mould shape clay, then first adopts rotary drilling rig boring, uses percussive drill pore-forming after being drilled into pebble layer instead; In stake holes, clay pulping is thrown in, simultaneously compacted hole wall in percussive drill boring procedure;
In boring, supplement mud in boring procedure to bore in metapore mud liquid level higher than more than 1.5m bottom casing to keep creeping into and carry, and in hole, mud liquid level descends more than water level elevation 0.8m above Ground.
7. large-scale pile base construction method as claimed in claim 1, is characterized in that, in step 5, before pouring underwater concrete, the density domination of slurry coat method is at 1.0-1.2kg/cm3, takes to draw heavy quarrel at the bottom of quarrel method cleaning stake simultaneously.
8. large-scale pile base construction method as claimed in claim 1, it is characterized in that, in step, described bore operation stand comprises load-bearing support body and coupling assembling, described load-bearing support body is made up of several transversely arranged truss monomers, is removably connected between adjacent described truss monomer by described coupling assembling; This operation platform also comprise be located at below described load-bearing support body for supporting the lower supporting assembly of load-bearing support body and being located at the upper supporting component for supporting rig above described load-bearing support body;
Described upper supporting component is hydraulic jack, makes the height adjustable of rig.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510519871.9A CN105178291B (en) | 2015-08-21 | 2015-08-21 | Large pile foundation construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510519871.9A CN105178291B (en) | 2015-08-21 | 2015-08-21 | Large pile foundation construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105178291A true CN105178291A (en) | 2015-12-23 |
| CN105178291B CN105178291B (en) | 2017-01-25 |
Family
ID=54900681
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510519871.9A Active CN105178291B (en) | 2015-08-21 | 2015-08-21 | Large pile foundation construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105178291B (en) |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105569601A (en) * | 2016-02-02 | 2016-05-11 | 中国科学院武汉岩土力学研究所 | Underground rock engineering testing drill hole orifice protection device adapted to different hole diameters |
| CN105625420A (en) * | 2016-03-10 | 2016-06-01 | 西北综合勘察设计研究院 | Extension type manual hole digging pile support structure and construction method thereof |
| CN106049491A (en) * | 2016-08-03 | 2016-10-26 | 江苏建筑职业技术学院 | Non-dismantling prefabricated concrete pile protecting die plate and construction method |
| CN106245666A (en) * | 2016-07-30 | 2016-12-21 | 张慧 | A kind of piling Technology |
| CN108360972A (en) * | 2018-01-23 | 2018-08-03 | 四川公路桥梁建设集团有限公司 | A kind of rotary drilling rig is combined with percussive drill carries out bored pile construction method |
| CN109488202A (en) * | 2018-11-05 | 2019-03-19 | 云南建投第三建设有限公司 | A kind of gravel rock stratum pile foundation drilling construction engineering method containing gravel-boulder bed |
| CN109488209A (en) * | 2018-12-26 | 2019-03-19 | 腾达建设集团股份有限公司 | A kind of steel sleeve, full-sleeve full-rotation drill and drilling machine drilling method |
| CN110593275A (en) * | 2019-09-04 | 2019-12-20 | 浙江化工工程地质勘察院有限公司 | Foundation pit support system |
| CN110777787A (en) * | 2019-10-18 | 2020-02-11 | 中铁十局集团第一工程有限公司 | Method for preventing drilled pile from collapsing by automatically bouncing steel casing |
| CN112177555A (en) * | 2020-10-22 | 2021-01-05 | 中国能源建设集团陕西省电力设计院有限公司 | Detachable wellhead reinforcing and protecting device |
| CN112746615A (en) * | 2020-12-30 | 2021-05-04 | 山东交通学院 | Brine stratum mucky soil cast-in-place pile construction is with protecting a section of thick bamboo device |
| CN114837189A (en) * | 2022-05-19 | 2022-08-02 | 中国建筑第八工程局有限公司 | Device for slurry leakage during drilling and grouting in pile foundation construction of backfill region and construction method |
| CN112177555B (en) * | 2020-10-22 | 2024-06-11 | 中国能源建设集团陕西省电力设计院有限公司 | Detachable wellhead reinforcing and protecting device |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4027491A (en) * | 1974-02-11 | 1977-06-07 | Turzillo Lee A | Composite earth drilling auger and method of installing same in situ |
| CN2077880U (en) * | 1990-11-15 | 1991-05-29 | 南京市第三建筑工程公司304工程处 | Adjustable steel model for concrete hollow perfusion pile |
| CN103485336A (en) * | 2013-09-30 | 2014-01-01 | 中铁二十局集团有限公司 | Drilling pile drilling construction method of bead-type karst area |
| CN203684216U (en) * | 2013-12-13 | 2014-07-02 | 中国一冶集团有限公司 | Spliced pile casing for cast-in-situ bored pile |
| CN103924586A (en) * | 2014-03-18 | 2014-07-16 | 沈保汉 | Multi-section reaming cast-in-place pile construction method |
| KR101473361B1 (en) * | 2014-02-14 | 2014-12-16 | 현대건설주식회사 | Casing Apparatus and Method for Constructing In-situ Concrete Pile |
-
2015
- 2015-08-21 CN CN201510519871.9A patent/CN105178291B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4027491A (en) * | 1974-02-11 | 1977-06-07 | Turzillo Lee A | Composite earth drilling auger and method of installing same in situ |
| CN2077880U (en) * | 1990-11-15 | 1991-05-29 | 南京市第三建筑工程公司304工程处 | Adjustable steel model for concrete hollow perfusion pile |
| CN103485336A (en) * | 2013-09-30 | 2014-01-01 | 中铁二十局集团有限公司 | Drilling pile drilling construction method of bead-type karst area |
