CN105239578B - Water-rich sand layer deep foundation pit underwater construction method - Google Patents
Water-rich sand layer deep foundation pit underwater construction method Download PDFInfo
- Publication number
- CN105239578B CN105239578B CN201510541038.4A CN201510541038A CN105239578B CN 105239578 B CN105239578 B CN 105239578B CN 201510541038 A CN201510541038 A CN 201510541038A CN 105239578 B CN105239578 B CN 105239578B
- Authority
- CN
- China
- Prior art keywords
- foundation ditch
- foundation pit
- water
- diaphragm wall
- steel skeleton
- 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.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 45
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 37
- 239000004576 sand Substances 0.000 title claims abstract description 17
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 50
- 239000010959 steel Substances 0.000 claims abstract description 50
- 239000004567 concrete Substances 0.000 claims abstract description 22
- 238000009412 basement excavation Methods 0.000 claims abstract description 12
- 238000010008 shearing Methods 0.000 claims description 16
- 239000003795 chemical substances by application Substances 0.000 claims description 14
- 238000013461 design Methods 0.000 claims description 7
- 239000002689 soil Substances 0.000 claims description 5
- 230000000903 blocking effect Effects 0.000 claims description 3
- 238000005266 casting Methods 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 230000010485 coping Effects 0.000 claims description 2
- 239000006260 foam Substances 0.000 claims description 2
- 230000002459 sustained effect Effects 0.000 claims description 2
- 239000007788 liquid Substances 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 6
- 239000011440 grout Substances 0.000 abstract 1
- 238000007789 sealing Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 5
- 230000007246 mechanism Effects 0.000 description 4
- 230000006641 stabilisation Effects 0.000 description 3
- 238000011105 stabilization Methods 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 239000000758 substrate Substances 0.000 description 2
- 241000209202 Bromus secalinus Species 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 210000000078 claw Anatomy 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
- Foundations (AREA)
Abstract
The invention discloses a water-rich sand layer deep foundation pit underwater construction method. A row of continuous walls is arranged around a pre-excavated foundation pit, a crown beam is arranged at the top of the continuous walls, and concrete supports are erected among the continuous walls. The method includes the following steps that the foundation pit among the continuous walls is excavated to reach the preset depth, and water is poured into the foundation pit to reach the position below the concrete supports; a hole is drilled in the bottom of the foundation pit in the vertical direction, an uplift pile steel framework is put in the hole, a bottom-sealed plate steel framework is put in the preset position of the foundation pit in the horizontal direction, and the bottom-sealed plate steel framework, the uplift pile steel framework and the continuous walls are fixed separately; underwater pouring of uplift pile holes and the bottom-sealed plate steel framework is performed; and grout in the foundation pit is drained, and a plurality of steel supports are erected in the foundation pit along different heights to reach the bottom of the foundation pit. By means of an underwater excavation mode, water pressure of inside and outside of the pit can be mutually cancelled out, the construction danger of excavation of a deep foundation pit support structure is reduced, the built-in depth of the continuous walls can be reduced after a top sealing plate is arranged, and the cost is reduced.
Description
Technical field
The invention belongs to engineering technology of deep foundation pit field, and in particular to a kind of water-rich sand layer deep basal pit underwater construction method.
Background technology
As urban construction constantly develops, high-rise and municipal works such as road, bridge, subway etc. gush in a large number
Existing, the underground space is also constantly developed therewith, and a large amount of deep-foundation pit engineerings meet the tendency of generation.At present, water-rich sand layer area is deep
Foundation pit construction, as building enclosure, by bottom stab ilization, cheats inside and outside well-points dewatering measure by underground water position typically using diaphragm wall
It is down to below substrate, is built or reversed Construction Method using suitable.Due to water-rich sand layer features as poor geologic condition, diaphragm wall in conventional construction method
Building-in depth is very deep, and difficulty of construction is big, and Financial cost is high, simultaneously because foundation ditch relatively depth and water recharging abundance, dewatering construction hardly possible
Degree is big, and foundation ditch can cause Ground Settlement in precipitation digging process, and Adjacent Buildings, urban operating mechanism and underground utilities are made
Into considerable influence；And due to construction period length, narrow space, rainfall, weight stacking etc. also can be produced not to base pit stability
Profit affects.
The content of the invention
It is an object of the invention to solve at least the above and/or defect, and provide at least will be described later excellent
Point.
It is a still further object of the present invention to provide a kind of water-rich sand layer deep basal pit underwater construction method, in diaphragm wall operation
Afterwards, pour water in foundation ditch, it is ensured that the balance of power on diaphragm wall, without the need for remaining continuous by ruggedized construction during piling
The dynamic balance of wall, it is simple to operation.
A further object of the invention is to instead of traditional rotary churning pile and mixing pile is reinforced, using uplift pile, nothing
Dewatering measure need to be carried out to the water of water-rich sand layer, reduce operation, the construction of uplift pile directly can be carried out in water, reduce work
Journey cost, diaphragm wall depth is reduced, saving construction cost.
In order to realize these purposes of the invention and further advantage, there is provided a kind of water-rich sand layer deep basal pit is applied under water
Work method, in the surrounding of pre- excavation pit row's diaphragm wall is arranged, and the continuous coping arranges Guan Liang, the diaphragm wall it
Between set up concrete support, make the concrete support with the Guan Liang in sustained height, comprise the following steps：
1) foundation ditch between the diaphragm wall is excavated to predetermined depth, and pour water in the foundation ditch to the concrete
The lower section of support；
2) vertically punch in the bottom of the foundation ditch, form tensile pile hole, the sinking inside the tensile pile hole
Uplift pile steel skeleton, in the predeterminated position sinking back cover plate steel skeleton in the horizontal direction of the foundation ditch, itself and the uplift pile steel
Skeleton and the diaphragm wall are fixed respectively；
3) tensile pile hole described in underwater casting and the back cover plate steel skeleton, form an enclosed construction；
4) serosity in the foundation ditch is excluded, and multiple bracing members is set up to the base along differing heights in the foundation ditch
The bottom in hole.
Preferably, the step 1) it is specially：Dig to the predetermined depth of the foundation ditch by setting height, point multilamellar, often
Dig one layer to pour water to the lower section of the concrete support into the foundation ditch.
Preferably, when the surrounding of pre- excavation pit arranges row's diaphragm wall, pre-buried steel bushing is distinguished on the diaphragm wall
Cylinder and the impervious structural member of shearing resistance.
Preferably, the steel bushing and the impervious structural member of the shearing resistance are internally provided with the closure for preventing native stone blocking
Part.
Preferably, the step 2) described in back cover plate steel skeleton be with the fixed form of the diaphragm wall：Remove institute
After stating the closeouts of steel bushing and the impervious structural member of the shearing resistance, latch, one end of the latch are placed in the steel bushing
Extend the side diaphragm wall into the foundation ditch, so that the back cover plate steel skeleton is fastened on the latch of both sides and described anti-
Cut in the sheaf space between impervious structural member；
Fixed by cap between the back cover plate steel skeleton and the uplift pile steel skeleton.
Preferably, the step 2) in, after forming the tensile pile hole, clear up the unnecessary mud in the bottom of the foundation ditch
Soil, and the bottom of the foundation ditch is carried out using rubble or concrete levelling.
Preferably, the step 4) it is specially：
The serosity in the foundation ditch is excluded several times and multiple bracing members are set up successively from top to bottom, is often excluded once
Serosity, sets up the bracing members, until serosity drains into the bottom of the foundation ditch.
Preferably, the closeouts are plastic foamboard, and the impervious structural member of the shearing resistance is by being coated on the foam plastic
Four angle steel at flitch wherein one side corner are constituted.
Preferably, the step 4) also include step 5 afterwards)：The upper surface of the enclosed construction is cleared up, and described
The upper surface of enclosed construction arranges waterproof layer.
Preferably, the step 5) also include：
Agent structure is constructed from bottom to up to the enclosed construction, when agent structure reaches design strength using bottom
The bracing members of the height are removed afterwards, continues the agent structure of constructed residual to design strength is reached, only retain the concrete
Support, backfills afterwards earthing.
The present invention at least includes following beneficial effect：
1st, construction safety risk is little：Using underwater excavation mode, external water pressure can be canceled each other out in hole, diaphram wall
Soil pressure is subjected only to, the construction risk of deep footing groove enclosing structure excavation is reduced, herein deep footing groove enclosing structure is diaphragm wall, is subtracted
Few Ground Settlement, it is to avoid Adjacent Buildings, urban operating mechanism and underground utilities are impacted.
2nd, good economy performance：Using underwater excavation mode rotary churning pile or mixing pile need not be taken to carry out bottom stab ilization,
, while diaphragm wall insertion depth can be reduced, construction costs need not be reduced to taking dewatering measure inside and outside hole.
3rd, it is good with prospect：This kind of method can reduce Ground Settlement, reduce to Adjacent Buildings, urban operating mechanism and
Underground utilities are impacted, and ensure that security of foundation ditch construction, it is adaptable to coastal near a river to wait water-rich sand layer area.
4th, arranging diaphragm wall building-in depth after the plate that binds using the present invention can be reduced, and the diaphragm wall of the present invention is compared to tradition
Diaphragm wall its length reduces 1/4 or so, greatlys save cost.
From the foregoing, it will be observed that the construction method shown in the present invention, compared with conventional construction method, it is not necessary to take rotary churning pile or
Mixing pile carries out bottom stab ilization, it is not required that to taking dewatering measure inside and outside hole, can reduce construction costs.Sealed using reinforced concrete
Base plate back cover and the construction of underwater excavation method can substantially reduce deep foundation pit construction risk, reduce Ground Settlement, it is to avoid to week
Enclose building, urban operating mechanism and underground utilities to impact, and the balanced action due to the interior external water pressure in hole and back cover plate are firm
Property the setting that twists can reduce diaphragm wall insertion depth, reduce construction costs.
The further advantage of the present invention, target and feature embody part by description below, and part will also be by this
The research of invention and practice and be understood by the person skilled in the art.
Description of the drawings
Fig. 1 is the structural representation that the present invention builds diaphragm wall, Guan Liang and concrete support；
Fig. 2 is the schematic diagram that the present invention point multilamellar excavates foundation ditch；
Fig. 3 is the schematic diagram that the present invention squeezes into tensile pile hole；
Fig. 4 is the schematic diagram of sinking uplift pile steel skeleton of the present invention and back cover plate steel skeleton；
Fig. 5 is that the present invention pours tensile pile hole and the partial enlarged drawing after back cover plate steel skeleton；
The structural representation of deep basal pit when Fig. 6 is after exclusive segment serosity of the present invention and sets up many bracing members；
Fig. 7 is schematic diagram of the present invention when agent structure is constructed in foundation ditch；
Fig. 8 is the schematic diagram that the present invention backfills earthing after construction agent structure is finished.
Specific embodiment
Below in conjunction with the accompanying drawings the present invention is described in further detail, to make those skilled in the art with reference to description text
Word can be implemented according to this.
It should be appreciated that it is used herein such as " have ", "comprising" and " including " term do not allot one or many
The presence or addition of individual other elements or its combination.
Fig. 1-Fig. 8 shows a kind of way of realization of the invention, there is provided a kind of water-rich sand layer deep basal pit is applied under water
Work method, with reference to Fig. 1, in the surrounding of pre- excavation pit row's diaphragm wall 1 is arranged, and makes diaphragm wall 1 form a circle, described continuous
The top of wall 1 arranges Guan Liang 7, and concrete support 2 is set up between diaphragm wall 1, because water-rich sand layer geologic condition is poor, need to connect
Guan Liang 7 and concrete support 2 are arranged on continuous wall 1 to be used to support diaphragm wall 1, is prevented the unbalance stress of diaphragm wall 1 and is subsided, including with
Lower step：
1) foundation ditch between the diaphragm wall 1 is excavated to predetermined depth, herein predetermined depth is usually in design foundation ditch
When the depth of digging pit that calculates, and pour water in the foundation ditch to the lower section of the concrete support 2.By pouring water, make continuous
The left and right sides stress balance of wall 1, is difficult to subside.The setting of bracing members 11 can be reduced pour water simultaneously after, so as to reduce stop.
2) with reference to Fig. 3 and Fig. 4, tensile pile hole 6 is vertically squeezed in the bottom of the foundation ditch, in the tensile pile hole
6 inside sinking uplift pile steel skeleton 61, in the predeterminated position sinking back cover plate steel skeleton 8 in the horizontal direction of the foundation ditch, its
Fix respectively with the uplift pile steel skeleton 61 and the diaphragm wall 1.In above-mentioned technical proposal, if foundation ditch is without the need for uplift pile
Also anti-floating demand can be met, then uplift pile need not be set.
3) reference Fig. 5, tensile pile hole 6 described in underwater casting and the back cover plate steel skeleton 8, form an enclosed construction
82, now the upper surface of enclosed construction 82 become the new bottom surface of foundation ditch.
4) with reference to Fig. 6, the serosity in the foundation ditch is excluded, and multiple bracing members is set up along differing heights in the foundation ditch
11 to foundation ditch bottom.
In another kind of technical scheme, with reference to Fig. 2, the step 1) it is specially：Dig to described by setting height, a point multilamellar
The predetermined depth of foundation ditch, often digs one layer and pours water into the foundation ditch to the lower section of the concrete support 2 positioned at the top.
Underwater excavation may be selected suction dredge and grab claw according to the difference of geological condition.
In another kind of technical scheme, when the surrounding of pre- excavation pit arranges diaphragm wall 1, on the diaphragm wall 1 respectively
Built-in steel sleeve 4 and the impervious structural member 5 of shearing resistance, steel bushing 4 is used for later stage fixation back cover plate steel skeleton 8, prevents back cover plate reinforcing bar
Frame 8 is moved up under buoyancy.The impervious structural member 5 of shearing resistance mainly acts on back cover plate, contacts with diaphragm wall 1 in back cover plate
Part arrange, prevent junction from seeping water, the effect with shearing stress.
In another kind of technical scheme, the steel bushing 4 and the impervious structural member 5 of the shearing resistance are internally provided with and prevent native stone
The closeouts of blocking.
In another kind of technical scheme, the step 2) described in back cover plate steel skeleton 8 and the diaphragm wall 1 fixation side
Formula is：After removing the closeouts of the steel bushing 4 and the impervious structural member 5 of the shearing resistance, latch is placed in the steel bushing 4
41, the side diaphragm wall 1 is extended into the foundation ditch in one end of the latch 41, so that the back cover plate steel skeleton 8 is fastened on
In sheaf space between the latch 41 of both sides and the impervious structural member 5 of the shearing resistance.
Fixed by cap 81 between the back cover plate steel skeleton 8 and the uplift pile steel skeleton 61.
In another kind of technical scheme, the step 2) in after tensile pile hole 6 is squeezed into, the bottom for clearing up the foundation ditch is more
Remaining soil, and the bottom of the foundation ditch is carried out using rubble or concrete levelling.
In another kind of technical scheme, the step 4) it is specially：
The serosity in the foundation ditch is excluded several times and multiple bracing members 11 are set up successively from top to bottom, often excludes one
Secondary serosity, sets up the bracing members 11, until serosity drains into the bottom of the foundation ditch.
In another kind of technical scheme, the closeouts are plastic foamboard, and the impervious structural member 5 of the shearing resistance is by being coated on
Four angle steel at the plastic foamboard wherein one side corner are constituted.
In another kind of technical scheme, the step 4) also include step 5 afterwards)：Clear up the upper of the enclosed construction 82
Surface, substrate integrated ground of constructing, and the upper surface in the enclosed construction 82 arranges waterproof layer.
In above-mentioned technical proposal, reference picture 7- Fig. 8, the step 5) also include：
Agent structure 9 is constructed from bottom to up to the enclosed construction 82, when agent structure 9 reaches design using bottom
The bracing members 11 of the height are removed after intensity, the agent structure 9 for continuing constructed residual retains concrete to design strength is reached, only
2 are supported, earthing 10 is backfilled afterwards.Aforementioned body structure 9 can be the agent structure of subway, the agent structure in tunnel etc., according to
Construct needs to arrange agent structure.
Although embodiment of the present invention is disclosed as above, it is not restricted to listed in description and embodiment
With, it can be applied to completely various suitable the field of the invention, for those skilled in the art, can be easily
Other modification is realized, therefore under the general concept limited without departing substantially from claim and equivalency range, the present invention is not limited
In specific details and shown here as the legend with description.
Claims (5)
1. a kind of water-rich sand layer deep basal pit underwater construction method, in the surrounding of pre- excavation pit row's diaphragm wall, the company are arranged
Built-in steel sleeve and the impervious structural member of shearing resistance are distinguished on continuous wall, the steel bushing and the impervious structural member of the shearing resistance are internally provided with
Prevent the closeouts of native stone blocking, the continuous coping from Guan Liang be set, between the diaphragm wall concrete support is set up, making
The concrete support is with the Guan Liang in sustained height, it is characterised in that comprise the following steps：
1) foundation ditch between the diaphragm wall is excavated to predetermined depth, and pour water in the foundation ditch to the concrete support
Lower section；
2) vertically punch in the bottom of the foundation ditch, form tensile pile hole, the sinking resistance to plucking inside the tensile pile hole
Stake steel skeleton, in the predeterminated position sinking back cover plate steel skeleton in the horizontal direction of the foundation ditch, itself and the uplift pile steel skeleton
And the diaphragm wall is fixed respectively；The back cover plate steel skeleton is with the fixed form of the diaphragm wall：Remove the steel bushing
After the closeouts of cylinder and the impervious structural member of the shearing resistance, latch is placed in the steel bushing, one end of the latch is extended
The side diaphragm wall enters the foundation ditch, so that the back cover plate steel skeleton is fastened on the latch of both sides and the shearing resistance is impervious
In sheaf space between structural member；Fixed by cap between the back cover plate steel skeleton and the uplift pile steel skeleton；
3) tensile pile hole described in underwater casting and the back cover plate steel skeleton, form an enclosed construction；
4) serosity in the foundation ditch is excluded, and multiple bracing members is set up to the foundation ditch along differing heights in the foundation ditch
Bottom；
5) upper surface of the enclosed construction is cleared up, and the upper surface in the enclosed construction arranges waterproof layer；Also include：
Agent structure is constructed from bottom to up to the enclosed construction using bottom, is torn open after agent structure reaches design strength
Except the bracing members of the height, continue the agent structure of constructed residual to design strength is reached, only retain the concrete support, it
After backfill earthing.
2. water-rich sand layer deep basal pit underwater construction method as claimed in claim 1, it is characterised in that the step 1) it is concrete
For：Dig to the predetermined depth of the foundation ditch by setting height, point multilamellar, often one layer of digging is poured water to described into the foundation ditch and mixed
The lower section that solidifying soil is supported.
3. water-rich sand layer deep basal pit underwater construction method as claimed in claim 1, it is characterised in that the step 2) in, shape
Into after the tensile pile hole, the unnecessary soil in the bottom of the foundation ditch is cleared up, and using rubble or concrete to the foundation ditch
Bottom carries out levelling.
4. water-rich sand layer deep basal pit underwater construction method as claimed in claim 1, it is characterised in that the step 4) it is concrete
For：
The serosity in the foundation ditch is excluded several times and multiple bracing members are set up successively from top to bottom, is often excluded and is once starched
Liquid, sets up the bracing members, until serosity drains into the bottom of the foundation ditch.
5. water-rich sand layer deep basal pit underwater construction method as claimed in claim 1, it is characterised in that the closeouts are foam
Plastic plate, the impervious structural member of the shearing resistance is made up of four angle steel being coated at the plastic foamboard wherein one side corner.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510541038.4A CN105239578B (en) | 2015-08-28 | 2015-08-28 | Water-rich sand layer deep foundation pit underwater construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510541038.4A CN105239578B (en) | 2015-08-28 | 2015-08-28 | Water-rich sand layer deep foundation pit underwater construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105239578A CN105239578A (en) | 2016-01-13 |
| CN105239578B true CN105239578B (en) | 2017-05-17 |
Family
ID=55037377
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510541038.4A Active CN105239578B (en) | 2015-08-28 | 2015-08-28 | Water-rich sand layer deep foundation pit underwater construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105239578B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108612106A (en) * | 2016-12-10 | 2018-10-02 | 中铁十二局集团有限公司 | Subway layer of sand open-cut foundation ditch construction method |
| CN107237331B (en) * | 2017-06-14 | 2023-06-02 | 中铁第四勘察设计院集团有限公司 | Foundation pit construction method using water pressure support |
| CN110029686A (en) * | 2019-04-01 | 2019-07-19 | 广州地铁设计研究院股份有限公司 | A kind of station construction method of underground station and processing water gushing in pit |
| CN110700270B (en) * | 2019-09-29 | 2021-07-02 | 上海市机械施工集团有限公司 | Construction method for non-drainage earthwork excavation of ultra-deep foundation pit |
| CN111236250A (en) * | 2020-01-17 | 2020-06-05 | 中铁第六勘察设计院集团有限公司 | Method for quickly removing foundation pit support at onshore section joint of immersed tube tunnel |
| CN114645629A (en) * | 2022-04-18 | 2022-06-21 | 中国矿业大学 | Shaft type underground parking garage construction method |
| CN115419080B (en) * | 2022-09-05 | 2024-11-15 | 中交二航局第四工程有限公司 | Water steel support mounting platform for narrow foundation pits and construction method thereof |
| CN119102225A (en) * | 2024-09-12 | 2024-12-10 | 北京市市政工程设计研究总院有限公司 | A construction method for underwater foundation pit and underwater foundation pit structure |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1461857A (en) * | 2002-05-30 | 2003-12-17 | 吕怀民 | Construction method and its use |
| CN1800512A (en) * | 2005-01-07 | 2006-07-12 | 中船第九设计研究院 | Support free construction method for super large diameter circular deep foundation ditch |
| CN101139838A (en) * | 2007-10-15 | 2008-03-12 | 上海市隧道工程轨道交通设计研究院 | Construction method of ultra-deep foundation pit in high confined water area |
| CN102864780A (en) * | 2012-09-07 | 2013-01-09 | 中国建筑第六工程局有限公司 | Supporting structure and supporting method of foundation pit |
| CN104164895A (en) * | 2013-05-15 | 2014-11-26 | 陈开向 | Basement generating no water buoyant force |
| CN104196034A (en) * | 2014-09-18 | 2014-12-10 | 中建交通建设集团有限公司 | Foundation pit construction method employing steel sheet piles as support cofferdam |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000144742A (en) * | 1998-11-06 | 2000-05-26 | Ohbayashi Corp | Artesian countermeasure method in ground excavation work |
-
2015
- 2015-08-28 CN CN201510541038.4A patent/CN105239578B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1461857A (en) * | 2002-05-30 | 2003-12-17 | 吕怀民 | Construction method and its use |
| CN1800512A (en) * | 2005-01-07 | 2006-07-12 | 中船第九设计研究院 | Support free construction method for super large diameter circular deep foundation ditch |
| CN101139838A (en) * | 2007-10-15 | 2008-03-12 | 上海市隧道工程轨道交通设计研究院 | Construction method of ultra-deep foundation pit in high confined water area |
| CN102864780A (en) * | 2012-09-07 | 2013-01-09 | 中国建筑第六工程局有限公司 | Supporting structure and supporting method of foundation pit |
| CN104164895A (en) * | 2013-05-15 | 2014-11-26 | 陈开向 | Basement generating no water buoyant force |
| CN104196034A (en) * | 2014-09-18 | 2014-12-10 | 中建交通建设集团有限公司 | Foundation pit construction method employing steel sheet piles as support cofferdam |
Non-Patent Citations (1)
| Title |
|---|
| 基于大面积水下基坑开挖的特点分析与对策;李华;《黑龙江水利科技》;20120331;第40卷(第3期);第207-208页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105239578A (en) | 2016-01-13 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105239578B (en) | Water-rich sand layer deep foundation pit underwater construction method | |
| CN102704957B (en) | Shed-frame method for shallowly burying large-sized underground structure construction | |
| CN102094425B (en) | Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam | |
| CN103774675B (en) | Combined double-row-pile combined vertical prestress anchor rod supporting system and construction method thereof | |
| CN105862930B (en) | A kind of protection structure to creating existing tunnel below underground engineering | |
| CN103696784B (en) | Large-diameter long pipe curtain construction method for shallowly-buried large-span under-tunnel-passing architectural structure | |
| CN107313431A (en) | Close on not contour foundation ditch method for synchronously constructing | |
| CN101215834A (en) | Construction Method of Outrigger Type Diaphragm Wall | |
| CN103806464B (en) | Large-scale high ferro station and subway cross top-down construction method up and down | |
| CN105756091B (en) | A Construction Method of Subway Station Foundation Pit Controlling the Deformation of Adjacent Buildings | |
| CN107119691A (en) | One kind is applied to the square deep basal pit of the high pressure-bearing of rich water sand gravel layer and its excavation method | |
| CN207003499U (en) | A kind of anti-floating lifting device of underground tunnel upper excavation of foundation pit | |
| CN102966108A (en) | Construction method of deep foundation pit close to building and adopting underground structure as internal support | |
| CN105178327A (en) | Composite retaining structure of foundation pit project and construction method thereof | |
| CN106638640A (en) | Modular coffer construction method for concrete without subsealing in the geologic condition of stratum | |
| CN106150506A (en) | A kind of gateway open excavation section inverted side-wall construction method | |
| CN207063982U (en) | Mechanical assistance sealing Station structure in a kind of pilot tunnel | |
| CN102430277B (en) | Coarse grid sunk well for physically processing waste water and construction method thereof | |
| CN106013053A (en) | Steel sheet pile support construction method for building underground garage open caisson | |
| CN102134853A (en) | CT sealed steel pipe pile foundation pit water stop supporting device and construction method thereof | |
| CN110159294A (en) | A kind of high steep landform tunnel immediately adjacent to bridge section spreading open cut tunnel construction method | |
| CN102021901B (en) | Method for putting up steel pipe pile platform of abrupt slope bare rock | |
| CN104652444A (en) | Construction method for overall reverse operation of ultra-large type deep foundation pit center island type alternative earth excavation | |
| CN104088296A (en) | Soft soil area basement layer adding construction method | |
| CN110424372A (en) | Along road interval method in a row remove obstacles after construct diaphram wall construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |