CN110820723A - Construction control method for underground diaphragm wall of deep and large foundation pit support structure of station - Google Patents
Construction control method for underground diaphragm wall of deep and large foundation pit support structure of station Download PDFInfo
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- CN110820723A CN110820723A CN201911152735.5A CN201911152735A CN110820723A CN 110820723 A CN110820723 A CN 110820723A CN 201911152735 A CN201911152735 A CN 201911152735A CN 110820723 A CN110820723 A CN 110820723A
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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
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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Abstract
The invention relates to a construction control method for an underground diaphragm wall of a deep and large foundation pit enclosure structure of a station, and belongs to the technical field of underground wall construction. The method comprises the following steps. S1, leveling the field; s2, construction measurement positioning; s3, constructing a guide wall; s4, after the guide wall is solidified, excavating the underground continuous wall to form a groove, dividing a plurality of groove sections according to construction requirements, dividing the divided groove sections for the second time, sequentially dividing the groove sections into a first section, a second section and a third section, wherein the second section is arranged between the first section and the third section, drilling a guide hole in the second section by adopting a rotary drilling rig, and grabbing a groove hole between the first section and the third section through construction on the side of a grab bucket of the continuous wall so as to enable the guide hole and the groove hole to be communicated with each other; s5, pouring the groove section concrete; s6, repeating the step S5 in other groove sections for pouring; and S7, casting the joint surface.
Description
Technical Field
The invention relates to the technical field of underground wall construction, in particular to a construction control method for an underground continuous wall of a deep and large foundation pit enclosure structure of a station.
Background
The underground continuous wall is a foundation engineering, and adopts a trenching machine on the ground, and under the condition of slurry wall protection, a long and narrow deep groove is excavated along the peripheral axis of the deep excavation engineering, after the groove is cleaned, a steel reinforcement cage is hung in the groove, then underwater concrete is poured by using a conduit method to construct a unit groove section, and the steps are carried out section by section, so that a continuous reinforced concrete wall is constructed underground to be used as a structure for intercepting water, preventing seepage, bearing and retaining water.
The construction method of the existing underground diaphragm wall generally needs to adopt a rotary drilling rig to drill more than two guide holes in the process of digging and grooving, and then uses a grabbing head to grab a groove section in the guide holes, so that the construction process is complex, the construction difficulty is high, the stability of the groove section between the guide holes is extremely poor, the phenomenon of groove section collapse possibly exists in the grabbing head grabbing process, and excessive slag and mud are deposited in the groove bottom.
Disclosure of Invention
The invention aims to provide a construction control method for an underground continuous wall of a deep and large foundation pit support structure of a station, which solves the defects of the prior art.
The embodiment of the invention is realized by the following steps:
the embodiment of the invention provides a construction control method for an underground continuous wall of a deep and large foundation pit enclosure structure of a station, which comprises the following steps,
s1, leveling the field;
s2, construction measurement positioning, namely, firstly, measuring a guide wall line by using a theodolite, and then, releasing the guide wall line by using a marker;
s3, constructing a guide wall according to the guide wall line;
s4, after the guide wall is solidified, excavating the underground continuous wall to form a groove, dividing a plurality of groove sections according to construction requirements, dividing the divided groove sections for the second time, sequentially dividing the groove sections into a first section, a second section and a third section, wherein the second section is arranged between the first section and the third section, drilling a guide hole in the second section by adopting a rotary drilling rig, and grabbing a groove hole between the first section and the third section through construction on the side of a grab bucket of the continuous wall so as to enable the guide hole and the groove hole to be communicated with each other;
s5, placing a reinforcement cage in the groove section of the excavated groove, arranging a joint and a guide pipe in sequence, performing concrete pouring on the groove section through the guide pipe, and pulling out the joint after the concrete pouring is finished;
s6, repeating the step S5 in other groove sections for pouring;
and S7, cleaning the joint surface of the poured groove section, brushing slurry on the joint surface by a wall brushing device in a reciprocating mode up and down along the joint surface with the joint pulled out, and pouring the joint surface.
Specifically, according to the construction control method for the underground diaphragm wall of the building envelope structure of the deep and large foundation pit of the station, the groove sections are divided for the second time, the middle guide hole groove section is drilled, then the side construction is carried out towards two sides through the guide holes, and the groove holes on two sides are captured.
Optionally, in step S1, the site is pre-treated by a shovel, and then the treated site is cleaned again by a shovel, so that the site is flat.
Specifically, level and smooth the place through man-machine complex mode, can reduce the uneven pot hole in the place for the place has higher planarization, and subsequent measurement unwrapping wire possesses the reliability, and simultaneously, man-machine complex operational mode can practice thrift manpower and mechanical cost.
Optionally, after step S4, a step of cleaning the bottom of the tank is further included, in which the continuous wall grab bucket is used to clean the slag and the deposited slurry at the bottom of the tank section, and the slurry at the bottom of the tank section is replaced and filtered by using the circulating slurry.
Specifically, in the step of cleaning the bottom of the tank, the mud with the performance meeting the requirements replaces the heavy sediment and other large particles at the bottom of the tank, so that the concrete quality and the sedimentation amount of the underground diaphragm wall can be ensured, the follow-up construction is facilitated, the reinforcement cage is protected, and meanwhile, the uneven sedimentation is also avoided.
Optionally, the step of cleaning the bottom of the tank further comprises a hole cleaning and slurry changing operation to blow away the slag and the deposited slurry at the bottom of the tank section.
Specifically, the operation of cleaning and replacing the hole can pump and replace the slurry in the original drilled hole, reduce the indexes of the slurry such as relative density, viscosity, sand content and the like, clear away the drilling slag, reduce the thickness of the sediment and prevent the bearing capacity from being reduced due to the over-thick remained sediment soil.
Optionally, in step S5, the reinforcement cage is lifted by a crane, and then turned over to adjust the angle, and then placed in the groove section.
The concrete, set up the steel reinforcement cage and can play the effect of fixed stay to the groove section, improve underground continuous wall's structural stability, simultaneously, predetermine the steel reinforcement cage and can do benefit to follow-up construction, prevent falling of groove section wall dregs and destroy the stability of groove section, improve construction process's convenience.
Optionally, in step S5, the pouring of the concrete into the trough section includes placing spacer balls into the guide tube, and the concrete tanker sends the concrete into the hopper above the guide tube through the pouring frame and continues pouring.
Specifically, put into the pipe with the isolation ball and can play the effect of keeping apart mud and concrete, prevent that concrete and mud from joining into one to improve underground continuous wall's stable in structure.
Optionally, the conduit is pulled up and/or removed during the pouring process, with an accompanying increase in the volume of concrete poured.
Specifically, the pipe is pulled up and/or dismantled and can be prevented that the pipe from being absorbed in and fixed to the concrete, simultaneously, pull up the pipe at the watering in-process and also can make the watering liquid level have certain relative distance with the pipe all the time to improve the watering effect, guarantee that the liquid level flushes.
Optionally, the number of the guide pipes is two, and the two guide pipes are always located at the same horizontal height position in the irrigation process so as to ensure that the liquid level is flush.
Specifically, adopt two pipes, can improve watering speed, lie in same level position with two pipes all the time, can make the watering liquid level can not incline, improve the watering effect.
Optionally, in step S2, constructing the guide wall sequentially includes the following steps of excavating the guide wall, binding reinforcing steel bars to the guide wall, erecting a guide wall formwork, pouring guide wall concrete, and grouting in the guide wall.
Optionally, the guide wall excavation adopts a man-machine cooperation excavation mode, firstly, an excavator is adopted to pre-excavate the guide wall, and then, the guide wall is manually cleaned.
Compared with the prior art, the beneficial effects of the embodiment of the invention include, for example:
according to the construction control method for the underground continuous wall of the building envelope structure of the deep and large foundation pit of the station, the groove sections are divided for the second time, the middle guide hole groove section is drilled, the side construction is carried out towards two sides through the guide holes, the groove holes on two sides are captured, the construction is convenient and fast, the process difficulty is low, the structural stability in the groove sections is high, and the accumulation of muck and slurry at the groove bottom can be effectively reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a schematic flow chart of a method for controlling construction of an underground continuous wall of a deep and large foundation pit enclosure structure of a station according to an embodiment of the invention;
fig. 2 is a schematic flow chart of constructing a guide wall according to an embodiment of the present invention;
fig. 3 is a schematic view of trenching construction of the underground diaphragm wall according to the embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the present invention, it should be noted that the terms "first", "second", "third", etc. are used only for distinguishing the description, and are not intended to indicate or imply relative importance.
The terms "upper", "lower", "left", "right", "inner", "outer", and the like, refer to orientations or positional relationships based on orientations or positional relationships illustrated in the drawings or orientations and positional relationships that are conventionally used in the practice of the products of the present invention, and are used for convenience in describing and simplifying the invention, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the invention.
Furthermore, the terms "vertical" and the like do not require absolute perpendicularity between the components, but may be slightly inclined. Such as "vertical" merely means that the direction is relatively more vertical and does not mean that the structure must be perfectly vertical, but may be slightly inclined.
In the description of the present invention, it is also to be noted that the terms "disposed," "mounted," "connected," and the like are to be construed broadly unless otherwise specifically stated or limited. For example, the connection can be fixed, detachable or integrated; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Examples
Fig. 1 is a schematic flow chart of a method for controlling construction of an underground diaphragm wall of a deep and large foundation pit enclosure structure of a station according to an embodiment of the invention.
Fig. 3 is a schematic view of trenching construction of the underground diaphragm wall according to the embodiment of the present invention.
Referring to fig. 1 and 3, an embodiment of the present invention provides a method for controlling the construction of an underground diaphragm wall of a deep and large foundation pit enclosure of a station, including the following steps:
s1, leveling the field;
s2, construction measurement positioning, namely, firstly, measuring a guide wall line by using a theodolite, and then, releasing the guide wall line by using a marker;
s3, constructing a guide wall according to the guide wall line;
s4, after the guide wall is solidified, excavating the underground continuous wall to form a groove, dividing a plurality of groove sections according to construction requirements, dividing the divided groove sections for the second time, sequentially dividing the groove sections into a first section, a second section and a third section, wherein the second section is arranged between the first section and the third section, drilling a guide hole in the second section by adopting a rotary drilling rig, and grabbing a groove hole between the first section and the third section through construction on the side of a grab bucket of the continuous wall so as to enable the guide hole and the groove hole to be communicated with each other;
s5, placing a reinforcement cage in the groove section of the excavated groove, arranging a joint and a guide pipe in sequence, performing concrete pouring on the groove section through the guide pipe, and pulling out the joint after the concrete pouring is finished;
s6, repeating the step S5 in other groove sections for pouring;
and S7, cleaning the joint surface of the poured groove section, brushing slurry on the joint surface by a wall brushing device in a reciprocating mode up and down along the joint surface with the joint pulled out, and pouring the joint surface.
The construction control method is characterized in that the groove sections are divided for the second time, the middle guide hole groove section is drilled, lateral construction is conducted on the two sides through the guide holes, and the groove holes on the two sides are captured.
It should be noted that in one embodiment of this embodiment, step S1 includes the following sub-steps, a shovel car is used to pre-treat the site, and a shovel is used to perform a secondary cleaning operation on the treated site to level the site.
It can be understood that, level the place through man-machine complex mode, can reduce the uneven pot hole in the place for the place has higher planarization, and subsequent measurement unwrapping wire possesses the reliability, and simultaneously, man-machine complex operational mode can practice thrift manpower and mechanical cost.
In this embodiment, after step S4, a step of cleaning the bottom of the tank is further included, in which the continuous wall grab bucket is used to clean the slag and deposited slurry at the bottom of the tank section, and the slurry at the bottom of the tank section is replaced and filtered by using the circulating slurry.
It is worth mentioning that in the step of cleaning the bottom of the tank, thick sediments and other large particles at the bottom of the tank are replaced by mud with performance meeting the requirements, so that the concrete quality and sedimentation amount of the underground continuous wall can be ensured, the follow-up construction is facilitated, the reinforcement cage is protected, and meanwhile, the uneven sedimentation is avoided.
The step of cleaning the tank bottom also comprises the operation of cleaning holes and changing slurry so as to blow away the slag and the deposited slurry at the bottom of the tank section. It can be understood that the operation of cleaning and replacing the hole can pump and replace the mud in the original drilled hole, reduce the indexes of the mud such as relative density, viscosity, sand content and the like, clear away the drilling slag, reduce the thickness of sediment and prevent the bearing capacity from being reduced due to the over-thick remained sediment.
Referring to fig. 1 again, in step S5, the reinforcement cage is lifted by a crane, and then turned over to adjust the angle, and then placed in the groove section.
It is worth explaining that the arrangement of the reinforcement cage can play a role in fixedly supporting the groove section, the structural stability of the underground diaphragm wall is improved, meanwhile, the preset reinforcement cage can be beneficial to subsequent construction, the stability that the groove section is damaged by falling of slag soil on the four walls of the groove section is prevented, and the convenience of a construction process is improved.
In step S5, the concrete pouring of the trough section includes the steps of placing spacer balls in the guide tube, and the concrete tanker sends concrete to the hopper above the guide tube through the pouring frame and continues pouring.
It is worth saying that the isolation ball is placed in the guide pipe to play a role in isolating mud and concrete, so that the concrete and the mud are prevented from being mixed together, and the structural stability of the underground continuous wall is improved.
It is also worth mentioning that the conduit is lifted and/or dismantled during the pouring process, with an increase in the volume of concrete poured. It will be appreciated that the raising and/or removal of the conduit prevents the conduit from becoming trapped in and anchored to the concrete, and that the raising of the conduit during irrigation also enables the irrigation liquid level to be at a certain relative distance from the conduit throughout, thereby improving the irrigation effect and ensuring that the liquid level is level.
Meanwhile, in the embodiment, the number of the guide pipes is two, and the two guide pipes are always positioned at the same horizontal height position in the irrigation process so as to ensure that the liquid level is flush.
It can be understood that the two guide pipes are adopted, so that the irrigation speed can be improved, the two guide pipes are always positioned at the same horizontal height position, the irrigation liquid level cannot be inclined, and the irrigation effect is improved. It will also be understood that the number and location of the conduits are not limiting, but merely illustrative of the number of conduits, to increase the irrigation rate without tilting the irrigation level and improve the irrigation effect.
Fig. 2 is a schematic flow chart of constructing a guide wall according to an embodiment of the present invention;
referring to fig. 2, in step S2, constructing the guide wall sequentially includes the following steps of excavating the guide wall, binding reinforcing steel bars to the guide wall, erecting a guide wall formwork, pouring guide wall concrete, and grouting into the guide wall.
It is worth explaining that the guide wall excavation adopts a man-machine cooperation excavation mode, firstly, an excavator is adopted to pre-excavate the guide wall, and then, the guide wall is manually cleaned.
In conclusion, the invention provides a construction control method for the underground continuous wall of the deep and large foundation pit enclosure structure of the station. The construction control method of the underground continuous wall of the deep and large foundation pit support structure of the station comprises the following steps. S1, leveling the field; s2, construction measurement positioning, namely, firstly, measuring a guide wall line by using a theodolite, and then, releasing the guide wall line by using a marker; s3, constructing a guide wall according to the guide wall line; s4, after the guide wall is solidified, excavating the underground continuous wall to form a groove, dividing a plurality of groove sections according to construction requirements, dividing the divided groove sections for the second time, sequentially dividing the groove sections into a first section, a second section and a third section, wherein the second section is arranged between the first section and the third section, drilling a guide hole in the second section by adopting a rotary drilling rig, and grabbing a groove hole between the first section and the third section through construction on the side of a grab bucket of the continuous wall so as to enable the guide hole and the groove hole to be communicated with each other; s5, placing a reinforcement cage in the groove section of the excavated groove, arranging a joint and a guide pipe in sequence, performing concrete pouring on the groove section through the guide pipe, and pulling out the joint after the concrete pouring is finished; s6, repeating the step S5 in other groove sections for pouring; and S7, cleaning the joint surface of the poured groove section, brushing slurry on the joint surface by a wall brushing device in a reciprocating mode up and down along the joint surface with the joint pulled out, and pouring the joint surface. According to the construction control method for the underground continuous wall of the building envelope structure of the deep and large foundation pit of the station, the groove sections are divided for the second time, the middle guide hole groove section is drilled, the side construction is carried out towards two sides through the guide holes, the groove holes on two sides are captured, the construction is convenient and fast, the process difficulty is low, the structural stability in the groove sections is high, and the accumulation of muck and slurry at the groove bottom can be effectively reduced.
It should be noted that the features of the embodiments of the present invention may be combined with each other without conflict.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A construction control method for an underground diaphragm wall of a deep and large foundation pit enclosure structure of a station is characterized by comprising the following steps,
s1, leveling the field;
s2, construction measurement positioning, namely, firstly, measuring a guide wall line by using a theodolite, and then, releasing the guide wall line by using a marker;
s3, constructing a guide wall according to the guide wall line;
s4, after the guide wall is solidified, excavating the underground continuous wall to form a groove, dividing a plurality of groove sections according to construction requirements, dividing the divided groove sections for the second time, sequentially dividing the groove sections into a first section, a second section and a third section, wherein the second section is arranged between the first section and the third section, drilling a guide hole in the second section by adopting a rotary drilling rig, and grabbing a groove hole between the first section and the third section through construction on the side of a grab bucket of the continuous wall so as to enable the guide hole and the groove hole to be communicated with each other;
s5, placing a reinforcement cage in the groove section of the excavated groove, arranging a joint and a guide pipe in sequence, performing concrete pouring on the groove section through the guide pipe, and pulling out the joint after the concrete pouring is finished;
s6, repeating the step S5 in other groove sections for pouring;
and S7, cleaning the joint surface of the poured groove section, brushing slurry on the joint surface by a wall brushing device in a reciprocating mode up and down along the joint surface with the joint pulled out, and pouring the joint surface.
2. The method for controlling the construction of the underground diaphragm wall of the building enclosure of the deep and large foundation pit of the station as claimed in claim 1, wherein in step S1, a shovel car is used to pre-treat the site, and then a shovel is used to perform a secondary cleaning of the treated site so as to level the site.
3. The construction control method for the underground diaphragm wall of the building enclosure of the deep and large foundation pit of the station as claimed in claim 1, characterized in that after the step S4, a step of cleaning the bottom of the pit section by using the diaphragm wall grab bucket, and replacing and filtering the mud at the bottom of the pit section by using the circulating mud is further included.
4. The construction control method for the underground continuous wall of the building enclosure of the deep and large foundation pit of the station as claimed in claim 3, wherein the step of cleaning the bottom of the pit further comprises the operation of cleaning holes and changing slurry to blow away the slag and the deposited slurry at the bottom of the pit section.
5. The method for controlling the construction of the underground diaphragm wall of the building enclosure of the deep and large foundation pit of the station as claimed in claim 1, wherein in step S5, the reinforcement cage is hoisted by a crane, and then the reinforcement cage is placed in the groove section after being turned over to adjust the angle.
6. The method as claimed in claim 1, wherein the concreting of the pit section in step S5 includes the steps of placing spacer balls in the guide tube, and the concrete tanker delivering concrete to the hopper above the guide tube through the casting frame and continuously casting.
7. The method for controlling the construction of the underground diaphragm wall of the deep and large foundation pit enclosure at the station as claimed in claim 6, wherein the conduit is lifted and/or disassembled during pouring along with the increase of the poured volume of concrete.
8. The method for controlling the construction of the underground continuous wall of the building enclosure of the deep and large foundation pit of the station as claimed in claim 6, wherein the number of the guide pipes is two, and the two guide pipes are always positioned at the same horizontal height position in the irrigation process so as to ensure that the liquid level is flush.
9. The construction control method of the underground continuous wall of the building enclosure structure of the deep and large foundation pit of the station as claimed in claim 1, wherein in step S2, the construction of the guide wall comprises the following stages of guide wall excavation, guide wall reinforcement binding, guide wall template support, guide wall concrete pouring and guide wall inner grouting in sequence.
10. The method for controlling the construction of the underground diaphragm wall of the building enclosure of the deep and large foundation pit of the station as claimed in claim 8, wherein the guide wall excavation adopts a man-machine cooperation excavation mode, firstly, the guide wall is pre-excavated by an excavator, and then, the guide wall is manually cleaned.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112392029A (en) * | 2020-11-20 | 2021-02-23 | 武汉盛士瑞建设工程有限公司 | Underground continuous wall and green construction process thereof |
| CN113062324A (en) * | 2021-03-15 | 2021-07-02 | 中国水电基础局有限公司 | Concrete pouring method for concrete cut-off wall |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2417942A (en) * | 2004-09-09 | 2006-03-15 | Cementation Found Skanska Ltd | Method and apparatus for excavation of a trench |
| CN108265734A (en) * | 2018-03-31 | 2018-07-10 | 中国水利水电第四工程局有限公司 | A kind of sand and gravel stratum impervious wall construction method |
| DE102017004270A1 (en) * | 2017-05-03 | 2018-11-08 | Liebherr-Werk Nenzing Gmbh | Diaphragm wall grab with hybrid drive |
| CN109138023A (en) * | 2018-08-21 | 2019-01-04 | 中铁二局集团有限公司 | A kind of continuous wall trench underground method under complex geological condition |
| CN110424486A (en) * | 2019-07-12 | 2019-11-08 | 广州穗岩土木科技股份有限公司 | A kind of construction method of nonstandard diaphragm wall |
| CN111648426A (en) * | 2020-06-15 | 2020-09-11 | 北京三一智造科技有限公司 | Drilling and grabbing device and winch for underground diaphragm wall construction |
-
2019
- 2019-11-22 CN CN201911152735.5A patent/CN110820723B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2417942A (en) * | 2004-09-09 | 2006-03-15 | Cementation Found Skanska Ltd | Method and apparatus for excavation of a trench |
| DE102017004270A1 (en) * | 2017-05-03 | 2018-11-08 | Liebherr-Werk Nenzing Gmbh | Diaphragm wall grab with hybrid drive |
| CN108265734A (en) * | 2018-03-31 | 2018-07-10 | 中国水利水电第四工程局有限公司 | A kind of sand and gravel stratum impervious wall construction method |
| CN109138023A (en) * | 2018-08-21 | 2019-01-04 | 中铁二局集团有限公司 | A kind of continuous wall trench underground method under complex geological condition |
| CN110424486A (en) * | 2019-07-12 | 2019-11-08 | 广州穗岩土木科技股份有限公司 | A kind of construction method of nonstandard diaphragm wall |
| CN111648426A (en) * | 2020-06-15 | 2020-09-11 | 北京三一智造科技有限公司 | Drilling and grabbing device and winch for underground diaphragm wall construction |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112392029A (en) * | 2020-11-20 | 2021-02-23 | 武汉盛士瑞建设工程有限公司 | Underground continuous wall and green construction process thereof |
| CN113062324A (en) * | 2021-03-15 | 2021-07-02 | 中国水电基础局有限公司 | Concrete pouring method for concrete cut-off wall |
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| CN110820723B (en) | 2021-06-18 |
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