| CN203684216U (en) * | 2013-12-13 | 2014-07-02 | 中国一冶集团有限公司 | Spliced pile casing for cast-in-situ bored pile |
| KR101473361B1 (en) * | 2014-02-14 | 2014-12-16 | 현대건설주식회사 | Casing Apparatus and Method for Constructing In-situ Concrete Pile |
| CN103924586A (en) * | 2014-03-18 | 2014-07-16 | 沈保汉 | Multi-section reaming cast-in-place pile construction method |
Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105569601A (en) * | 2016-02-02 | 2016-05-11 | 中国科学院武汉岩土力学研究所 | Underground rock engineering testing drill hole orifice protection device adapted to different hole diameters |
| CN105569601B (en) * | 2016-02-02 | 2018-05-22 | 中国科学院武汉岩土力学研究所 | A kind of underground rock project testing bore holes orifice protecting device for adapting to different pore size |
| CN105625420A (en) * | 2016-03-10 | 2016-06-01 | 西北综合勘察设计研究院 | Extension type manual hole digging pile support structure and construction method thereof |
| CN106245666A (en) * | 2016-07-30 | 2016-12-21 | 张慧 | A kind of piling Technology |
| CN106049491A (en) * | 2016-08-03 | 2016-10-26 | 江苏建筑职业技术学院 | Non-dismantling prefabricated concrete pile protecting die plate and construction method |
| CN108360972A (en) * | 2018-01-23 | 2018-08-03 | 四川公路桥梁建设集团有限公司 | A kind of rotary drilling rig is combined with percussive drill carries out bored pile construction method |
| CN109488202A (en) * | 2018-11-05 | 2019-03-19 | 云南建投第三建设有限公司 | A kind of gravel rock stratum pile foundation drilling construction engineering method containing gravel-boulder bed |
| CN109488209A (en) * | 2018-12-26 | 2019-03-19 | 腾达建设集团股份有限公司 | A kind of steel sleeve, full-sleeve full-rotation drill and drilling machine drilling method |
| CN110593275A (en) * | 2019-09-04 | 2019-12-20 | 浙江化工工程地质勘察院有限公司 | Foundation pit support system |
| CN110593275B (en) * | 2019-09-04 | 2021-03-19 | 浙江化工工程地质勘察院有限公司 | Foundation pit support system |
| CN110777787A (en) * | 2019-10-18 | 2020-02-11 | 中铁十局集团第一工程有限公司 | Method for preventing drilled pile from collapsing by automatically bouncing steel casing |
| CN112177555A (en) * | 2020-10-22 | 2021-01-05 | 中国能源建设集团陕西省电力设计院有限公司 | Detachable wellhead reinforcing and protecting device |
| CN112177555B (en) * | 2020-10-22 | 2024-06-11 | 中国能源建设集团陕西省电力设计院有限公司 | Detachable wellhead reinforcing and protecting device |
| CN112746615A (en) * | 2020-12-30 | 2021-05-04 | 山东交通学院 | Brine stratum mucky soil cast-in-place pile construction is with protecting a section of thick bamboo device |
| CN114837189A (en) * | 2022-05-19 | 2022-08-02 | 中国建筑第八工程局有限公司 | Device for slurry leakage during drilling and grouting in pile foundation construction of backfill region and construction method |
| CN114837189B (en) * | 2022-05-19 | 2023-09-01 | 中国建筑第八工程局有限公司 | Construction method of device for slurry leakage during drilling and grouting in pile foundation construction of backfill area |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105178291B (en) | 2017-01-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105178291A (en) | Large pile foundation construction method | |
| US11143027B2 (en) | Rectangular working well with preset pipe jacking hole and sliding back wall in water-rich stratum and construction method thereof | |
| CN102691294B (en) | Construction method of underground continuous wall | |
| CN101139838B (en) | Construction method for high artesian area ultra-deep foundation pit | |
| CN104563148B (en) | building pile foundation construction method | |
| CN107975375B (en) | A kind of miniature steel pipe pile reinforced soft foundation construction method of city tunnel | |
| CN104099943B (en) | Diaphram wall and discarded underground civil defense engineering intersection processing method | |
| CN204370414U (en) | A kind of steel pile casting for cast-in-place concrete pile boring and a kind of drilling equipment | |
| CN102767180A (en) | Construction method for strengthening base of static-pressure anchor rod pile | |
| CN106013052A (en) | Steel sheet pile and open caisson combined underground garage and construction method thereof | |
| CN103775110A (en) | Underground excavation construction method for multilayer underground space of soft soil area | |
| CN102286981A (en) | Waterproof curtain and construction method thereof | |
| CN105064336A (en) | Hole forming construction method for three-section type pedestal pile | |
| CN102359112A (en) | Method for bracing foundation pit by using steel box piles | |
| CN104099946B (en) | Inspection-pit between a kind of Novel top pipeline section | |
| CN105672351A (en) | Construction method of buckling connection type prefabricated ribbed bar concrete comprehensive pipe rack structure | |
| CN113374931B (en) | Non-excavation capacity-expansion method for old urban pipeline | |
| CN204311456U (en) | Foundation ditch strengthening structure | |
| CN104264708A (en) | Sequential construction technology for underground diaphragm wall of highline rotational-flow pond | |
| CN106480878A (en) | A kind of upper and lower part expansion type soil cement is combined pile tube | |
| CN104831735B (en) | The sealing supporting construction of a kind of curtain unification and construction method thereof and construction equipment | |
| CN116816099A (en) | Beach building construction method without using foundation | |
| CN105544586A (en) | Power transmission circuit foundation hole digging construction method | |
| CN102330430A (en) | Construction method for prefabricated building enclosure of deep foundation pit in low-temperature environment construction | |
| CN105484270A (en) | Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |