CN110258513A - A kind of construction method of the diaphram wall through super thick silty sand ground - Google Patents
A kind of construction method of the diaphram wall through super thick silty sand ground Download PDFInfo
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- CN110258513A CN110258513A CN201910453530.4A CN201910453530A CN110258513A CN 110258513 A CN110258513 A CN 110258513A CN 201910453530 A CN201910453530 A CN 201910453530A CN 110258513 A CN110258513 A CN 110258513A
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- slot
- connector
- grooving
- wall
- conduit
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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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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a kind of construction method of diaphram wall through super thick silty sand ground, the present invention is specifically includes the following steps: S1, construction of guide wall, S2, grooving and clear slot, S3, connector construction, S4, steel reinforcement cage installation, S5, concreting, the present invention relates to Diaphragm Wall fields.This runs through the construction method of the diaphram wall of super thick silty sand ground, mud is conveyed in grooving, it can prevent underground water from leaking into slot, unit groove jump point excavation section by section, utilize non-box cut section self-forming support construction, it can prevent cell wall soil layer from collapsing, connector slot can make connector positioning more acurrate, and convenient for fixing, cell wall and slot bottom are detected and cleared up before launching connector, it can prevent from encountering barrier in connector launch process, influence construction progress, accelerate speed of application, the flow-stopping plate being arranged when placing connector can prevent in concrete seepage flow to next unit slot, under the influence of a unit groove construct, practicability is higher.
Description
Technical field
The present invention relates to Diaphragm Wall field, specially a kind of diaphram wall through super thick silty sand ground is applied
Work 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, lead the reinforced concrete structure that wall is usually perfused on the spot, main function is:
Guarantee the geometric dimension and shape of diaphram wall design；Part mud is holded, guarantees liquid level stabilizing when trenching construction；It bears to dig
The load of groove mechanical protects notch Tu Bi not destroy, and the benchmark as installation framework of steel reinforcement.
When the soil layer of slotting position is super thick silty sand ground, the construction method of current diaphram wall is in work progress
In cell wall can not be protected in time, it is easy to cause cell wall soil layer to collapse, influence the duration, reduce speed of application, in addition exist
In concreting process, concrete can be leaked out to and not poured in unit groove, when carrying out the construction of next unit slot, be needed to infiltration
Concrete out is cleared up, and is reduced working efficiency, and waste of resource, is increased cost.
Summary of the invention
(1) the technical issues of solving
In view of the deficiencies of the prior art, the present invention provides a kind of construction parties of diaphram wall through super thick silty sand ground
Method, solving in time to protect cell wall, and cell wall easily collapses, and influence the duration, speed of application is reduced, in concreting
In the process, the problem of concrete can be leaked out to and not poured in unit groove, be not easily cleaned, and waste of resource, increase cost.
(2) technical solution
In order to achieve the above object, the present invention is achieved by the following technical programs: a kind of ground through super thick silty sand ground
The construction method of lower diaphragm wall, specifically includes the following steps:
S1, construction of guide wall: arrangement grooving place first makes levelling of the land no-sundries, and positioned, determines guide groove position
It sets, then during grooving, conveys mud into slot in grooving, then wiretie bracket into guide groove is excavated with chute forming machine,
And template is set up among Steel bar rack, then casting concrete, makes concrete wrap Steel bar rack, will after concrete formation
Template is dismantled, and stull is arranged, and this completes the constructions for leading wall；
S2, grooving and clear slot: carrying out grooving using chute forming machine, and each unit groove jump point formula excavation section by section finally again will
Slot section is dug through, and during grooving, supplements mud into slot in grooving, the mud and extra mud after the completion of grooving, to slot bottom
It is cleared up；
S3, connector construction: connector slot is dug in slot bottom, is then first checked in the position for needing to launch connector, is removed
Connector abutting slot section is slowly put to slot bottom, and is cleaned with water between connector and cell wall by the barrier of cell wall or slot bottom, then
The groove extended downwardly is opened up in cell wall and the nearest place of joint location, and flow-stopping plate is set in groove, and makes to keep off
One side of the flowing plate far from groove is in contact with the surface of connector, and this completes connector placements；
S4, steel reinforcement cage installation: cell wall both sides set up vertically and horizontally lifting truss on the ground, and the steel reinforcement cage made is vertical
It slings, it is made to be directed at cell wall, slow sinking to slot bottom, then at the top of steel reinforcement cage, bracket is hung in setting, and withdraws lifting truss,
Complete the installation of steel reinforcement cage；
S5, concreting: mud is first filled into slot, and conduit is installed, concreting is then carried out, with coagulation
While native liquid level rises, conduit is mentioned upwards, after the completion of pouring work, dismantles conduit immediately and pour frame.
Preferably, each unit groove in the step S1, grooving segmentation is no more than 3, grooving process slurry coat method liquid
Face, which should be higher than that, leads wall bottom surface 5m.
Preferably, mud should store for 24 hours after the completion of preparation in the step S1 and step S2, to the abundant water of mud materials
Changing rear can be used.
Preferably, in the step S4 truss main reinforcement preferably use HRB335 grades or HRB400 grades of reinforcing bars, bar diameter it is unsuitable
It should remake or modify if the steel reinforcement cage that being displaced, loosening or snap occur in steel reinforcement cage tie point must not enter slot less than 20mm
It is good.
Preferably, in the step S5 when slot segment length is not more than 6m, slot section concrete preferably uses two conduits simultaneously
It pours, when slot segment length is greater than 6m, slot section concrete preferably uses three conduits while pouring.
Preferably, conduit bottom is apart from the hanging about 30cm-50cm of slot bottom in the step S5, and when conduit is installed should be noted that and connect
Head is completely embedded, and each connector join should be added with sealing ring, to prevent conduit gas leakage leak.
Preferably, when just starting to be poured in the step S5, guarantee that the buried depth of conduit is greater than 50cm, poured in subsequent
During building, control depth of tremie dismantles conduit between 1.5m-3.0m, and according to the buried depth situation of conduit in real time.
(3) beneficial effect
The present invention provides a kind of construction methods of diaphram wall through super thick silty sand ground.Have compared with prior art
It is standby following the utility model has the advantages that
(1), field should be made by arranging grooving place first through the construction method of the diaphram wall of super thick silty sand ground
The smooth no-sundries in ground, and positioned, it determines guide groove position, then uses chute forming machine into excavation guide groove, during grooving, side grooving
While convey mud into slot, then wiretie bracket, and template is set up among Steel bar rack, then casting concrete, makes
Concrete wraps Steel bar rack, template is dismantled after concrete formation, and stull is arranged, the specific gravity of mud than water weight, it
Underground water can be suppressed in slot to leak into slot, the soil body of cell wall is not made to collapse, while mud also can be steady by the weight of itself
Determine the cell wall soil body, mud can also form mudcake retaining wall, prevent underground water from leaking into slot, and prevent cell wall sandy soil from falling off.
It (2), should be through the construction method of the diaphram wall of super thick silty sand ground, by the way that each unit groove jump point formula to be segmented
It excavates, finally slot section is dug through again, during grooving, supplements mud into slot in grooving, the silt after the completion of grooving, to slot bottom
Mud and extra mud are cleared up, unit groove jump point excavation section by section, using non-box cut section self-forming support construction, and side grooving
Side conveys mud, forms retaining wall on cell wall, can effectively prevent landslip of the sides of the trench during grooving
It (3), should be through the construction method of the diaphram wall of super thick silty sand ground, by digging connector slot in slot bottom, then
First checked in the position for needing to launch connector, remove the barrier of cell wall or slot bottom, by connector abutting slot section slowly put to
Slot bottom opens up the groove extended downwardly in cell wall and the nearest place of joint location, and flow-stopping plate is arranged in groove,
Slot bottom digs connector slot, and connector positioning can be made more acurrate, and convenient for fixing, examines before launching connector to cell wall and slot bottom
It surveys and clears up, can prevent from encountering barrier in connector launch process, influence construction progress, accelerate speed of application, place connector
When the flow-stopping plate that is arranged can prevent in concrete seepage flow to next unit slot, under the influence of a unit groove construct, practicability is higher.
Detailed description of the invention
Fig. 1 is process flow chart of the invention；
Fig. 2 is the top view of groove structure of the present invention.
In figure: 1 connector, 2 grooves, 3 flow-stopping plates.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other
Embodiment shall fall within the protection scope of the present invention.
The embodiment of the present invention provides a kind of technical solution referring to FIG. 1-2: a kind of underground through super thick silty sand ground is continuous
The construction method of wall, specifically includes the following steps:
S1, construction of guide wall: arrangement grooving place first makes levelling of the land no-sundries, and positioned, determines guide groove position
It sets, then during grooving, conveys mud into slot in grooving, then wiretie bracket into guide groove is excavated with chute forming machine,
And template is set up among Steel bar rack, then casting concrete, the design strength grade of concrete not preferably less than C20 leads wall
Bottom surface should not be arranged on recent fill, and buried depth is not preferably less than 1.5m, and concrete is made to wrap Steel bar rack, concrete formation
Template is dismantled afterwards, and stull is set, stull can play a supporting role before leading wall concrete setting, and this completes lead
The construction of wall；
S2, grooving and clear slot: carrying out grooving using chute forming machine, and each unit groove jump point formula excavation section by section finally again will
Slot section is dug through, and during grooving, supplements mud into slot in grooving, mud be by bentonite, carboxymethyl cellulose, soda ash,
The raw materials such as siderochrome wooden calcium sulfonate cooperate according to a certain percentage, and suspension made of adding water and stirring, after the completion of grooving, to slot bottom
Mud and extra mud cleared up；
S3, connector 1 are constructed: being dug 1 slot of connector in slot bottom, then first checked in the position for needing to launch connector 1, clearly
Except cell wall or the barrier of slot bottom, the abutting slot section of connector 1 is slowly put to slot bottom, and is cleaned with water between connector 1 and cell wall,
Then the groove extended downwardly 2 is opened up in cell wall and the nearest place in 1 position of connector, and flow-stopping plate is set in groove 2
3, and one side of the flow-stopping plate 3 far from groove 2 is made to be in contact with the surface of connector 1, this completes the placements of connector 1；
S4, steel reinforcement cage installation: cell wall both sides set up vertically and horizontally lifting truss on the ground, and the steel reinforcement cage made is vertical
It slings, it is made to be directed at cell wall, slow sinking to slot bottom, then at the top of steel reinforcement cage, bracket is hung in setting, and withdraws lifting truss,
Complete the installation of steel reinforcement cage；
S5, concreting: mud is first filled into slot, and conduit is installed, concreting is then carried out, with coagulation
While native liquid level rises, conduit is mentioned upwards, after the completion of pouring work, dismantles conduit immediately and pour frame.
In the present invention, each unit groove in step S1, grooving segmentation is no more than 3, grooving process slurry coat method liquid level
It should be higher than that and lead wall bottom surface 5m.
In the present invention, step S1, mud should carry out trial and indoor performance test, simulated mud in step S2 and step S5
It should be determined by test, should store after the completion of preparation for 24 hours, can be used to the abundant aquation rear of mud materials.
In the present invention, truss main reinforcement preferably uses HRB335 grades or HRB400 grades of reinforcing bars in step S4, and bar diameter is unsuitable small
It should remake or modify if the steel reinforcement cage that being displaced, loosening or snap occur in steel reinforcement cage tie point must not enter slot in 20mm
It is good.
In the present invention, in step S5 when slot segment length is not more than 6m, slot section concrete preferably uses two conduits while pouring
It builds, when slot segment length is greater than 6m, slot section concrete preferably uses three conduits while pouring.
In the present invention, conduit bottom is apart from the hanging about 30cm-50cm of slot bottom in step S5, and when conduit is installed should be noted that connector
1 is completely embedded, and each 1 join of connector should be added with sealing ring, to prevent conduit gas leakage leak.
In the present invention, when just starting to be poured in step S5, guarantees that the buried depth of conduit is greater than 50cm, poured in subsequent
In the process, control depth of tremie dismantles conduit between 1.5m-3.0m, and according to the buried depth situation of conduit in real time.
It should be noted that, in this document, relational terms such as first and second and the like are used merely to a reality
Body or operation are distinguished with another entity or operation, are deposited without necessarily requiring or implying between these entities or operation
In any actual relationship or order or sequence.Moreover, the terms "include", "comprise" or its any other variant are intended to
Non-exclusive inclusion, so that the process, method, article or equipment including a series of elements is not only wanted including those
Element, but also including other elements that are not explicitly listed, or further include for this process, method, article or equipment
Intrinsic element.
It although an embodiment of the present invention has been shown and described, for the ordinary skill in the art, can be with
A variety of variations, modification, replacement can be carried out to these embodiments without departing from the principles and spirit of the present invention by understanding
And modification, the scope of the present invention is defined by the appended.
Claims (7)
1. a kind of construction method of the diaphram wall through super thick silty sand ground, it is characterised in that: specifically includes the following steps:
S1, construction of guide wall: arrangement grooving place first makes levelling of the land no-sundries, and positioned, determines guide groove position, so
During grooving, mud is conveyed into slot in grooving, then wiretie bracket into guide groove is excavated with chute forming machine afterwards, and
Template is set up among Steel bar rack, then casting concrete, concrete is made to wrap Steel bar rack, by template after concrete formation
It dismantles, and stull is set, this completes the constructions for leading wall；
S2, grooving and clear slot: grooving is carried out using chute forming machine, by each unit groove jump point formula excavation section by section, finally again by slot section
It digs through, during grooving, supplements mud into slot in grooving, after the completion of grooving, mud and extra mud to slot bottom are carried out
Cleaning；
S3, connector (1) construction: digging connector (1) slot in slot bottom, then first checked in the position for needing to launch connector (1),
The barrier for removing cell wall or slot bottom slowly puts connector (1) abutting slot section to slot bottom, and between connector (1) and cell wall into
Row is cleaned with water, then opens up the groove extended downwardly (2) in cell wall and the nearest place in connector (1) position, and in groove (2)
Interior setting flow-stopping plate (3), and flow-stopping plate (3) is made to be in contact far from the one side of groove (2) with the surface of connector (1), it is thus complete
It is placed at connector (1)；
S4, steel reinforcement cage installation: cell wall both sides set up vertically and horizontally lifting truss on the ground, and the steel reinforcement cage made vertically is hung
It rises, so that it is directed at cell wall, slow sinking to slot bottom, then bracket is hung in setting at the top of steel reinforcement cage, and withdraws lifting truss, complete
At the installation of steel reinforcement cage；
S5, concreting: mud is first filled into slot, and conduit is installed, concreting is then carried out, with concrete liquid
While position rises, conduit is mentioned upwards, after the completion of pouring work, dismantles conduit immediately and pour frame.
2. a kind of construction method of diaphram wall through super thick silty sand ground according to claim 1, it is characterised in that:
Each unit groove in the step S1, grooving are segmented no more than 3, and grooving process slurry coat method liquid level, which should be higher than that, leads wall bottom surface
5m。
3. a kind of construction method of diaphram wall through super thick silty sand ground according to claim 1, it is characterised in that:
Mud should store for 24 hours after the completion of preparation in the step S1, step S2 and step S5, can after the abundant aquation of mud materials
It uses.
4. a kind of construction method of diaphram wall through super thick silty sand ground according to claim 1, it is characterised in that:
Truss main reinforcement preferably uses HRB335 grades or HRB400 grades of reinforcing bars in the step S4, and bar diameter is not preferably less than 20mm, if reinforcing bar
The steel reinforcement cage that being displaced, loosening or snap occur in cage tie point must not enter slot, should remake or modify and is intact.
5. a kind of construction method of diaphram wall through super thick silty sand ground according to claim 1, it is characterised in that:
In the step S5 when slot segment length is not more than 6m, slot section concrete preferably uses two conduits while pouring, and slot segment length is big
When 6m, slot section concrete preferably uses three conduits while pouring.
6. a kind of construction method of diaphram wall through super thick silty sand ground according to claim 1, it is characterised in that:
Conduit bottom is apart from the hanging about 30cm-50cm of slot bottom in the step S5, and when conduit is installed should be noted that the connection of connector (1) is tight
Close, each connector (1) join should be added with sealing ring, to prevent conduit gas leakage leak.
7. a kind of construction method of diaphram wall through super thick silty sand ground according to claim 1, it is characterised in that:
When just starting to be poured in the step S5, guarantee that the buried depth of conduit is greater than 50cm, in subsequent casting process, control is led
Pipe buried depth dismantles conduit between 1.5m-3.0m, and according to the buried depth situation of conduit in real time.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910453530.4A CN110258513A (en) | 2019-05-28 | 2019-05-28 | A kind of construction method of the diaphram wall through super thick silty sand ground |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910453530.4A CN110258513A (en) | 2019-05-28 | 2019-05-28 | A kind of construction method of the diaphram wall through super thick silty sand ground |
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| CN110258513A true CN110258513A (en) | 2019-09-20 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111519637A (en) * | 2020-04-10 | 2020-08-11 | 深圳市工勘岩土集团有限公司 | Grooving comprehensive construction method for pipeline underground diaphragm wall |
| CN113216153A (en) * | 2021-05-20 | 2021-08-06 | 南京工业大学 | Automatic high-pressure water jet device suitable for underground continuous wall excavation and construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201125396Y (en) * | 2007-11-05 | 2008-10-01 | 上海市第二市政工程有限公司 | Underground continuous wall water stop joint device |
| CN101608447A (en) * | 2009-07-10 | 2009-12-23 | 上海隧道工程股份有限公司 | A kind of cross steel plate water-stopping joint continuous concrete wall and joint construction method thereof |
| CN104612179B (en) * | 2014-12-31 | 2017-03-29 | 上海市机械施工集团有限公司 | Through the construction method of the diaphram wall of super thick silty sand ground |
-
2019
- 2019-05-28 CN CN201910453530.4A patent/CN110258513A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201125396Y (en) * | 2007-11-05 | 2008-10-01 | 上海市第二市政工程有限公司 | Underground continuous wall water stop joint device |
| CN101608447A (en) * | 2009-07-10 | 2009-12-23 | 上海隧道工程股份有限公司 | A kind of cross steel plate water-stopping joint continuous concrete wall and joint construction method thereof |
| CN104612179B (en) * | 2014-12-31 | 2017-03-29 | 上海市机械施工集团有限公司 | Through the construction method of the diaphram wall of super thick silty sand ground |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111519637A (en) * | 2020-04-10 | 2020-08-11 | 深圳市工勘岩土集团有限公司 | Grooving comprehensive construction method for pipeline underground diaphragm wall |
| CN111519637B (en) * | 2020-04-10 | 2021-12-24 | 深圳市工勘基础工程有限公司 | Grooving comprehensive construction method for pipeline underground diaphragm wall |
| CN113216153A (en) * | 2021-05-20 | 2021-08-06 | 南京工业大学 | Automatic high-pressure water jet device suitable for underground continuous wall excavation and construction method |
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Application publication date: 20190920 |