CN109024638A - The hardened stiff plastic argillic horizon excavation construction method of deep water in a kind of steel cofferdam - Google Patents
The hardened stiff plastic argillic horizon excavation construction method of deep water in a kind of steel cofferdam Download PDFInfo
- Publication number
- CN109024638A CN109024638A CN201810941087.0A CN201810941087A CN109024638A CN 109024638 A CN109024638 A CN 109024638A CN 201810941087 A CN201810941087 A CN 201810941087A CN 109024638 A CN109024638 A CN 109024638A
- Authority
- CN
- China
- Prior art keywords
- steel cofferdam
- steel
- digging
- cofferdam
- hardened
- 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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Earth Drilling (AREA)
Abstract
The present invention relates to a kind of hardened stiff plastic argillic horizon excavation construction methods of deep water in steel cofferdam, characterized in that the following steps are included: the first step, sets up operating platform；Second step arranges digging point；Third step bores digging；Hardened stiff plastic argillic horizon is set to form " honeycomb briquette " structure；4th step is excavated；5th step, water jetting at high pressure；6th step inhales mud；Sucking pump will be stirred and call in clay, mud of the suction deposit buildup in the bottom of a pan of steel cofferdam in steel cofferdam, mud sequence is inhaled to make an overall screening on the left of steel cofferdam to right side, and controlled in strict accordance with the bottom of a pan absolute altitude and inhale mud depth, so that hardened stiff plastic argillic horizon excavates completion in steel cofferdam.The present invention is safe and reliable, and operating efficiency is high, is able to solve the hardened stiff plastic clay of deep water in steel cofferdam and excavates difficult problem, improves subsidence velocity of the steel cofferdam in argillic horizon.
Description
Technical field
The present invention relates to bridge foundation constructions, and in particular to the hardened stiff plastic argillic horizon excavation of deep water is applied in a kind of steel cofferdam
Work method.
Background technique
Deep-water Steel Cofferdam Sinking feature be riverbed geological condition be difficult to judge, construction operation place it is limited；Construction method by
The restriction of geological conditions, place.After only carrying out comprehensive analysis to these features, sunk according to steel cofferdam across different geology feelings
Condition selects reasonable construction method, could efficient, safety completion steel cofferdam sinking process in place.In stiff plastic argillic horizon
Construction, since stiff plastic clay haves the characteristics that hardened, intensity is high, this sink to steel cofferdam and make " the bottom of a pan " bring it is greatly tired
It is difficult.Currently, at home for stiff plastic clay hardening layer steel cofferdam sink and make " the bottom of a pan " construction, frequently with underwater demolition with stir
The method that sucking pump inhales mud cooperation carries out, and if underwater demolition is slagged tap, refers to after steel cofferdam enters stiff plastic argillic horizon, process is such as
Under: one, diver under water layout drilling；Two, explosive is installed；Three, after explosion, loosening ball clay suction steel is enclosed using sucking pump is stirred
In weir.This method step is complex, construction is inconvenient, though the shaking force generated when explosion can be utilized to make steel cofferdam outer wall and clay
It loosens after separation its side frictional resistance of reduction and explosion within the scope of the bottom of a pan convenient for slagging tap.But this method is implemented to be produced at the scene
The raw vibration risk certain for steel cofferdam self structure security presence, at the same after explosion within the scope of the bottom of a pan clay by hardening layer
Shape becomes blocky, is equally unfavorable for stirring sucking pump and inhales mud and slag tap, operating efficiency is not high.It is shown according to geologic report, certain main pier
Cofferdam range is mainly mud, fine sand and stiff plastic silty clay, and inhaling geology mud early period is mainly that mud, fine sand are successively adopted respectively
The long-armed flexible digging machine of sucking pump, jetting airlift suction dredger, clean-out machine, shell type, rotary drilling rig and diving are stirred with high-power
Mud is inhaled in the various ways cooperations such as the underwater jetting cutting of member, and work efficiency is higher.But after the later period enters stiff plastic silty clay, due to hard plastic
Property clay good leak tightness, core in dry, intensity is high, self-stable ability is extremely strong, commonly stirring sucking pump can not be sucked out.Thus, it would be highly desirable to
Explore that a kind of construction efficiency is high, step is simple, effect is good for the hardened stiff plastic argillic horizon excavation method of deep water, to meet steel
The needs of sinking of cofferdam construction.
CN 106120802A discloses that " one kind is close to both wired underwater excavation of foundation pit of large-span continuous beam deep water foundation and applies
Work method ", process is as follows: one, excavate putting up platform: excavating platform includes assembled floating body and position of floating body adjustment device；Two,
Percussive drill installation: installing multiple percussive drills on excavating platform, and multiple percussive drills form impact grinding equipment；Three, it opens
It is mobile to dig platform；Four, the first Secondary Shocks and synchronous scarfing cinder: the underwater basement rock in construction area locating for underwater support table is integrally carried out
Impact grinding, and transported rock block digging using long-armed digging machine；Five, the second Secondary Shocks and synchronous scarfing cinder: cofferdam bottom is installed
Underwater basement rock at position carries out impact grinding, and is transported rock block digging using long-armed digging machine.This method step is simple, designs
Rationally and easy construction, using effect are good, and energy is easy, the excavation construction process of the underwater foundation pit of deep water foundation is rapidly completed, and excavate
Work progress is safe and reliable, influences on the external world smaller.But this method is suitable for the case where cofferdam bottom is whole basement rock.
Goal of the invention
The object of the present invention is to provide a kind of hardened stiff plastic argillic horizon excavation construction method of deep water in steel cofferdam, safety
Reliably, operating efficiency is high, is able to solve the hardened stiff plastic clay of deep water in steel cofferdam and excavates difficult problem, improves steel cofferdam and exist
Subsidence velocity in argillic horizon.
The hardened stiff plastic argillic horizon excavation construction method of deep water in a kind of steel cofferdam of the present invention, characterized in that packet
Include following steps:
The first step sets up operating platform；
Firstly, the upper end of steel pile castings all in steel cofferdam is cut to same level height；Then, along bridge to each row
Two fashioned iron are longitudinally put in the top surface of steel pile casting, and the horizontal space of fashioned iron is 90cm on two rows of steel pile castings, then by fashioned iron and steel
It is welded and fixed between casing by triangular steel plate, the operating platform as later period rotary drilling rig and telescopic arm digging machine；
Second step arranges digging point；
The position that the inner support of steel pile casting and steel cofferdam is determined according to pile foundation, steel cofferdam design drawing, avoid steel pile casting and
The inner support of steel cofferdam arranges digging point in steel cofferdam,
Third step bores digging；
Rotary drilling rig is called in by steel cofferdam using gantry crane, is placed in the upper surface of operating platform, according to the digging point of arrangement
It successively turns right on the left of from steel cofferdam and carries out digging, during digging, control digging depth in strict accordance with the bottom of a pan absolute altitude, dig out
Clay abandoning recalls steel cofferdam in hopper, then with crawler crane, Dumping Sites is transported to by the slag car, finally, making hardened stiff plastic clay
Layer forms " honeycomb briquette " structure, creates free face for later period telescopic arm digging machine excavation；
4th step is excavated；
After the completion of the entire the bottom of a pan of steel cofferdam is by digging arrangement point digging, rotary drilling rig is recalled by steel using gantry crane and is enclosed
Weir, then telescopic arm digging machine is called on the operating platform in steel cofferdam, face sky using the excavation that early period, churning driven digging createed
Face is excavated, and sequence of excavation avoids the inner support position of steel pile casting and steel cofferdam according to digging sequence on the left of steel cofferdam to right side
Set carry out full-face tunneling；In digging process, cutting depth is controlled in strict accordance with the bottom of a pan absolute altitude；
5th step, water jetting at high pressure；
After the completion of excavation, telescopic arm digging machine is recalled by steel cofferdam using gantry crane, then U-shaped high back voltage is penetrated using crawler belt
Water installations are called in steel cofferdam, are destroyed rotary drilling rig in steel cofferdam by big flow, powerful U-shaped high back voltage jetting and are stretched
Contracting arm digging machine fails the blind area caly structure removed, jetting sequence on the left of the cofferdam to the comprehensive jetting in right side, and in strict accordance with pot
Bottom absolute altitude controls jetting depth, and the caly structure deposit buildup being destroyed is in the bottom of a pan of steel cofferdam；
6th step inhales mud；
After the completion of jetting, U-shaped high back voltage jetting device is recalled by steel cofferdam using crawler crane, due to blind area caly structure
Deposit buildup is in the bottom of a pan of steel cofferdam after being destroyed by water jetting at high pressure, will stir sucking pump and calls in steel cofferdam and deposit buildup is sucked out encloses in steel
Clay, the mud in the bottom of a pan on weir are inhaled mud sequence and are made an overall screening on the left of steel cofferdam to right side, and controls in strict accordance with the bottom of a pan absolute altitude
Mud depth is inhaled, so that hardened stiff plastic argillic horizon excavates completion in steel cofferdam.
Further, the first step, sets up the fashioned iron trade mark that operating platform uses as H588, length 23.6m.
Further, the second step arranges digging point；It is required that be laterally, the center of longitudinally adjacent two diggings point away from
For 3m.
Beneficial effects of the present invention:
The present invention makes steel cofferdam, and subsidence velocity is compared with 3~4 times of common process raising in argillic horizon, and entire sinking watching is compared with industry
Main given 60 day duration shifts to an earlier date 10 days and completes, and after sinking in place, cofferdam top quadrangle relative relief is up to 7mm, and axis deviation is
22mm, 35mm are all satisfied design, code requirement；Using the present invention on the basis of guaranteeing Construction quality and safety, save a large amount of
Cost, simplify working procedure, and won the time for later period engineering construction, achieve good social benefit.
Detailed description of the invention
Fig. 1 is the schematic diagram that operating platform is set up in steel cofferdam；
Fig. 2 is the schematic diagram that digging point is arranged in steel cofferdam；
Fig. 3 is the schematic diagram with churning driven digging；
Fig. 4 is the schematic diagram excavated with telescopic arm digging machine；
Fig. 5 is the schematic diagram with U-shaped high back voltage jetting device jetting；
Fig. 6 is with the schematic diagram for stirring sucking pump suction mud；
Fig. 7 is the schematic diagram that steel cofferdam sinks in place.
In figure: 1-steel cofferdam, 2-steel pile castings, 3-inner supports, 4-fashioned iron, 5-operating platforms, 6-digging points,
7-rotary drilling rigs, 8-telescopic arm digging machines, 9-U-shaped high back voltage jetting devices, 10-stir sucking pump, and the 11-thes bottom of a pan, 12-is hardened
Stiff plastic argillic horizon.
Specific embodiment
The present invention will be further described below with reference to the drawings.
Referring to Fig. 1 to Fig. 7, a kind of hardened stiff plastic argillic horizon excavation construction method of deep water in steel cofferdam, characterized in that packet
Include following steps:
The first step sets up operating platform；
Firstly, the upper end of steel pile castings 2 all in steel cofferdam 1 is cut to same level height；Then, along bridge to each
Two fashioned iron 4 are longitudinally put in the top surface of row's steel pile casting 2, and the horizontal space of fashioned iron is 90cm (centimetre) on two rows of steel pile castings, then
It will be welded and fixed between fashioned iron 4 and steel pile casting 2 by triangular steel plate, the operation as later period rotary drilling rig and telescopic arm digging machine
Platform 5；
Second step arranges digging point；
The position that the inner support 3 of steel pile casting 2 and steel cofferdam 1 is determined according to pile foundation, steel cofferdam design drawing, avoids steel pile casting
With the inner support of steel cofferdam, digging point 6 is arranged in steel cofferdam,
Third step bores digging；
Rotary drilling rig 7 is called in by steel cofferdam 1 using gantry crane, is placed in the upper surface of operating platform 5, according to the digging point of arrangement
Position 6 successively turns right from 1 left side of steel cofferdam and carries out digging, during digging, controls digging depth in strict accordance with 11 absolute altitude of the bottom of a pan
(situation for drawing depth or depth deficiency is avoided to occur), the clay abandoning dug out recall steel cofferdam in hopper, then with crawler crane, pass through
The slag car is transported to Dumping Sites, finally, hardened stiff plastic argillic horizon 12 is made to form " honeycomb briquette " structure, excavates for later period telescopic arm digging machine
Create free face；
4th step is excavated；
After the completion of the entire the bottom of a pan 11 of steel cofferdam 1 is by digging arrangement point digging, rotary drilling rig 7 is recalled by steel using gantry crane
Cofferdam, then telescopic arm digging machine 8 is called on the operating platform 5 in steel cofferdam 1, utilize the excavation that early period, churning driven digging createed
Free face is excavated, and sequence of excavation avoids the interior branch of steel pile casting and steel cofferdam according to digging sequence on the left of steel cofferdam to right side
It supports position and carries out full-face tunneling；In digging process, cutting depth is controlled in strict accordance with 11 absolute altitude of the bottom of a pan, the clay dug out is abandoned in material
In bucket, then with crawler crane steel cofferdam is recalled, Dumping Sites are transported to by the slag car；
5th step, water jetting at high pressure；
After the completion of excavation, telescopic arm digging machine 8 is recalled by steel cofferdam 1 using gantry crane, then using crawler belt (mud will be inhaled and stir sucking pump
Repacking) U-shaped high back voltage jetting device 9 calls in steel cofferdam 1, pass through big flow, powerful U-shaped high back voltage jetting destroys
Rotary drilling rig 7 and telescopic arm digging machine 8 fail the blind area caly structure removed in steel cofferdam 1, and jetting is sequentially from cofferdam left side to the right side
The comprehensive jetting in side, and jetting depth is controlled in strict accordance with 11 absolute altitude of the bottom of a pan, the caly structure deposit buildup being destroyed is in steel cofferdam 1
The bottom of a pan 11；
6th step inhales mud；
After the completion of jetting, U-shaped high back voltage jetting device 8 is recalled by steel cofferdam 1 using crawler crane, due to blind area clay knot
Deposit buildup will stir sucking pump 10 and call in suction precipitating heap in steel cofferdam 1 in the bottom of a pan of steel cofferdam 1 11 after structure is destroyed by water jetting at high pressure
Clay, mud of the product in the bottom of a pan of steel cofferdam 11 are inhaled mud sequence and are made an overall screening on the left of steel cofferdam to right side, and in strict accordance with pot
Mud depth is inhaled in the control of 11 absolute altitude of bottom, so that hardened stiff plastic argillic horizon 12 excavates completion in steel cofferdam.
The first step sets up the fashioned iron trade mark that operating platform uses as H588, and length is 23.6m (rice).
The second step arranges digging point；It is required that be laterally, the center of longitudinally adjacent two diggings point is away from for 3m
(rice).
Claims (3)
1. the hardened stiff plastic argillic horizon excavation construction method of deep water in a kind of steel cofferdam, characterized in that the following steps are included:
The first step sets up operating platform；
Firstly, the upper end of steel pile castings (2) all in steel cofferdam (1) is cut to same level height；Then, along bridge to each
Two fashioned iron (4) are longitudinally put in the top surface of row steel pile casting (2), and the horizontal space of fashioned iron is 90cm on two rows of steel pile castings, then will
It is welded and fixed between fashioned iron (4) and steel pile casting (2) by triangular steel plate, the behaviour as later period rotary drilling rig and telescopic arm digging machine
Make platform (5)；
Second step arranges digging point；
Steel shield is avoided in the position that the inner support (3) of steel pile casting (2) and steel cofferdam (1) is determined according to pile foundation, steel cofferdam design drawing
The inner support of cylinder and steel cofferdam arranges digging point (6) in steel cofferdam,
Third step bores digging；
Rotary drilling rig (7) is called in by steel cofferdam (1) using gantry crane, the upper surface of operating platform (5) is placed in, according to the digging of arrangement
Point (6) successively turns right on the left of steel cofferdam (1) and carries out digging, during digging, controls in strict accordance with the bottom of a pan (11) absolute altitude
Digging depth, the clay abandoning dug out recall steel cofferdam in hopper, then with crawler crane, Dumping Sites are transported to by the slag car, finally, making
Hardened stiff plastic argillic horizon (12) forms " honeycomb briquette " structure, creates free face for later period telescopic arm digging machine excavation；
4th step is excavated；
After the completion of the entire the bottom of a pan (11) of steel cofferdam (1) is by digging arrangement point digging, rotary drilling rig (7) is recalled using gantry crane
Steel cofferdam, then telescopic arm digging machine (8) is called on the operating platform (5) in steel cofferdam (1), it is created using churning driven digging early period
Excavation free face out is excavated, and sequence of excavation avoids steel pile casting to right side on the left of steel cofferdam according to digging sequence and steel encloses
The inner support position on weir carries out full-face tunneling；In digging process, cutting depth is controlled in strict accordance with the bottom of a pan (11) absolute altitude；
5th step, water jetting at high pressure；
After the completion of excavation, telescopic arm digging machine (8) is recalled steel cofferdam (1) using gantry crane, then uses crawler belt by U-shaped high back voltage
Jetting device (9) is called in steel cofferdam (1), is destroyed in steel cofferdam (1) by big flow, powerful U-shaped high back voltage jetting
Rotary drilling rig (7) and telescopic arm digging machine (8) fail the blind area caly structure removed, and jetting sequence is comprehensive to right side on the left of cofferdam
Jetting, and jetting depth is controlled in strict accordance with the bottom of a pan (11) absolute altitude, the caly structure deposit buildup being destroyed is in steel cofferdam (1)
The bottom of a pan (11)；
6th step inhales mud；
After the completion of jetting, U-shaped high back voltage jetting device (8) is recalled by steel cofferdam (1) using crawler crane, due to blind area clay knot
Deposit buildup will stir sucking pump (10) and call in steel cofferdam (1) interior suction in the bottom of a pan (11) of steel cofferdam (1) after structure is destroyed by water jetting at high pressure
Deposit buildup is inhaled mud sequence and is made an overall screening on the left of steel cofferdam to right side in clay, the mud in the bottom of a pan (11) of steel cofferdam out, and
It is controlled in strict accordance with the bottom of a pan (11) absolute altitude and inhales mud depth, so that hardened stiff plastic argillic horizon (12) excavates completion in steel cofferdam.
2. the hardened stiff plastic argillic horizon excavation construction method of deep water in steel cofferdam according to claim 1, it is characterized in that: institute
The first step is stated, sets up the fashioned iron trade mark that operating platform uses as H588, length 23.6m.
3. the hardened stiff plastic argillic horizon excavation construction method of deep water in steel cofferdam according to claim 1, it is characterized in that: institute
Second step is stated, arranges digging point；It is required that be laterally, the center of longitudinally adjacent two diggings point is away from for 3m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810941087.0A CN109024638A (en) | 2018-08-17 | 2018-08-17 | The hardened stiff plastic argillic horizon excavation construction method of deep water in a kind of steel cofferdam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810941087.0A CN109024638A (en) | 2018-08-17 | 2018-08-17 | The hardened stiff plastic argillic horizon excavation construction method of deep water in a kind of steel cofferdam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109024638A true CN109024638A (en) | 2018-12-18 |
Family
ID=64630886
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810941087.0A Pending CN109024638A (en) | 2018-08-17 | 2018-08-17 | The hardened stiff plastic argillic horizon excavation construction method of deep water in a kind of steel cofferdam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109024638A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111119212A (en) * | 2019-12-18 | 2020-05-08 | 中建三局基础设施建设投资有限公司 | Construction method for sinking double-wall steel cofferdam under deep clay layer condition |
| CN114108550A (en) * | 2021-10-29 | 2022-03-01 | 河海大学 | Water flow driven vibration type emergency waterproof device and using method thereof |
| CN116043885A (en) * | 2022-12-23 | 2023-05-02 | 中铁广州工程局集团有限公司 | Large double-wall steel cofferdam vibration mud suction sinking process |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104074199A (en) * | 2014-06-17 | 2014-10-01 | 杭州华能大坝安全工程技术有限公司 | Underwater bearing platform construction method |
| CN106194193A (en) * | 2016-07-25 | 2016-12-07 | 长江三峡勘测研究院有限公司（武汉） | The auxiliary excavation method of a kind of group hole, big cross section vertical shaft non-explosion large aperture |
| JP6133559B2 (en) * | 2012-07-27 | 2017-05-24 | 東亜建設工業株式会社 | Construction method of water stop working space and water stop work box |
-
2018
- 2018-08-17 CN CN201810941087.0A patent/CN109024638A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP6133559B2 (en) * | 2012-07-27 | 2017-05-24 | 東亜建設工業株式会社 | Construction method of water stop working space and water stop work box |
| CN104074199A (en) * | 2014-06-17 | 2014-10-01 | 杭州华能大坝安全工程技术有限公司 | Underwater bearing platform construction method |
| CN106194193A (en) * | 2016-07-25 | 2016-12-07 | 长江三峡勘测研究院有限公司（武汉） | The auxiliary excavation method of a kind of group hole, big cross section vertical shaft non-explosion large aperture |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111119212A (en) * | 2019-12-18 | 2020-05-08 | 中建三局基础设施建设投资有限公司 | Construction method for sinking double-wall steel cofferdam under deep clay layer condition |
| CN114108550A (en) * | 2021-10-29 | 2022-03-01 | 河海大学 | Water flow driven vibration type emergency waterproof device and using method thereof |
| CN114108550B (en) * | 2021-10-29 | 2022-10-11 | 河海大学 | Water flow driven vibration type emergency waterproof device and using method thereof |
| CN116043885A (en) * | 2022-12-23 | 2023-05-02 | 中铁广州工程局集团有限公司 | Large double-wall steel cofferdam vibration mud suction sinking process |
| CN116043885B (en) * | 2022-12-23 | 2024-04-16 | 中铁广州工程局集团有限公司 | Large double-wall steel cofferdam vibration mud suction sinking process |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US5542782A (en) | Method and apparatus for in situ installation of underground containment barriers under contaminated lands | |
| CN110344400B (en) | Hole-forming pile-forming construction process for rotary drilling rig in hard rock | |
| CN104612179B (en) | Through the construction method of the diaphram wall of super thick silty sand ground | |
| CN109024638A (en) | The hardened stiff plastic argillic horizon excavation construction method of deep water in a kind of steel cofferdam | |
| CN105421286B (en) | A kind of backhoe type dredger is combined with rig ship digs rock construction method | |
| CN107035376B (en) | One kind common law in huge thick bedrock aquifer digs shaft construction method | |
| CN113832958B (en) | Anti-slide pile construction method with mechanical cooperation with manual excavation | |
| CN111705785A (en) | Grooving method for underground continuous wall | |
| CN105714748A (en) | Excavating construction method for surge shaft in gravel and sandy soil layer | |
| CN109208594B (en) | Treatment method for steel casing sinking meeting boulder, steel casing structure and drilled pile | |
| CN102704480A (en) | Construction method for processing ultra-thick quicksand layer of pile foundation by using front-end vibration steel casing | |
| CN112942399A (en) | Open caisson mechanical construction device and method for penetrating rock stratum | |
| CN104314071A (en) | Construction method of underground diaphragm wall by employing rotary drilling rig | |
| CN102235010B (en) | Treatment method for hanging sinking stop due to expansive soil in well sinking | |
| KR101609686B1 (en) | Method for excavating base rock of on the sea | |
| CN113356190B (en) | Pile forming method for cast-in-place pile in karst development area | |
| CN109630123A (en) | Deep shaft rock ripper | |
| CN102733391B (en) | Construction method of pile body underwater cutting | |
| CN112854239A (en) | Reinforcing construction method for ultra-deep mucky soil layer triaxial mixing pile | |
| CN208431000U (en) | Deep shaft rock ripper | |
| KR100880365B1 (en) | Excavating apparatus for excavating enlarged hole under the bottom of waters on which jacket facility structure is installed | |
| CN106049467A (en) | Method for treating slurry leakage of bored pile through percussion drill under complex geology | |
| CN216159751U (en) | Anti-slide pile hole digging construction structure | |
| CN110080238A (en) | Deep one meat or fish dyadic combined type pile forming method of loose Backfilled Stone Layer interlocking pile | |
| CN214832833U (en) | Open caisson mechanical construction device penetrating rock stratum |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20181218 |
|
| RJ01 | Rejection of invention patent application after publication |