CN110318388A - Diaphram wall milling slot method - Google Patents
Diaphram wall milling slot method Download PDFInfo
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- CN110318388A CN110318388A CN201910550147.0A CN201910550147A CN110318388A CN 110318388 A CN110318388 A CN 110318388A CN 201910550147 A CN201910550147 A CN 201910550147A CN 110318388 A CN110318388 A CN 110318388A
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- underground utilities
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- 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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a kind of diaphram wall milling slot methods, comprising the following steps: the suspension protection of underground utilities is arranged, the part soil body is excavated below underground utilities, then wears the single width construction of diaphragm wall section rotary digging drilling hole of underground utilities under；The single width construction of diaphragm wall section that underground utilities are worn under is put into half range steel retaining wall, so that two half range steel retaining walls just surround down the single width construction of diaphragm wall section for wearing underground utilities；Step 6: half range steel retaining wall is headed into underground using two percussive drills；Use hydraulic grab grooving to projected depth respectively in underground utilities two sides, then with the high-pressure rotary jetting apparatus soil body whirl spraying pore-forming below underground utilities diagonally downward；The fresh water pouring in the hydraulic grab grooving of underground utilities side so that clear water from whirl spraying hole injection the underground utilities other side hydraulic grab grooving in and gradually conquassation underground utilities lower section the soil body.The present invention, which can not do underground utilities, changes the shortcomings that moving and overcoming contrary sequence method artificial construction.
Description
Technical field
The present invention relates to construction of diaphragm wall fields.It is more particularly related to which a kind of diaphram wall excavates
Cutting method.
Background technique
Diaphram wall is that foundation engineering uses a kind of trench machine on the ground, along all side axis of deep excavation project
Line excavates out a long and narrow deep trouth under the conditions of mud off, after clear slot, steel reinforcement cage is hung in slot, then uses tremie method
Underwater concreting with tremie method builds up a unit groove section, so carries out paragraph by paragraph, builds up continuous reinforced concrete wall together in underground
Wall, as intercept water, antiseepage, load-bearing, water-retaining structure.
However it is frequently encountered what needs were constructed below existing underground utilities in the work progress of diaphram wall
Situation, due to the blocking of underground utilities, existing grooving machinery is difficult to excavate the slot section below underground utilities, for this feelings
Condition, a kind of method are first to open up a widened road surface in road roadside when carrying out underground construction, and the various pipelines in underground are interim
It is displaced to widened road surface, then the trenching construction for carrying out diaphram wall at original position is being vacated, is waiting construction of diaphragm walls complete
Bi Hou, then underground utilities are moved back to original position again, this method needs, which change, moves pipeline, will affect resident's daily life.It is another
Method is contrary sequence method, i.e., diaphram wall is poured using artificial excavate in layer, until projected depth.This method is not only applied
Work is of long duration while needing manpower to complete completely, and cost high risk is big.
Summary of the invention
It is an object of the invention to solve at least the above problems, and provide the advantages of at least will be described later.
It is a still further object of the present invention to provide a kind of diaphram wall milling slot methods, can not do to underground utilities
The shortcomings that changing and move, and contrary sequence method artificial construction can be overcome.
In order to realize these purposes and other advantages according to the present invention, a kind of diaphram wall milling slot side is provided
Method, comprising the following steps:
Step 1: presetting line along diaphram wall excavates foundation trench, washer stone is changed on foundation trench two sides ground, and prop up in foundation trench
If the template with foundation trench sidewall spacers, steel reinforcement cage, casting concrete are placed between foundation trench side wall and template, and wall is led with production；
Step 2: foundation trench is divided into multiple single width construction of diaphragm wall sections, the single width of underground utilities is worn under
Lower construction of diaphragm wall section makes the central axes of underground utilities be located at the centre of single width construction of diaphragm wall section；
Step 3: wearing the single width construction of diaphragm wall section of the single width construction of diaphragm wall section two sides of underground utilities under
Grooving and diaphram wall pouring construction are carried out respectively；
It is set Step 4: the single width diaphram wall for wearing the single width construction of diaphragm wall section two sides of underground utilities under reaches
After counting intensity, the two sides above underground utilities lead wall and set up crown beam along underground utilities direction, while under being configured in crown beam
The suspension protection of pipeline is worn under and is first excavated to underground utilities at the single width construction of diaphragm wall section foundation trench of underground utilities downwards
1.5~2m of lower section is deep, then wears under the single width construction of diaphragm wall sections of underground utilities and constructed the single width of completion close to two sides
Rotary digging drilling hole is distinguished at diaphram wall to projected depth, rotary digging process mud off；
It is respectively put into Step 5: wearing two sides below the underground utilities of the single width construction of diaphragm wall section of underground utilities under
Half range steel retaining wall, the C-shaped tubular of half range steel retaining wall are welded in horizontal plane in the inner wall of the half range steel retaining wall in ┤ shape
Bracket, the notch of a pair of of half range steel retaining wall is opposite and free end in contact, so that two half range steel retaining walls just surround down and wear underground
The single width construction of diaphragm wall section of pipeline, each rotary digging hole are in the underface of a ┤ shape bracket；
Step 6: the ┤ shape bracket that each half range steel retaining wall is impacted in two rotary digging hole of face is distinguished using two percussive drills, with
Half range steel retaining wall is headed into underground；
Splice that multipair half range steel retaining wall from top to bottom until below underground utilities Step 7: repeating step 5 and step 6
Diaphram wall projected depth, to form the steel retaining wall of the construction of diaphragm wall section below underground utilities, in underground utilities
Two sides use hydraulic grab grooving to projected depth respectively, do not have to mud off during grooving, then are tilted towards with high-pressure rotary jetting apparatus
Under soil body whirl spraying pore-forming below underground utilities, whirl spraying hole offers multiple and below underground utilities from top to bottom
The soil body；
Step 8: the fresh water pouring in the hydraulic grab grooving of underground utilities side, so that clear water injects ground from whirl spraying hole
In the hydraulic grab grooving of the underground pipelines other side and gradually soil body below conquassation underground utilities, then heap after being crushed with hydraulic grab
Hydraulic grab of the product in the underground utilities other side is caught at the soil of trench bottom, is then extracted clear water out and to being formed after conquassation
Mud is perfused in slot section；
Step 9: the multipair half range steel retaining wall of two sides below underground utilities is hung out from underground, then cleared up with hydraulic grab
Under wear underground utilities single width construction of diaphragm wall section remaining soil.
Preferably, the lower end of the half range steel retaining wall is taper cutting edge shape.
Preferably, the cross section contour of half range steel retaining wall described in the upper end edge of the half range steel retaining wall opens up fluted.
Preferably, during the step 4 spiral-digging pore, mud liquid level is kept to be higher than phreatic line at least
1.5m。
Preferably, mud used in the step 4 is bentonite slurry.
Preferably, the step 7 mesohigh rotary jetting apparatus cuts pore-forming using spray high pressure clear water.
The present invention is include at least the following beneficial effects: diaphram wall milling slot method provided by the invention was being constructed
Single width construction of diaphragm wall section in journey using the steel retaining wall that is composed under underground utilities, when steel retaining wall from single width
When lower construction of diaphragm wall section is taken out, the verticality and flatness of the cell wall of construction of diaphragm wall section grooving are preferable, use simultaneously
The method of clear water conquassation can break up the soil body below underground utilities faster, then be cleared up with hydraulic grab, will not both generate underground
Pipeline, which changes, to be moved the problem of interfering to resident living, and is not needed artificial construction and improved efficiency, and construction personnel is not needed yet
Single width construction of diaphragm wall section under underground utilities, improves the safety of construction.
Further advantage, target and feature of the invention will be partially reflected by the following instructions, and part will also be by this
The research and practice of invention and be understood by the person skilled in the art.
Detailed description of the invention
Fig. 1 is the side structure schematic diagram after the completion of step 1 construction of guide wall described in a wherein embodiment of the invention；
Fig. 2 is the single width construction of diaphragm wall section two that underground utilities are worn under step 3 described in a wherein embodiment of the invention
Side structure schematic diagram after the completion of the single width construction of diaphragm wall of side；
After the completion of Fig. 3 is underground utilities section below soil excavation engineering in step 4 described in the present invention wherein an embodiment
Side structure schematic diagram；
Fig. 4 is the side structure schematic diagram in step 4 described in a wherein embodiment of the invention after the completion of the construction of rotary digging hole；
Fig. 5 is after being put into a pair of of half range steel retaining wall below underground utilities in step 5 described in a wherein embodiment of the invention
Side structure schematic diagram；
After Fig. 6 is multipair half range steel retaining wall combination below underground utilities in step 7 described in the present invention wherein an embodiment
Side structure schematic diagram；
Fig. 7 is the side structure signal in step 7 described in a wherein embodiment of the invention after hydraulic grab trenching construction
Figure；
Fig. 8 is the side structure schematic diagram in step 7 described in a wherein embodiment of the invention after the construction of whirl spraying hole；
Fig. 9 is the cross-sectional configuration schematic diagram in step 1 described in a wherein embodiment of the invention after the completion of construction of guide wall；
Figure 10 is that underground utilities section below soil excavation engineering is completed in step 4 described in a wherein embodiment of the invention
Cross-sectional configuration schematic diagram afterwards；
Figure 11 is the overlooking structure diagram of half range steel retaining wall described in a wherein embodiment of the invention；
Figure 12 is the A-A section structure diagram of half range steel retaining wall described in a wherein embodiment of the invention；
Figure 13 is the B-B section structure diagram of half range steel retaining wall described in a wherein embodiment of the invention；
Figure 14 is after being put into a pair of of half range steel retaining wall below underground utilities in step 5 described in a wherein embodiment of the invention
Overlooking structure diagram.
Specific embodiment
Present invention will be described in further detail below with reference to the accompanying drawings, to enable those skilled in the art referring to specification text
Word can be implemented accordingly.
It should be noted that experimental method described in following embodiments is unless otherwise specified conventional method, institute
Reagent and material are stated, unless otherwise specified, is commercially obtained；In the description of the present invention, term " transverse direction ", " vertical
To ", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", the instructions such as "outside" side
Position or positional relationship are to be based on the orientation or positional relationship shown in the drawings, and are merely for convenience of description of the present invention and simplification of the description,
It is not that the device of indication or suggestion meaning or element must have a particular orientation, be constructed and operated in a specific orientation, because
This is not considered as limiting the invention.
As the present invention of Fig. 1~14 provides a kind of diaphram wall milling slot method, comprising the following steps:
Step 1: presetting line along diaphram wall excavates foundation trench, washer stone is changed on foundation trench two sides ground, and prop up in foundation trench
If the template with foundation trench sidewall spacers, steel reinforcement cage, casting concrete are placed between foundation trench side wall and template, and wall 1 is led with production；
Step 2: foundation trench is divided into multiple 3 construction sections of single width diaphram wall, the single width of underground utilities 2 is worn under
3 construction section of diaphram wall makes the central axes of underground utilities 2 be located at the centre of 3 construction section of single width diaphram wall；
Step 3: the single width diaphram wall 3 for wearing the 3 construction section two sides of single width diaphram wall of underground utilities 2 under is applied
Workshop section carries out grooving and diaphram wall pouring construction respectively, and the single width diaphram wall 3 for wearing underground utilities 2 due under here is applied
3 construction section of single width diaphram wall of workshop section two sides is not constructed obstruction, therefore can use existing construction of diaphragm wall
Engineering method is constructed, and existing underground continuous wall construction method includes: to carry out to 3 construction section of single width diaphram wall in simple terms
" three grab grooving " is then placed in the steel reinforcement cage, tremie and locking notch pipe of single width diaphram wall 3, concrete perfusion, to mixed
Solidifying soil extracts conduit and lock pipe after reaching design strength；
Step 4: the single width diaphram wall 3 for wearing the 3 construction section two sides of single width diaphram wall of underground utilities 2 under reaches
To after design strength, the two sides above underground utilities 2 lead wall 1 and set up crown beam 4 along 2 direction of underground utilities, while in crown beam 4
The suspension protection 5 of underground utilities 2 is set, and underground utilities 2 are generally suspended in crown beam using more steel cables by suspension protection 5 here
It on 4, is not damaged in the construction process of course for underground utilities 2, the steel of tubular can also be placed on 2 surface of underground utilities
Protective case is worn under and is first excavated to downwards below underground utilities 2 at the 3 construction section foundation trench of single width diaphram wall of underground utilities 2
1.5~2m is deep, and digging process can be excavated using hand excavation or mini-excavator tool here, then underground utilities 2 are worn under
3 construction section of single width diaphram wall constructed close to two sides completion single width diaphram wall 3 at respectively rotary digging drilling hole to setting
Depth, rotary digging process mud off are counted, slurry coat method here can be mud prescription commonly used in the prior art, such as adopt
The mud mixed with water, bentonite, carboxymethyl cellulose and soda ash；
Distinguish Step 5: wearing two sides below the underground utilities 2 of 3 construction section of single width diaphram wall of underground utilities 2 under
It is put into half range steel retaining wall 7, half range steel retaining wall 7 here is as shown in Figure 11~13, the C-shaped tubular of the half range steel retaining wall 7, can be with
It is bent using certain thickness steel plate, being welded in the inner wall of the half range steel retaining wall 7 in horizontal plane is in the bracket of ┤ shape,
The notch of a pair of of half range steel retaining wall 7 is opposite and free end in contact, so that two half range steel retaining walls 7 just surround down and wear underground utilities 2
3 construction section of single width diaphram wall, each rotary digging hole 6 is in the underface of a ┤ shape bracket 8；
Step 6: the ┤ shape bracket 8 that each half range steel retaining wall 7 is impacted in two rotary digging hole 6 of face is distinguished using two percussive drills,
Half range steel retaining wall 7 is headed into underground；
Splice that multipair half range steel retaining wall 7 from top to bottom until under underground utilities 2 Step 7: repeating step 5 and step 6
The diaphram wall projected depth of side, to form the steel retaining wall of the construction of diaphragm wall section of 2 lower section of underground utilities, in buried pipe
2 two sides of line use hydraulic grab grooving 9 to projected depth respectively, do not have to mud off during grooving, due to 2 lower section of underground utilities
Construction of diaphragm wall section surrounded by steel retaining wall, the side pressure of no underground water influences, therefore the cell wall of hydraulic grab grooving 9 is not allowed
Easily collapse, hydraulic grab grooving here 9 can construct since the free face in rotary digging hole 6, and the mud in rotary digging hole 6 is avoided before construction
Slurry, which leaks out, first first to be extracted the mud in rotary digging hole 6 out with pump.Again with high-pressure rotary jetting apparatus diagonally downward below underground utilities 2
Soil body whirl spraying pore-forming, whirl spraying hole 10 offer the soil bodys multiple and below underground utilities 2 from top to bottom；
Step 8: the fresh water pouring in the hydraulic grab grooving 9 of 2 side of underground utilities, clear water here will at least be perfused
To be not less than steel retaining wall 0.3~0.5m of upper end so that clear water from whirl spraying hole 10 inject 2 other side of underground utilities hydraulic grab at
In slot 9 and be gradually crushed the 2 lower section soil body of underground utilities, here due in the hydraulic grab grooving 9 of 2 side of underground utilities containing clear
Water, and water level is higher, the hydraulic pressure of slot bottom part is larger, and clear water injects the hydraulic grab of 2 other side of underground utilities from whirl spraying hole 10
The soil body of 2 lower section of underground utilities is constantly washed away when in grooving 9, it is final to be crushed the 2 lower section soil body of underground utilities, then will with hydraulic grab
The soil that 9 bottom of hydraulic grab grooving of 2 other side of underground utilities is piled up in after conquassation is caught, and is then extracted clear water out and to pressure
The slot section perfusion mud formed after bursting；
Step 9: the multipair half range steel retaining wall 7 of 2 lower section two sides of underground utilities is hung out from underground, then clear with hydraulic grab
The remaining soil of 3 construction section of single width diaphram wall of underground utilities 2 is worn under reason.
In use due to above-described embodiment, the single width using the steel retaining wall being composed under underground utilities 2
3 construction section of diaphram wall, when steel retaining wall takes out from 3 construction section of single width diaphram wall, construction of diaphragm wall section grooving
Cell wall verticality and flatness it is preferable, while the lower section of underground utilities 2 can be broken up using the method for clear water conquassation faster
The soil body, then cleared up with hydraulic grab, will not only lead to the problem of underground utilities 2 and change to move and interfered to resident living, but also be not required to
It wants artificial construction to improve efficiency, does not also need single width diaphram wall 3 construction section of the construction personnel under underground utilities 2,
Improve the safety of construction.
In another embodiment, the lower end of the half range steel retaining wall 7 is taper cutting edge shape.It rushes to summit institute in percussive drill in this way
Soil resistance is smaller when stating half range steel retaining wall 7, and construction efficiency is higher.
In another embodiment, the cross section contour of half range steel retaining wall 7 described in the upper end edge of the half range steel retaining wall 7 opens up
It is fluted, since the plate of half range steel retaining wall 7 has certain thickness, the steel plate of 10~20mm thickness can be such as selected, therefore can be half
The upper end of width steel retaining wall 7 is slotted, and the upper end that 7 lower end of half range steel retaining wall on such upper layer can fall on lower layer's half range steel retaining wall 7 is recessed
In slot, align more neat.
In another embodiment, during the step 4 spiral-digging pore, mud liquid level is kept to be higher than level of ground water
Line at least 1.5m is avoided that underground water hydraulic pressure is higher than mud internal hydraulic pressure in this way, 6 hole wall of rotary digging hole is caused to collapse.
In another embodiment, mud used in the step 4 is bentonite slurry, since bentonite slurry has preferably
Film forming can form mudcake in 6 hole wall of rotary digging hole, therefore can preferably protect 6 hole wall of rotary digging hole.
In another embodiment, the step 7 mesohigh rotary jetting apparatus using spray high pressure clear water cut pore-forming, here by
Small compared with mud in the stickiness of clear water, high pressure jetting can generate bigger cutting force when cutting, and be conducive to whirl spraying hole 10 and construct.
Although the embodiments of the present invention have been disclosed as above, but its is not only in the description and the implementation listed
With it can be fully applied to various fields suitable for the present invention, for those skilled in the art, can be easily
Realize other modification, therefore without departing from the general concept defined in the claims and the equivalent scope, the present invention is simultaneously unlimited
In specific details and legend shown and described herein.
Claims (6)
1. a kind of diaphram wall milling slot method, which comprises the following steps:
Step 1: presetting line along diaphram wall excavates foundation trench, change washer stone on foundation trench two sides ground, and install in foundation trench with
The template of foundation trench sidewall spacers places steel reinforcement cage, casting concrete between foundation trench side wall and template, leads wall with production；
Step 2: foundation trench is divided into multiple single width construction of diaphragm wall sections, the single width underground that underground utilities are worn under connects
Continuous wall construction section, makes the central axes of underground utilities be located at the centre of single width construction of diaphragm wall section；
Step 3: wearing the single width construction of diaphragm wall section difference of the single width construction of diaphragm wall section two sides of underground utilities under
Carry out grooving and diaphram wall pouring construction；
Step 4: the single width diaphram wall for wearing the single width construction of diaphragm wall section two sides of underground utilities under reaches design by force
After degree, the two sides above underground utilities lead wall and set up crown beam along underground utilities direction, while underground utilities being arranged in crown beam
Suspension protection, wear under at the single width construction of diaphragm wall section foundation trench of underground utilities and to be first excavated to below underground utilities downwards
1.5~2m is deep, then wears under the single width construction of diaphragm wall sections of underground utilities and constructed the single width underground of completion close to two sides
Rotary digging drilling hole is distinguished at diaphragm wall to projected depth, rotary digging process mud off；
Step 5: wearing two sides below the underground utilities of the single width construction of diaphragm wall section of underground utilities under is respectively put into half range
Steel retaining wall, the C-shaped tubular of half range steel retaining wall, being welded in the inner wall of the half range steel retaining wall in horizontal plane is in the branch of ┤ shape
Frame, the notch of a pair of of half range steel retaining wall is opposite and free end in contact, so that two half range steel retaining walls just surround down and wear underground utilities
Single width construction of diaphragm wall section, each rotary digging hole is in the underface of a ┤ shape bracket；
Step 6: the ┤ shape bracket that each half range steel retaining wall is impacted in two rotary digging hole of face is distinguished using two percussive drills, it will be partly
Width steel retaining wall heads into underground；
Multipair half range steel retaining wall is set to splice the ground below underground utilities from top to bottom Step 7: repeating step 5 and step 6
Lower diaphragm wall projected depth, to form the steel retaining wall of the construction of diaphragm wall section below underground utilities, in underground utilities two sides
Respectively with hydraulic grab grooving to projected depth, do not have to mud off during grooving, then is existed diagonally downward with high-pressure rotary jetting apparatus
Soil body whirl spraying pore-forming below underground utilities, whirl spraying hole offer soil multiple and below underground utilities from top to bottom
Body；
Step 8: the fresh water pouring in the hydraulic grab grooving of underground utilities side, so that clear water injects buried pipe from whirl spraying hole
In the hydraulic grab grooving of the line other side and gradually soil body below conquassation underground utilities, then will be piled up in after conquassation with hydraulic grab
The hydraulic grab of the underground utilities other side is caught at the soil of trench bottom, is then extracted clear water out and to the slot section formed after conquassation
Mud is perfused；
Step 9: the multipair half range steel retaining wall of two sides below underground utilities is hung out from underground, then is cleared up down and worn with hydraulic grab
The remaining soil of the single width construction of diaphragm wall section of underground utilities.
2. diaphram wall milling slot method as described in claim 1, which is characterized in that the lower end of the half range steel retaining wall
For taper cutting edge shape.
3. diaphram wall milling slot method as described in claim 1, which is characterized in that the upper end of the half range steel retaining wall
It is opened up along the cross section contour of the half range steel retaining wall fluted.
4. diaphram wall milling slot method as described in claim 1, which is characterized in that the step 4 spiral-digging pore mistake
Cheng Zhong keeps mud liquid level to be higher than phreatic line at least 1.5m.
5. diaphram wall milling slot method as described in claim 1, which is characterized in that mud used in the step 4
For bentonite slurry.
6. diaphram wall milling slot method as described in claim 1, which is characterized in that the step 7 mesohigh whirl spraying
Machine cuts pore-forming using spray high pressure clear water.
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| CN201910550147.0A CN110318388B (en) | 2019-06-24 | 2019-06-24 | Underground continuous wall excavation grooving method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910550147.0A CN110318388B (en) | 2019-06-24 | 2019-06-24 | Underground continuous wall excavation grooving method |
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| CN110318388A true CN110318388A (en) | 2019-10-11 |
| CN110318388B CN110318388B (en) | 2021-04-20 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111749292A (en) * | 2020-07-02 | 2020-10-09 | 北京城建集团有限责任公司 | Construction process for grooving wall-connecting ground in pipeline dense area |
| CN112816660A (en) * | 2021-01-14 | 2021-05-18 | 浙江大学 | Centrifugal model test device and method for researching underground continuous wall construction environmental effect |
| WO2021203679A1 (en) * | 2020-04-10 | 2021-10-14 | 深圳市工勘岩土集团有限公司 | Slurry wall trenching comprehensive construction method for pipelines |
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| CN1120620A (en) * | 1994-10-11 | 1996-04-17 | 汉陆营造股份有限公司 | Construction method for underground obstacles through continuous wall |
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| CN105735244A (en) * | 2016-02-01 | 2016-07-06 | 上海交通大学 | Design and construction method for underground diaphragm wall slot segments bestriding existing sewage pipe |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| WO2021203679A1 (en) * | 2020-04-10 | 2021-10-14 | 深圳市工勘岩土集团有限公司 | Slurry wall trenching comprehensive construction method for pipelines |
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| CN112816660B (en) * | 2021-01-14 | 2022-04-08 | 浙江大学 | Centrifugal model test device and method for researching underground continuous wall construction environmental effect |
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| Publication number | Publication date |
|---|---|
| CN110318388B (en) | 2021-04-20 |
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