CN114855765A - Mud anti-overflow construction method for diaphragm wall pouring construction - Google Patents
Mud anti-overflow construction method for diaphragm wall pouring construction Download PDFInfo
- Publication number
- CN114855765A CN114855765A CN202210492389.0A CN202210492389A CN114855765A CN 114855765 A CN114855765 A CN 114855765A CN 202210492389 A CN202210492389 A CN 202210492389A CN 114855765 A CN114855765 A CN 114855765A
- Authority
- CN
- China
- Prior art keywords
- slurry
- diaphragm wall
- mud
- pouring
- stage groove
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
A mud anti-overflow construction method for diaphragm wall pouring construction comprises the following steps: 1) before the first-stage groove of the diaphragm wall is excavated, excavating the first-stage groove of the diaphragm wall and an adjacent unearthed area to form a slurry buffer area; 2) a slurry discharge pipeline is laid in the slurry buffer area and connected to a slurry pump; 3) excavating a first-stage groove of the diaphragm wall; 4) performing first sealing operation of the first-stage groove of the diaphragm wall; 4.1) building a pouring frame above the first-stage groove of the diaphragm wall for pouring concrete; 4.2) the slurry pump continuously extracts the slurry overflowing from the slurry buffer area; 5) after the first sealing operation is finished, concrete is continuously poured; 6) and pouring concrete to the designed bottom elevation of the crown beam. By adopting the method, the problem that the wall protection slurry overflows and enters the guide wall is solved in the diaphragm wall construction, the problems of field pollution caused by the slurry and cost rise caused by increasing the total consumption of the slurry are avoided, and the zero-pollution and low-cost target of diaphragm wall construction is realized.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a mud anti-overflow construction method for diaphragm wall pouring construction.
Background
The underground continuous wall is a continuous reinforced concrete wall built underground section by section as a structure for intercepting water, preventing seepage, bearing and retaining water.
In the construction process of pouring concrete in the groove of the diaphragm wall, in order to avoid the concrete at the bottom of the groove from being mixed with mud and sand, and simultaneously, in order to pour the concrete rapidly and continuously, the concrete first sealing is required. However, in the construction process of the existing underground diaphragm wall, the concrete pouring amount in the concrete initial sealing process is too large, equipment is difficult to timely draw out redundant retaining wall slurry, and the slurry is easy to overflow at the moment.
Taking a certain bridge engineering in actual construction as an example, the consumption of the first-stage groove seal concrete of the diaphragm wall I is calculated according to the specification to be 15.54m 3 And equal amount of slurry is discharged out of the I-stage groove in the initial sealing process. The traditional construction method is that slurry with the height of about 1m is extracted before first sealing, and then first sealing operation is carried out. The residual space of the phase I groove can only accommodate 10m 3 The mud pump is not in time to extract the redundant wall protection mud, so that the redundant wall protection mud overflows and flows into the guide wall to cause the pollution of the mud in the guide wall. On one hand, the overflow of the slurry causes the waste of the wall protection slurry, so that the total dosage of the slurry is increased, and unnecessary expenditure is caused; on the other hand, the method causes environmental pollution on construction sites, and does not meet the requirements of green zero-pollution construction sites. In summary, the problem of slurry overflow during initial sealing and pouring of concrete in the first stage groove of concrete in the traditional method needs to be solved.
Disclosure of Invention
The invention aims to solve the technical problem of providing a mud anti-overflow construction method for the diaphragm wall pouring construction, which solves the problem that the retaining wall mud overflows and enters the guide wall in the diaphragm wall construction, avoids the problems of on-site pollution caused by the mud and cost rise caused by increasing the total consumption of the mud, and realizes the aims of zero pollution and low cost of the diaphragm wall construction.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a mud anti-overflow construction method for diaphragm wall pouring construction comprises the following steps:
1) before the first-stage groove of the diaphragm wall is excavated, excavating the first-stage groove of the diaphragm wall and the area between the guide walls at the top of the adjacent un-excavated areas, wherein the excavation range is from the design bottom elevation of the guide walls to the design bottom elevation of the crown beams, and a slurry buffer area is formed after the excavation is finished;
2) a slurry discharge pipeline is laid in the slurry buffer zone and connected to a slurry pump;
3) excavating a first-stage groove of the diaphragm wall;
4) performing first sealing operation of the first-stage groove of the diaphragm wall;
4.1) building a pouring frame above the first-stage groove of the diaphragm wall, and pouring concrete by matching a tank car, a main hopper and a branch hopper with a guide pipe;
4.2) the slurry pump continuously extracts the slurry overflowing from the slurry buffer area;
5) after the first sealing operation is finished, concrete is continuously poured, and a slurry pump extracts a small amount of slurry overflowing into the slurry buffer area;
6) and pouring concrete to the designed bottom elevation of the crown beam.
In a preferable scheme, in the step 1), the excavation length of the adjacent trenchless area of the first-stage trench of the diaphragm wall is smaller than the length of the first-stage trench of the diaphragm wall.
In a preferable scheme, in the step 4.1), the slurry level in the first-stage groove of the ground connecting wall is controlled by a slurry pump to be flush with the designed bottom elevation of the crown beam.
In a preferable scheme, in the step 6), the concrete pouring speed and the mud discharging speed of the mud pump are controlled to be the same speed, so that the mud does not continuously overflow into the mud buffer area.
In a preferred scheme, the mud pumped by the mud pump is circularly processed and then used for excavation construction of the next groove section.
In a preferred scheme, the slurry buffer area is excavated to the upper part of a second-stage groove section designed in an area, adjacent to the first-stage groove, of the diaphragm wall.
In a preferred scheme, in the step 5), after the initial sealing operation, the slurry is kept to be not present in the slurry buffer zone through a slurry pump.
In a preferable scheme, after the step 6) is completed, the concrete pouring construction of the subsequent groove section is directly carried out in the slurry buffer zone above the non-excavation area by adopting the same step method.
The mud anti-overflow construction method for the diaphragm wall pouring construction has the following beneficial effects by adopting the method:
(1) the overflow of slurry in the first-stage groove concrete sealing pouring process of the diaphragm wall is prevented, the total consumption of the slurry in the diaphragm wall construction process is effectively reduced, and the total construction cost of diaphragm wall construction is reduced;
(2) by arranging the slurry buffer area, the slurry in the first-stage groove sealing concrete pouring process of the concrete is effectively prevented from overflowing, the pollution of the slurry to a construction site and the pollution treatment measures possibly caused by the pollution are avoided, and the aim of no pollution on the diaphragm wall construction site is achieved.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a schematic plan view of a slurry buffer zone according to the present invention.
FIG. 2 is a schematic elevation view of the mud buffer of the present invention.
Fig. 3 is a front elevation view of the primary groove concrete seal of the diaphragm wall of the present invention.
Fig. 4 is a schematic elevation view of the primary groove concrete sealing process of the diaphragm wall of the invention.
Fig. 5 is a schematic elevation view of the first sealing completion of the first-stage groove concrete of the diaphragm wall of the present invention.
Fig. 6 is a schematic elevation view of the first-stage groove concrete pouring of the diaphragm wall of the present invention.
In the figure: the method comprises the following steps of firstly, forming a first-stage groove 1 in the diaphragm wall, forming a slurry buffer area 2, forming a guide wall 3, forming a slurry discharge pipeline 4, forming a slurry pump 5, forming an unearthed area 6, forming a crown beam 7, forming a guide wall design bottom elevation 8, forming a crown beam design bottom elevation 9, forming a tank truck 10, forming a main hopper 11, forming a branch hopper 12, forming a guide pipe 13, forming slurry 14 and forming concrete 15.
Detailed Description
As shown in fig. 1 to 6, a mud overflow prevention construction method for diaphragm wall casting construction is characterized by comprising the following steps:
1) before the first-stage groove 1 of the diaphragm wall is excavated, excavating the region between the first-stage groove 1 of the diaphragm wall and the guide wall 3 at the top of the adjacent un-excavated region 6, wherein the excavating range is from the design bottom elevation 8 of the guide wall to the design bottom elevation 9 of the crown beam, and a slurry buffer region 2 is formed after the excavation is finished;
2) a slurry discharge pipeline 4 is laid in the slurry buffer zone 2, and the slurry discharge pipeline 4 is connected to a slurry pump 5;
3) excavating a first-stage groove 1 of the diaphragm wall;
4) performing first sealing operation of the first-stage groove 1 of the diaphragm wall;
4.1) building a pouring frame above the first-stage groove 1 of the diaphragm wall, and pouring concrete 15 by matching a tank truck 10, a main hopper 11 and a branch hopper 12 with a guide pipe 13;
4.2) the slurry pump 5 continuously pumps the slurry 14 overflowed from the slurry buffer zone 2;
5) after the first sealing operation is finished, concrete 15 is continuously poured, and a small amount of slurry 14 overflowing into the slurry buffer area 2 is extracted by the slurry pump 5;
6) and pouring concrete 15 to the designed bottom elevation 9 of the crown beam.
In a preferable scheme, in the step 1), the excavation length of the adjacent trenchless area 6 of the first-stage trench 1 of the diaphragm wall is smaller than the length of the first-stage trench 1 of the diaphragm wall.
In a preferable scheme, in the step 4.1), the slurry level in the first-stage groove 1 of the diaphragm wall is controlled to be flush with the designed bottom level 9 of the crown beam by a slurry pump 5.
In a preferred scheme, in the step 6), the pouring speed of the concrete 15 and the discharge speed of the mud pump 5 are controlled to be the same speed, so as to ensure that the mud in the mud buffer zone 2 does not continuously overflow into the mud 14.
In a preferred scheme, the mud pumped by the mud pump 5 is recycled and used for excavation construction of the next groove section.
In a preferred scheme, the slurry buffer area 2 is excavated to the upper part of a second-stage groove section designed in an adjacent trenchless area 6 of the first-stage groove 1 of the diaphragm wall.
In a preferred scheme, in the step 5), after the initial sealing operation, the slurry in the slurry buffer zone 2 is kept to be absent by a slurry pump 5.
In a preferred scheme, after the step 6) is completed, the concrete 15 of the subsequent groove section is directly cast in the slurry buffer zone 2 above the trenchless area 6 by adopting the same step method.
As shown in fig. 1 and 2, before the first-stage groove 1 of the diaphragm wall is excavated, the earthwork with the depth from the design bottom elevation 8 of the guide wall 3 of the adjacent groove section and the first-stage groove 1 of the diaphragm wall to the design bottom elevation 9 of the crown beam is excavated by using equipment, the excavated space is used as a slurry buffer zone 2 for preventing slurry from overflowing in the first sealing process, then a slurry discharge pipeline is laid in the slurry buffer zone 2 and connected with a slurry pump 5 through a slurry discharge pipeline 4, and the slurry overflowing into the slurry buffer zone 2 is extracted by using the slurry pump 5.
As shown in fig. 3, the primary trench 1 of the diaphragm wall is excavated and then is prepared for concrete primary sealing.
A pouring frame is erected on the first-stage groove 1 of the diaphragm wall, concrete 15 flows into a main hopper 11 through a chute of a concrete tank truck 10, then flows into a branch hopper 12 through the main hopper 11, and then flows into a guide pipe 13 through the branch hopper 12, and at the moment, the liquid level of slurry 14 is the designed bottom level 9 of the crown beam.
As shown in fig. 4, during the first sealing process of concrete in the first-stage groove 1 of the diaphragm wall, a large amount of slurry 14 overflows into the slurry buffer area 2 and is pumped into the slurry pump 5 through the slurry discharge pipeline 4 in the slurry buffer area 2, so that the slurry is ensured not to overflow into the guide wall.
As shown in fig. 5, after the concrete first sealing is completed, the slurry 14 in the slurry buffer area 2 is completely pumped into the slurry pump 5 through the slurry discharge pipeline 4, the slurry 14 is not in the slurry buffer area 2 at the moment, the liquid level of the slurry 14 is equal to the designed bottom level 9 of the crown beam, and then the slurry buffer area 2 is only used for pumping the slurry 14 which is improperly overflowed into the slurry buffer area 2 by the slurry pump 5 through the pipeline 4 during the concrete pouring process.
As shown in fig. 6, after the initial sealing of the concrete is completed, the concrete 15 is continuously poured, at this time, because the pouring speed of the concrete 15 is slow, the pumping speed of the slurry 14 can be controlled to be equal to the pouring speed of the concrete 15, so that no slurry overflows into the slurry buffer area 2, and at this time, the slurry buffer area 2 only serves to pump the slurry 14 which overflows into the slurry buffer area 2 due to improper operation through the pipeline 4 by using the slurry pump 5 during the concrete pouring process.
After the concrete 15 in the first-stage groove 1 of the diaphragm wall is poured, the top surface elevation of the concrete 15 is the designed bottom elevation 9 of the crown beam.
Claims (8)
1. A mud anti-overflow construction method for diaphragm wall pouring construction is characterized by comprising the following steps:
1) before the first-stage groove (1) of the diaphragm wall is excavated, excavating the region between the first-stage groove (1) of the diaphragm wall and a guide wall (3) at the top of an adjacent un-excavated region (6), wherein the excavation range is from a guide wall design bottom elevation (8) to a crown beam design bottom elevation (9), and a slurry buffer area (2) is formed after the excavation is finished;
2) a slurry discharge pipeline (4) is laid in the slurry buffer area (2), and the slurry discharge pipeline (4) is connected to a slurry pump (5);
3) excavating a first-stage groove (1) of the diaphragm wall;
4) performing first sealing operation of the first-stage groove (1) of the diaphragm wall;
4.1) erecting a pouring frame above the first-stage groove (1) of the diaphragm wall, and pouring concrete (15) by matching a tank car (10), a main hopper (11) and a branch hopper (12) with a guide pipe (13);
4.2) the slurry pump (5) continuously pumps the slurry (14) overflowed from the slurry buffer area (2);
5) after the first sealing operation is finished, concrete (15) is continuously poured, and a slurry pump (5) extracts a small amount of slurry (14) overflowing into the slurry buffer area (2);
6) and pouring concrete (15) to the designed bottom elevation (9) of the crown beam.
2. The mud anti-overflow construction method for the diaphragm wall pouring construction according to claim 1, characterized in that: in the step 1), the excavation length of the adjacent non-excavation region (6) of the first-stage groove (1) of the diaphragm wall is smaller than that of the first-stage groove (1) of the diaphragm wall.
3. The mud anti-overflow construction method for the diaphragm wall pouring construction according to claim 1, characterized in that: and in the step 4.1), the slurry level elevation in the first-stage groove (1) of the diaphragm wall is controlled to be flush with the designed bottom elevation (9) of the crown beam by a slurry pump (5).
4. The mud anti-overflow construction method for the diaphragm wall pouring construction according to claim 1, characterized in that: in the step 6), the pouring speed of the concrete (15) and the mud discharging speed of the mud pump (5) are controlled to be the same speed, so that the mud (14) cannot continuously overflow into the mud buffer area (2).
5. The mud anti-overflow construction method for the diaphragm wall pouring construction according to claim 1, characterized in that: and the mud pumped by the mud pump (5) is circularly processed and then is used for excavation construction of the next groove section.
6. The mud anti-overflow construction method for the diaphragm wall pouring construction according to claim 1, characterized in that: the slurry buffer area (2) is excavated to the upper part of a second-stage groove section designed in an area (6) adjacent to the first-stage groove (1) of the diaphragm wall.
7. The mud anti-overflow construction method for the diaphragm wall pouring construction according to claim 1, characterized in that: in the step 5), after initial sealing operation, the slurry is kept to be absent in the slurry buffer area (2) through a slurry pump (5).
8. The mud anti-overflow construction method for the diaphragm wall pouring construction according to claim 1, characterized in that: and after the step 6) is finished, directly carrying out concrete (15) pouring construction of a subsequent groove section in the slurry buffer area (2) above the trenchless area (6) by adopting the same step method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210492389.0A CN114855765A (en) | 2022-05-07 | 2022-05-07 | Mud anti-overflow construction method for diaphragm wall pouring construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210492389.0A CN114855765A (en) | 2022-05-07 | 2022-05-07 | Mud anti-overflow construction method for diaphragm wall pouring construction |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114855765A true CN114855765A (en) | 2022-08-05 |
Family
ID=82634918
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210492389.0A Pending CN114855765A (en) | 2022-05-07 | 2022-05-07 | Mud anti-overflow construction method for diaphragm wall pouring construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114855765A (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014029062A (en) * | 2012-07-31 | 2014-02-13 | Takagi Mika | Construction method of soil cement continuous wall |
| CN109680676A (en) * | 2018-12-26 | 2019-04-26 | 中铁二十五局集团第五工程有限公司 | A kind of ventilating shaft building enclosure and its construction method |
| CN109680677A (en) * | 2018-12-26 | 2019-04-26 | 中铁二十五局集团第五工程有限公司 | A kind of construction of diaphragm wall technique |
| CN110409422A (en) * | 2019-08-05 | 2019-11-05 | 广西路桥工程集团有限公司 | Construction method for diaphragm walls and ground-connecting-wall construction system |
| CN111119218A (en) * | 2019-12-23 | 2020-05-08 | 王君舫 | Construction method for processing leading hole joint of ultra-deep plain diaphragm wall |
| CN114197446A (en) * | 2021-10-29 | 2022-03-18 | 中铁十九局集团第五工程有限公司 | Grooving slurry circulating system and underground continuous wall construction system |
-
2022
- 2022-05-07 CN CN202210492389.0A patent/CN114855765A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014029062A (en) * | 2012-07-31 | 2014-02-13 | Takagi Mika | Construction method of soil cement continuous wall |
| CN109680676A (en) * | 2018-12-26 | 2019-04-26 | 中铁二十五局集团第五工程有限公司 | A kind of ventilating shaft building enclosure and its construction method |
| CN109680677A (en) * | 2018-12-26 | 2019-04-26 | 中铁二十五局集团第五工程有限公司 | A kind of construction of diaphragm wall technique |
| CN110409422A (en) * | 2019-08-05 | 2019-11-05 | 广西路桥工程集团有限公司 | Construction method for diaphragm walls and ground-connecting-wall construction system |
| CN111119218A (en) * | 2019-12-23 | 2020-05-08 | 王君舫 | Construction method for processing leading hole joint of ultra-deep plain diaphragm wall |
| CN114197446A (en) * | 2021-10-29 | 2022-03-18 | 中铁十九局集团第五工程有限公司 | Grooving slurry circulating system and underground continuous wall construction system |
Non-Patent Citations (1)
| Title |
|---|
| 李结元: "武汉地区地下连续墙穿越富水砂层H型钢接头施工技术" * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US20200248551A1 (en) | Rectangular working well with preset pipe jacking hole and sliding back wall in water-rich stratum and construction method thereof | |
| CN207777770U (en) | A kind of precast spliced pipe fitting jacking system | |
| CN103498486B (en) | A kind of sleeve pipe that adopts implements the method for shutoff to ater-casting precipitation pipe well | |
| CN108547641A (en) | The bottom stab ilization system and its construction method in rich water soft stratum heavy haul railway tunnel | |
| CN110485468B (en) | Permanent circular working well with water-rich stratum preset jacking pipe door opening and construction method thereof | |
| CN102817621B (en) | Comprehensive construction method applicable to controlling arch basement sedimentation for tunnel in unfavorable geological conditions | |
| CN112359868B (en) | Underground passage construction method closely attached to existing underground structure | |
| CN114411756A (en) | Construction method and construction device for water-rich sand layer subway station open excavation foundation pit without precipitation | |
| CN107059904B (en) | A kind of underground pipe gallery ponding well excavation method | |
| CN102912789A (en) | Mechanical hole forming technology applied to karst landform | |
| CN112282029B (en) | Connection construction method for urban high-water-level large-diameter reinforced concrete sewage pipeline | |
| CN204080839U (en) | A kind of Yield rainfall relation device | |
| CN114855765A (en) | Mud anti-overflow construction method for diaphragm wall pouring construction | |
| CN110258660A (en) | The manufacture craft and shut-in well technique of the decompression drainage sump of basement anti-floating | |
| CN114016511A (en) | Excavation system of deep foundation pit and excavation construction method of deep foundation pit | |
| CN113152414B (en) | Plugging construction method for water-flushing point of bottom plate of water delivery and drainage gallery | |
| CN211172039U (en) | Soft soil region self-sinking steel open caisson structure and supporting system | |
| CN107882018A (en) | A kind of recyclable assembled steel reinforced concrete in part in combination under continuous wall construction and construction technology | |
| CN110485465B (en) | Circular working well with water-rich stratum with preset pipe jacking door opening and construction method of circular working well | |
| CN201908303U (en) | Square frame-shaped steel cavity concrete cast-in-situ well sinking protecting wall | |
| CN105780938A (en) | Vertical construction seam construction method of core tube bottom board for super high-rise | |
| CN112301998A (en) | Construction method of prefabricated reinforced concrete spliced underground continuous wall | |
| CN110863496A (en) | Method for replacing, supporting, excavating and constructing arch center foundation by concrete supporting in stone-filled island building area | |
| CN219175242U (en) | Concrete warehousing and pouring system suitable for long-distance small-hole-diameter box culvert | |
| CN113833479B (en) | Method for constructing connection structure of main line shield tunnel and ramp |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |