CN109385992A - The construction method of pore-forming in artificial Backfilled Stone Layer - Google Patents
The construction method of pore-forming in artificial Backfilled Stone Layer Download PDFInfo
- Publication number
- CN109385992A CN109385992A CN201710661075.8A CN201710661075A CN109385992A CN 109385992 A CN109385992 A CN 109385992A CN 201710661075 A CN201710661075 A CN 201710661075A CN 109385992 A CN109385992 A CN 109385992A
- Authority
- CN
- China
- Prior art keywords
- drilling
- pore
- casing
- construction
- forming
- 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
Classifications
-
- 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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- E02D5/60—Piles with protecting cases
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Earth Drilling (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of construction method of pore-forming in artificial Backfilled Stone Layer, this method removes shallow-layer block stone using digging machine screening in stake position position first and is laid with steel plate after backfilling cohesive soil and compacting；Embedded casing, casing center is overlapped with stake position center；According to block stone diameter and Backfilled Stone Layer thickness, rotary drilling rig is respectively adopted and punching drilling machine is located in the steel plate progress drilling construction of laying, while preparing the mud slip casting pore-forming of certain relative density；It after pore-forming, is measured using lining rope and checks hole depth, after confirmation, carry out borehole cleaning.Present method solves be irrigated drilling construction in Backfilled Stone Layer, it is ensured that construction operation is normally carried out, and reduces construction operation cost, improves construction operation efficiency.
Description
Technical field
The present invention relates to a kind of construction methods of pore-forming in artificial Backfilled Stone Layer.
Background technique
With the high speed development of urban construction, coastal cities constantly carry out large-scale marine reclamation land, the original of marine reclamation land
Place belongs to coastal tidal landforms mostly, and artificial landfill material is mainly granite block stone composition, and block stone diameter is generally 20~
80cm, maximum gauge can exceed that 1m, cooperation rubble, dust and cohesive soil filling, and thickness is uneven.When in reclaimation area domain
It when carrying out building deep foundation pit support pile driving construction, frequently encounters the Backfilled Stone Layer and is difficult to pass through, the problems such as pore-forming is difficult gives support pile
Construction brings puzzlement, affects being normally carried out for construction operation, increases construction operation cost, reduces construction operation efficiency.
Summary of the invention
Technical problem to be solved by the invention is to provide a kind of construction method of pore-forming in artificial Backfilled Stone Layer, this method
It solves the problems, such as to be irrigated a drilling construction in Backfilled Stone Layer, it is ensured that construction operation is normally carried out, and reduction is applied
Work operating cost improves construction operation efficiency.
In order to solve the above technical problems, present invention construction method of pore-forming in artificial Backfilled Stone Layer includes the following steps:
Step 1: shallow-layer block stone is removed, according to block stone layer distribution situation in construction site, stake is determined to stake position unwrapping wire to be onstructed
It is screened within removing 6m using digging machine, block stone of the partial size greater than 20cm, after block stone is removed in stake bit positions position position
Steel plate is laid with after cohesive soil of the backfill without block stone and compacting；
Step 2: casing made of burying and rolled as steel plate in stake position position, shield-tube embedment depth are not preferably less than 1.5m, casing top
Face 300mm above ground level, and casing center is overlapped with stake position center；
Step 3: thickness is less than the Backfilled Stone Layer of 4m for block stone diameter between 20~100cm, it is located in using rotary drilling rig
The steel plate of laying carries out drilling construction, and rotary drilling rig is pulled block stone out using short augers and the cooperation of pick coring drilling pipe, used
Rotary drilling digger fishes for rubble and mud；The Backfilled Stone Layer of 100cm, thickness greater than 4m is greater than for block stone diameter, using punching drilling machine
The steel plate for being located in laying carries out drilling construction, will take drilling out of after block stone impact grinding using jump bit；
Step 4: preparing relative density is respectively 1.3~1.4 and 1.4 during rotary drilling rig and punching drilling machine drilling construction
~1.5 mud slip casting pore-forming, wherein in rotary drilling rig work progress, mud liquid level must not be lower than casing bottom always, guarantee
The stability of hole wall, during punching drilling machine construction, mud liquid level, which remains, exceeds casing base opening 0.5m or more, simultaneously greater than
Level of ground water 1m or more；
Step 5: being measured using lining rope after pore-forming and checking hole depth, after confirmation, borehole cleaning is carried out, uses relative density for 1.05
~1.1 mud carries out the cleaning of the mud and sediment of bottom hole, controls the mud density of bottom hole between 1.1~1.15.
Further, it in the rotary drilling rig pore forming process, adjusts drilling rod verticality and is directed at casing center, for part
Biggish block of stone in hole is invaded, is expressed on the outside of hole wall range using short augers；Model in hole is fallen into for most of
The block stone enclosed pulls drilling out after being loosened using pick coring drilling pipe；Rubble lesser for partial size, is fished out using rotary drilling digger
It takes；Enter mud or viscous soil horizon after passing through artificial Backfilled Stone Layer, crept into using rotary drilling digger, when rotary digging drill bit declines
To after predetermined depth, rotary drilling digger applies pressure, and soil is squeezed into drilling bucket, and when display barrel is full, rotary drilling digger bottom is closed, and mentions
Rotary drilling digger is risen to unload soil in stacking place.
Further, in the punching drilling machine pore forming process, cross jump bit be aligned casing center and deviation no more than ±
20mm starts to hit so that the low hammer of 0.4~0.6m stroke is close, until increasing stroke to 1.0~1.5m after hole is as deep as 3~4m under casing
It is transferred to normal bump, and residue in hole is discharged in time, in case there is burying phenomenon too much in residue in hole.
Further, the steel plate thickness of the casing is 6~8mm, internal diameter is than 200 mm big, and casing top of designing stake diameter
Open up 1~2 overflow hole.
Further, the casing backfills cohesive soil and compaction in layers using embedded method of digging pit, casing bottom and surrounding, and
Casing plane allowable error is 50mm, vertical line inclination is not more than 1%.
Further, the punching drilling machine is in drilling process, and every 1~2m checks the verticality of pore-forming, and discovery deflection is immediately
Stop creeping into and simultaneously take measures to rectify a deviation, for the position at change layer and easily glanced off, cross jump bit tapped using low hammer,
Disconnected impact is across good with retaining hole shape.
Further, the viscosity for preparing mud is 30~40s.
Since the construction method of present invention pore-forming in artificial Backfilled Stone Layer uses above-mentioned technical proposal, i.e., this method is first in stake
Position position is using digging machine screening removing shallow-layer block stone and backfills cohesive soil and is laid with steel plate after being compacted；Embedded casing, casing center
It is overlapped with stake position center；According to block stone diameter and Backfilled Stone Layer thickness, rotary drilling rig is respectively adopted and punching drilling machine is located in laying
Steel plate carry out drilling construction, while preparing the mud slip casting pore-forming of certain relative density；After pore-forming, is measured and examined using lining rope
Hole depth is looked into, after confirmation, carries out borehole cleaning.Present method solves drilling construction is irrigated in Backfilled Stone Layer, really
Being normally carried out for construction operation has been protected, construction operation cost is reduced, has improved construction operation efficiency.
Specific embodiment
Present invention construction method of pore-forming in artificial Backfilled Stone Layer includes the following steps:
Step 1: shallow-layer block stone is removed, according to block stone layer distribution situation in construction site, stake is determined to stake position unwrapping wire to be onstructed
It is screened within removing 6m using digging machine, block stone of the partial size greater than 20cm, after block stone is removed in stake bit positions position position
Steel plate is laid with after cohesive soil of the backfill without block stone and compacting；
Step 2: casing made of burying and rolled as steel plate in stake position position, shield-tube embedment depth are not preferably less than 1.5m, casing top
Face 300mm above ground level, and casing center is overlapped with stake position center；
Step 3: thickness is less than the Backfilled Stone Layer of 4m for block stone diameter between 20~100cm, it is located in using rotary drilling rig
The steel plate of laying carries out drilling construction, and rotary drilling rig is pulled block stone out using short augers and the cooperation of pick coring drilling pipe, used
Rotary drilling digger fishes for rubble and mud；The Backfilled Stone Layer of 100cm, thickness greater than 4m is greater than for block stone diameter, using punching drilling machine
The steel plate for being located in laying carries out drilling construction, will take drilling out of after block stone impact grinding using jump bit；
Step 4: preparing relative density is respectively 1.3~1.4 and 1.4 during rotary drilling rig and punching drilling machine drilling construction
~1.5 mud slip casting pore-forming, wherein in rotary drilling rig work progress, mud liquid level must not be lower than casing bottom always, guarantee
The stability of hole wall, during punching drilling machine construction, mud liquid level, which remains, exceeds casing base opening 0.5m or more, simultaneously greater than
Level of ground water 1m or more；
Step 5: being measured using lining rope after pore-forming and checking hole depth, after confirmation, borehole cleaning is carried out, uses relative density for 1.05
~1.1 mud carries out the cleaning of the mud and sediment of bottom hole, controls the mud density of bottom hole between 1.1~1.15.
Preferably, it in the rotary drilling rig pore forming process, adjusts drilling rod verticality and is directed at casing center, for part
Biggish block of stone in hole is invaded, is expressed on the outside of hole wall range using short augers；Model in hole is fallen into for most of
The block stone enclosed pulls drilling out after being loosened using pick coring drilling pipe；Rubble lesser for partial size, is fished out using rotary drilling digger
It takes；Enter mud or viscous soil horizon after passing through artificial Backfilled Stone Layer, crept into using rotary drilling digger, when rotary digging drill bit declines
To after predetermined depth, rotary drilling digger applies pressure, and soil is squeezed into drilling bucket, and when display barrel is full, rotary drilling digger bottom is closed, and mentions
Rotary drilling digger is risen to unload soil in stacking place.
Preferably, in the punching drilling machine pore forming process, cross jump bit be aligned casing center and deviation no more than ±
20mm starts to hit so that the low hammer of 0.4~0.6m stroke is close, until increasing stroke to 1.0~1.5m after hole is as deep as 3~4m under casing
It is transferred to normal bump, and residue in hole is discharged in time, in case there is burying phenomenon too much in residue in hole.
Preferably, the steel plate thickness of the casing is 6~8mm, internal diameter is than 200 mm big, and casing top of designing stake diameter
Open up 1~2 overflow hole.
Preferably, the casing backfills cohesive soil and compaction in layers using embedded method of digging pit, casing bottom and surrounding, and
Casing plane allowable error is 50mm, vertical line inclination is not more than 1%.
Preferably, the punching drilling machine is in drilling process, and every 1~2m checks the verticality of pore-forming, and discovery deflection is immediately
Stop creeping into and simultaneously take measures to rectify a deviation, for the position at change layer and easily glanced off, cross jump bit tapped using low hammer,
Disconnected impact is across good with retaining hole shape.
Preferably, the viscosity for preparing mud is 30~40s.To increase retaining wall effect, while increasing deslagging ability.
When rotary drilling rig is in place in this method, it is necessary to which held stationary, not run-off the straight, displacement are deep to accurately control drilling
Degree, should make the scale of control, to be observed, to record in construction on the rack or on machine pipe.When punching drilling machine is in place,
Cross jump bit align piles position, and punching drilling machine is adjusted to horizontal, stabilization.
For Backfilled Stone Layer thickness greater than 4m in this method, using rotary drilling rig it will cause uneconomical, while causing to fill out
Rock layers are collapsed hole, and be easy to cause the super side of filling concrete, and pile body is irregular, and the later period causes water-stop curtain constructional difficulties, thus adopts
Drilling construction is carried out with punching drilling machine, using jump bit by block stone impact grinding, and is recycled by mud and takes rubble out of drilling.
This method pointedly selects rotary drilling rig and punching drilling machine coordinative construction according to Backfilled Stone Layer thickness, block stone size,
It selects suitable drilling bit of rotary-digging drilling rig to cut, squeezed and skim block stone in stratum, cooperates digging machine desurfacing Backfilled Stone Layer
Block stone is constructed.Pouring pile hole is cooperated using kinds of processes, reaches technically feasible, and the purpose of economical rationality.We
It is mixed that method can be applied to pattern foundation pit supporting structure and architectural engineering stake in the building construction in artificial extensive sea reclamation region etc.
Solidifying soil pouring pile hole construction, especially there are be irrigated asking for a drilling construction in the artificial Backfilled Stone Layer of larger thickness for solution
Topic.
Claims (7)
1. a kind of construction method of the pore-forming in artificial Backfilled Stone Layer, it is characterised in that this method includes the following steps:
Step 1: shallow-layer block stone is removed, according to block stone layer distribution situation in construction site, stake is determined to stake position unwrapping wire to be onstructed
It is screened within removing 6m using digging machine, block stone of the partial size greater than 20cm, after block stone is removed in stake bit positions position position
Steel plate is laid with after cohesive soil of the backfill without block stone and compacting；
Step 2: casing made of burying and rolled as steel plate in stake position position, shield-tube embedment depth are not preferably less than 1.5m, casing top
Face 300mm above ground level, and casing center is overlapped with stake position center；
Step 3: thickness is less than the Backfilled Stone Layer of 4m for block stone diameter between 20~100cm, it is located in using rotary drilling rig
The steel plate of laying carries out drilling construction, and rotary drilling rig is pulled block stone out using short augers and the cooperation of pick coring drilling pipe, used
Rotary drilling digger fishes for rubble and mud；The Backfilled Stone Layer of 100cm, thickness greater than 4m is greater than for block stone diameter, using punching drilling machine
The steel plate for being located in laying carries out drilling construction, will take drilling out of after block stone impact grinding using jump bit；
Step 4: preparing relative density is respectively 1.3~1.4 and 1.4 during rotary drilling rig and punching drilling machine drilling construction
~1.5 mud slip casting pore-forming, wherein in rotary drilling rig work progress, mud liquid level must not be lower than casing bottom always, guarantee
The stability of hole wall, during punching drilling machine construction, mud liquid level, which remains, exceeds casing base opening 0.5m or more, simultaneously greater than
Level of ground water 1m or more；
Step 5: being measured using lining rope after pore-forming and checking hole depth, after confirmation, borehole cleaning is carried out, uses relative density for 1.05
~1.1 mud carries out the cleaning of the mud and sediment of bottom hole, controls the mud density of bottom hole between 1.1~1.15.
2. the construction method of the pore-forming according to claim 1 in artificial Backfilled Stone Layer, it is characterised in that: the rotary drilling rig
It in pore forming process, adjusts drilling rod verticality and is directed at casing center, for biggish block of stone in the intrusion hole of part, using short spiral shell
Rotary drill is expressed on the outside of hole wall range；It, will using pick coring drilling pipe for most of block stone for falling into range in hole
It pulls drilling out after loosening；Rubble lesser for partial size, is fished for using rotary drilling digger；Enter after passing through artificial Backfilled Stone Layer and becomes silted up
Mud layer or viscous soil horizon, are crept into using rotary drilling digger, and after rotary digging drill bit drops to predetermined depth, rotary drilling digger applies pressure
Power squeezes into soil in drilling bucket, and when display barrel is full, rotary drilling digger bottom is closed, and promotes rotary drilling digger and unloads soil in stacking place.
3. the construction method of the pore-forming according to claim 1 in artificial Backfilled Stone Layer, it is characterised in that: the punching drilling machine
In pore forming process, cross jump bit is directed at casing center and deviation is not more than ± 20mm, starts with the low hammer of 0.4~0.6m stroke
It is close to hit, until increasing stroke to 1.0~1.5m is transferred to normal bump, and in time will be in hole after hole is as deep as 3~4m under casing
Residue discharge, in case there is burying phenomenon too much in residue in hole.
4. the construction method of the pore-forming according to claim 1,2 or 3 in artificial Backfilled Stone Layer, it is characterised in that: the shield
The steel plate thickness of cylinder is 6~8mm, internal diameter is 200 mm bigger than design stake diameter, and casing top opens up 1~2 overflow hole.
5. the construction method of the pore-forming according to claim 4 in artificial Backfilled Stone Layer, it is characterised in that: the casing uses
Dig pit embedded method, casing bottom and surrounding backfill cohesive soil and compaction in layers, and casing plane allowable error be 50mm, it is vertical
Line inclination is not more than 1%.
6. the construction method of the pore-forming according to claim 3 in artificial Backfilled Stone Layer, it is characterised in that: the punching drilling machine
In drilling process, every 1~2m checks that the verticality of pore-forming, discovery deflection stop creeping into immediately and take measures to rectify a deviation, for
The position glanced off at change layer and easily, cross jump bit is using low hammer tap, interruption impact across good with retaining hole shape.
7. the construction method of the pore-forming according to claim 1 in artificial Backfilled Stone Layer, it is characterised in that: the preparation mud
Viscosity be 30~40s.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710661075.8A CN109385992B (en) | 2017-08-04 | 2017-08-04 | Construction method for forming hole in artificial stone-filling layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710661075.8A CN109385992B (en) | 2017-08-04 | 2017-08-04 | Construction method for forming hole in artificial stone-filling layer |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109385992A true CN109385992A (en) | 2019-02-26 |
| CN109385992B CN109385992B (en) | 2021-06-01 |
Family
ID=65413728
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710661075.8A Active CN109385992B (en) | 2017-08-04 | 2017-08-04 | Construction method for forming hole in artificial stone-filling layer |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109385992B (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110080209A (en) * | 2019-04-20 | 2019-08-02 | 中国二十冶集团有限公司 | Cast-in-place pile construction method in deep backfill |
| CN110863492A (en) * | 2019-11-25 | 2020-03-06 | 上海市基础工程集团有限公司 | Method for treating large-particle-size rock blocks in hydraulic full-casing rotary pile digging construction |
| CN112983265A (en) * | 2021-02-26 | 2021-06-18 | 中交一公局第二工程有限公司 | Drilling construction process |
| CN113338314A (en) * | 2021-05-21 | 2021-09-03 | 南京市水利建筑工程有限公司 | Larsen steel sheet pile cofferdam construction method for underwater deep riprap layer area |
| CN113669003A (en) * | 2021-08-05 | 2021-11-19 | 深圳宏业基岩土科技股份有限公司 | Deep rockfill and sludge area breast wall hole forming construction method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2351711C1 (en) * | 2007-08-20 | 2009-04-10 | Анатолий Никифорович Саурин | Method for manufacture of bored pile from slags in rolled wells |
| CN106013092A (en) * | 2016-06-08 | 2016-10-12 | 深圳市宏业基基础工程有限公司 | Cast-in-situ bored pile construction method |
-
2017
- 2017-08-04 CN CN201710661075.8A patent/CN109385992B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2351711C1 (en) * | 2007-08-20 | 2009-04-10 | Анатолий Никифорович Саурин | Method for manufacture of bored pile from slags in rolled wells |
| CN106013092A (en) * | 2016-06-08 | 2016-10-12 | 深圳市宏业基基础工程有限公司 | Cast-in-situ bored pile construction method |
Non-Patent Citations (3)
| Title |
|---|
| 文丽: ""深厚石碴回填地层灌注桩施工机具选择"", 《红水河》 * |
| 赵伟等: ""旋挖灌注桩在（深圳）沿海地区复杂地层中应用实例"", 《岩土工程学报》 * |
| 高加林等: ""大型工程中旋挖机与冲孔桩机组合施工技术"", 《施工技术》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110080209A (en) * | 2019-04-20 | 2019-08-02 | 中国二十冶集团有限公司 | Cast-in-place pile construction method in deep backfill |
| CN110863492A (en) * | 2019-11-25 | 2020-03-06 | 上海市基础工程集团有限公司 | Method for treating large-particle-size rock blocks in hydraulic full-casing rotary pile digging construction |
| CN112983265A (en) * | 2021-02-26 | 2021-06-18 | 中交一公局第二工程有限公司 | Drilling construction process |
| CN113338314A (en) * | 2021-05-21 | 2021-09-03 | 南京市水利建筑工程有限公司 | Larsen steel sheet pile cofferdam construction method for underwater deep riprap layer area |
| CN113669003A (en) * | 2021-08-05 | 2021-11-19 | 深圳宏业基岩土科技股份有限公司 | Deep rockfill and sludge area breast wall hole forming construction method |
| CN113669003B (en) * | 2021-08-05 | 2023-12-15 | 深圳宏业基岩土科技股份有限公司 | Construction method for wall protection pore-forming in deep filled stone and silt region |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109385992B (en) | 2021-06-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107938676B (en) | Pile foundation construction method for penetrating through full-filling karst cave | |
| CN109385992A (en) | The construction method of pore-forming in artificial Backfilled Stone Layer | |
| CN108560541B (en) | Rotary drilling full-casing follow-up rock face drilling construction method | |
| WO2022096024A1 (en) | Construction method for super-long small-diameter hole bored pile | |
| CN104747088B (en) | A kind of leafy hosqe bit of cast-in-situ bored pile list waist and drilling construction method | |
| CN108035335A (en) | A kind of construction freezing method well shaft type underground parking garage method | |
| CN105464074B (en) | A kind of artificial digging pile high polymer grouting safeguard structure and its construction method | |
| CN109056706A (en) | A kind of Karst Geological Landscape poured pile base construction method | |
| CN109537574B (en) | Construction process of underground continuous wall in extremely hard rock | |
| CN110735600B (en) | Mechanical pore-forming pile construction process for karst geology | |
| CN105780763A (en) | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile | |
| CN105442532A (en) | Construction method for pile-head-expanded bored pile | |
| CN103015429A (en) | Long auger rotary-jet mixing steel reinforced cement-soil pile foundation pit water-resisting and supporting method | |
| CN1265062C (en) | Construction for making piles and tools | |
| CN112030956A (en) | Karst stratum bored pile construction method | |
| CN110735432A (en) | Method for clearing pile foundation and controlling parameters in shield tunneling machine over-invasion limit tunnel range | |
| CN110952528A (en) | Construction method of cement-soil underground continuous wall under complex geological conditions | |
| CN111705786A (en) | Method for vertical combination construction of composite stratum underground continuous wall and cast-in-situ bored pile | |
| CN113174958A (en) | Construction method for foundation pit of adjacent road under poor ground condition | |
| CN111894450A (en) | Combined construction method for percussion drill and rotary drill in thick sand gravel layer | |
| CN114108654A (en) | Construction method for removing obstacles in foundation pit area invaded by pressure-bearing water dock | |
| CN103015408A (en) | Cast-in-place pile synchronous casing hole-forming constructing method | |
| CN104314092A (en) | Open caisson construction method based on substitution method | |
| CN114059527A (en) | Large-diameter mixing pile construction method suitable for high-groundwater-level hard soil layer | |
| CN101481913A (en) | Construction method of rock-socketed underground continuous wall punching slot section |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |