CN114934502A - Underground diaphragm wall protection groove structure of water-rich sand layer and construction method - Google Patents
Underground diaphragm wall protection groove structure of water-rich sand layer and construction method Download PDFInfo
- Publication number
- CN114934502A CN114934502A CN202210754836.5A CN202210754836A CN114934502A CN 114934502 A CN114934502 A CN 114934502A CN 202210754836 A CN202210754836 A CN 202210754836A CN 114934502 A CN114934502 A CN 114934502A
- Authority
- CN
- China
- Prior art keywords
- underground
- sand layer
- cement mixing
- wall
- water
- 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
-
- 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
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Abstract
The invention relates to a water-rich sand layer underground diaphragm wall protection groove structure, which comprises an underground diaphragm wall, wherein a row of cement mixing piles are respectively arranged on two sides of the underground diaphragm wall to form a water stop groove wall, the cement mixing piles are higher than the underground diaphragm wall, the bottoms of the cement mixing piles are flush with the bottom of an underground sand layer, and the bottom of the underground diaphragm wall penetrates through the bottom of the sand layer; the invention also provides a construction method of the diaphragm wall protection groove structure of the water-rich sand layer, which comprises the steps of digging a deep groove, constructing cement mixing piles on two sides of the deep groove to serve as protection walls, and finally arranging underground diaphragm walls in the deep groove to form the diaphragm wall protection groove structure. According to the invention, two rows of cement mixing piles are arranged on two sides of the underground continuous wall to serve as retaining walls, so that reliable fixed water stop groove walls are formed, and the formed combined retaining groove structure of the retaining walls, the underground continuous wall and the retaining walls ensures that the foundation shape is unchanged and the groove walls are stable, so that the stability of soil body water inside and outside the underground continuous wall retaining grooves is ensured, and a strong guarantee is provided for the excavation of a deep foundation pit.
Description
Technical Field
The invention relates to the field of underground diaphragm wall construction, in particular to a diaphragm wall protective groove structure of a water-rich sand layer and a construction method.
Background
The underground continuous wall is a foundation engineering, a long and narrow deep groove is excavated along the peripheral axis of a foundation pit by adopting a grooving machine, a reinforcement cage is hung in the groove after the groove is cleared, the underground continuous wall is formed, and then the interior of the foundation pit is excavated.
The existing underground continuous wall adopts a slurry retaining wall, and has the functions of forming a watertight mud skin on the wall of a deep groove, preventing the seepage of underground water and the peeling of the wall of the deep groove, keeping the stability of the wall and ensuring that the shape of the dug deep groove is not changed.
The traditional mud wall protection method is not suitable for soil texture of a water-rich sand layer, and the soil texture is distributed from top to bottom in the field as follows: plain fill, silt, medium coarse sand, gravel, fully weathered mixed granite, half-rock and half-soil strongly weathered mixed granite, broken block strongly weathered mixed granite and medium weathered mixed granite. The underground continuous wall needs to pass through a water-rich sand layer with the thickness of more than 10 meters, and when the mud retaining wall is used for constructing the underground continuous wall under the geological condition rich in mud and sand, the mud retaining wall is easily disturbed, and the problems of wall collapse, mud clamping of a pile body, pile breaking and the like occur.
The above problems are worth solving.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides a diaphragm wall protection groove structure of a water-rich sand layer and a construction method.
The technical scheme of the invention is as follows:
the utility model provides a ground of rich water sand bed is wall guard slot structure even, includes underground continuous wall the both sides of underground continuous wall respectively set up one row of cement stirring stake, form the stagnant water cell wall, cement stirring stake is higher than underground continuous wall, the bottom of cement stirring stake and the bottom parallel and level of underground sand bed, the bottom of underground continuous wall passes at the bottom of the sand bed.
The invention according to the scheme is characterized in that the distance between the pile axes of two adjacent cement mixing piles in the same row is not greater than the diameter of the cement mixing piles.
The cement mixing pile is characterized in that the top angle of the inner side of the cement mixing pile is provided with a diaphragm wall guide wall.
The invention according to the above solution is characterized in that the width of the underground diaphragm wall is equal to 1 meter.
The invention according to the above scheme is characterized in that the top of the cement mixing pile is flush with the ground.
The invention also provides a construction method of the underground diaphragm wall protective groove structure of the water-rich sand layer, which comprises the following steps:
and 4, constructing the underground continuous wall.
The present invention according to the above aspect is characterized in that step 1 includes:
step 101, measuring and lofting;
and 102, excavating a groove and excavating to the bottom of the underground sand layer.
The present invention according to the above aspect is characterized in that the construction of the cement mixing pile in the steps 2 and 3 includes:
step 100, setting a guide positioning line;
step 200, erecting a pile machine, wherein a drill is aligned to the design point position of the cement mixing pile;
step 300, preparing cement slurry and conveying the cement slurry to a drill bit of the pile machine;
step 400, spraying slurry and gas by using a drill bit of the pile machine, and cutting a soil body to sink to the designed pile bottom elevation of the cement mixing pile;
500, spraying slurry and gas by using a drill bit, and lifting to the designed pile top elevation of the cement mixing pile;
and 600, repeating the steps 200 to 500 until a row of cement mixing piles are completed.
Further, the step 200 includes: and correcting and rechecking the levelness and the verticality of the pile machine.
Further, the step 300 includes:
step 310, cement acceptance and performance test;
and step 320, stirring cement slurry, starting an air compressor, and delivering the slurry to a drill bit of the pile machine.
The invention according to the scheme has the advantages that:
according to the invention, two rows of cement mixing piles are arranged on two sides of the underground continuous wall to serve as retaining walls, so that a reliable fixed water stop tank wall is formed, the quality problems that the retaining walls are often reduced in diameter, broken piles and the like when the underground continuous wall is constructed under the condition of a sand layer saturated with underground water are solved, and the construction quality of the underground continuous wall is greatly improved; the invention adopts the combined retaining groove structure of the retaining wall, the diaphragm wall and the retaining wall, so as to ensure that the shape of the foundation is unchanged and the wall of the groove is stable, further ensure that the soil body water inside and outside the retaining groove of the diaphragm wall is stable, and provide a strong guarantee for the excavation of the deep foundation pit.
Drawings
FIG. 1 is a schematic structural diagram of the present invention.
FIG. 2 is a flow chart of the method of the present invention.
In the figure, 1, underground diaphragm wall; 2. stirring the piles with cement; 3. the ground is wall guide.
Detailed Description
For better understanding of the objects, technical solutions and technical effects of the present invention, the present invention will be further explained with reference to the accompanying drawings and examples. Meanwhile, the following described examples are only for explaining the present invention, and are not intended to limit the present invention.
It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present.
The terms "upper", "lower", "left", "right", "front", "back", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positions based on the orientations or positions shown in the drawings, and are for convenience of description only and not to be construed as limiting the technical solution.
As shown in figure 1, the underground continuous wall protection groove structure of the water-rich sand layer comprises an underground continuous wall 1, wherein a row of cement mixing piles 2 are respectively arranged on two sides of the underground continuous wall 1 to form a water stop groove wall, the cement mixing piles 2 are higher than the underground continuous wall 1, the bottoms of the cement mixing piles 2 are flush with the bottom of the underground sand layer, and the bottom of the underground continuous wall 1 penetrates through the bottom of the sand layer.
According to the invention, two rows of cement mixing piles 2 are arranged on two sides of the underground continuous wall 1 as retaining walls to form a reliable fixed water stop tank wall, so that the quality problems of hole shrinkage, pile breakage and the like of the retaining walls when the underground continuous wall 1 is constructed under the condition of a sand bed with saturated underground water are solved, and the construction quality of the underground continuous wall 1 is greatly improved; the invention adopts the combined retaining groove structure of the retaining wall, the diaphragm wall and the retaining wall, ensures that the shape of the foundation is unchanged and the wall of the groove is stable, further ensures that the soil body water inside and outside the retaining groove of the diaphragm wall is stable, and provides a strong guarantee for the excavation of the deep foundation pit.
In the invention, the distance between the pile axes of two adjacent cement mixing piles 2 in the same row is not more than the diameter of the cement mixing piles 2, so that each pile body is continuous and seamless, and the formed retaining wall has reliable water stopping performance.
In the invention, the top angle of the inner side of the cement mixing pile 2 is provided with the underground continuous wall guide wall 3, so that the accurate position and the grooving quality of the underground continuous wall 1 are ensured.
In the invention, the width of the underground continuous wall 1 is equal to 1 meter, and the top of the cement mixing pile 2 is flush with the ground, so that the optimum water stopping effect of the underground continuous wall protection groove can be ensured.
As shown in fig. 2, the invention further provides a construction method of the underground diaphragm wall protection groove structure of the water-rich sand layer, which is used for realizing the underground diaphragm wall protection groove structure of the scheme, and the construction method comprises the following steps:
and 4, constructing the underground continuous wall.
Wherein, step 1 includes:
step 101, measuring and lofting;
and 102, excavating a groove and excavating to the bottom of the underground sand layer.
Wherein, the construction cement mixing stake in step 2 and step 3 includes:
step 100, arranging a guide positioning line;
step 200, erecting a pile machine, wherein a drill is aligned to the design point position of the cement mixing pile;
step 300, preparing cement slurry and conveying the cement slurry to a drill bit of the pile machine;
step 400, spraying slurry and gas by using a drill bit of the pile machine, and cutting a soil body to sink to the designed pile bottom elevation of the cement mixing pile;
specifically, the drilling head is used for guniting when drilling, and the average drilling speed is controlled to be 1 m/min; when entering the medium sand layer, the speed is not more than 0.6m/min, and the slurry spraying is stopped after the stirring is carried out to the designed depth of the bottom of the foundation pit; and after 18 seconds, starting to stir again, lifting to the bottom of the sludge layer at a speed of not more than 1m/min, and then sinking again at a speed of not more than 0.6m/min until the bottom of the sand layer (namely the designed pile bottom elevation).
500, spraying slurry and gas by using a drill bit, and lifting to the designed pile top elevation of the cement mixing pile;
and specifically, when the designed pile bottom elevation is reached, stirring and lifting the pile bottom elevation to the pile top according to the lifting speed not greater than 1.2m/min, and completing the cement stirring pile.
And 600, repeating the steps 200 to 500 until a row of cement mixing piles are completed.
In step 600, an interval pile forming method may be adopted, in which a first cement mixing pile is completed, a third cement mixing pile is completed, and then a second cement mixing pile, a fourth cement mixing pile, a sixth cement mixing pile, a fifth cement mixing pile, and a seventh cement mixing pile are completed.
In a preferred embodiment, step 200 comprises: and correcting and rechecking the levelness and the verticality of the pile machine. The error between the actual construction position and the design position of the cement mixing pile of the pile machine is not more than +/-15 mm; the verticality deviation of the drill bit of the pile machine is not more than 5 thousandth; the verticality of the drill rod is adjusted by means of a plumb bob; the verticality correction can be needed before the cement mixing pile is constructed every time.
In a preferred embodiment, step 300 comprises:
310, cement acceptance and performance test, in the embodiment, Po42.5-grade ordinary portland cement is adopted, and the cement mixing amount is 20%.
Step 320, mixing cement slurry, starting an air compressor, conveying the slurry to a drill bit of the pile machine, wherein when the cement slurry is mixed, the stirring time is longer than 5 minutes, the water cement ratio is controlled to be 1-1.2, and the grouting pressure is 0.5 MPa; the stirred cement slurry is pumped to a drill bit by an air compressor and sprayed out.
In the invention, the adopted pile machine is a triaxial cement mixer, during construction, cement mortar and soil are mixed while high-pressure gas is sprayed, drill rods on two sides spray the cement at high pressure, an air compressor on the middle drill rod sprays air, and simultaneously the cement content of the soil body of each cement mixing pile is more uniform through rotary mixing.
The technical features of the above embodiments can be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the above embodiments are not described, but should be considered as the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above examples only show some embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that various changes and modifications can be made by those skilled in the art without departing from the spirit of the invention, and these changes and modifications are all within the scope of the invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (10)
1. The underground continuous wall protection groove structure is characterized by comprising an underground continuous wall, wherein a row of cement stirring piles are arranged on two sides of the underground continuous wall respectively to form a water stop groove wall, the cement stirring piles are higher than the underground continuous wall, the bottoms of the cement stirring piles are flush with the bottom of an underground sand layer, and the bottom of the underground continuous wall penetrates through the bottom of the sand layer.
2. The underground diaphragm wall protecting groove structure of the water-rich sand layer as claimed in claim 1, wherein the distance between the pile axes of two adjacent cement mixing piles in the same row is not more than the diameter of the cement mixing piles.
3. The underground diaphragm wall groove protecting structure of the water-rich sand layer as claimed in claim 1, wherein the inner top corners of the cement mixing piles are provided with underground diaphragm wall guide walls.
4. The underground diaphragm wall grove structure of water-rich sand layer of claim 1, wherein the width of the underground diaphragm wall is equal to 1 meter.
5. The structure of a diaphragm wall of a water-rich sand layer as claimed in claim 1, wherein the top of the cement mixing piles is flush with the ground.
6. A construction method of a diaphragm wall protective groove structure of a water-rich sand layer is characterized by comprising the following steps:
step 1, excavating a deep groove along the peripheral axis of a foundation pit;
step 2, constructing a cement mixing pile at one side far away from the foundation pit;
step 3, constructing a cement mixing pile close to one side of the foundation pit;
and 4, constructing the underground continuous wall.
7. The construction method of the underground diaphragm wall and the protection groove structure of the water-rich sand layer as claimed in claim 6, wherein the step 1 comprises the following steps:
step 101, measuring and lofting;
and 102, excavating a groove and excavating to the bottom of the underground sand layer.
8. The method for constructing a diaphragm wall and guard channel structure of a sand layer rich in water as claimed in claim 6, wherein the cement mixing piles constructed in the steps 2 and 3 comprise:
step 100, setting a guide positioning line;
step 200, erecting a pile machine, wherein a drill is aligned to the design point position of the cement mixing pile;
step 300, preparing cement slurry and conveying the cement slurry to a drill bit of the pile machine;
step 400, spraying slurry and gas by using a drill bit of the pile machine, and cutting a soil body to sink to the designed pile bottom elevation of the cement mixing pile;
500, spraying slurry and gas by using a drill bit, and lifting to the designed pile top elevation of the cement mixing pile;
and 600, repeating the steps 200 to 500 until a row of cement mixing piles are completed.
9. The method for constructing a diaphragm wall and a groover structure of a water-rich sand layer according to claim 8, wherein the step 200 comprises: and correcting and rechecking the levelness and the verticality of the pile machine.
10. The method for constructing a diaphragm wall and a groover structure of a water-rich sand layer according to claim 8, wherein the step 300 comprises:
step 310, cement acceptance and performance test;
and step 320, stirring cement slurry, starting an air compressor, and delivering the slurry to a drill bit of the pile machine.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210754836.5A CN114934502A (en) | 2022-06-30 | 2022-06-30 | Underground diaphragm wall protection groove structure of water-rich sand layer and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210754836.5A CN114934502A (en) | 2022-06-30 | 2022-06-30 | Underground diaphragm wall protection groove structure of water-rich sand layer and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114934502A true CN114934502A (en) | 2022-08-23 |
Family
ID=82868857
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210754836.5A Pending CN114934502A (en) | 2022-06-30 | 2022-06-30 | Underground diaphragm wall protection groove structure of water-rich sand layer and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114934502A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115679956A (en) * | 2022-11-04 | 2023-02-03 | 广东佰业泰建设工程有限公司 | Construction method of stirring pile for sand-rich stratum |
-
2022
- 2022-06-30 CN CN202210754836.5A patent/CN114934502A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115679956A (en) * | 2022-11-04 | 2023-02-03 | 广东佰业泰建设工程有限公司 | Construction method of stirring pile for sand-rich stratum |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101864773B (en) | Deep foundation pit support process | |
| CN101962949B (en) | Long spiral double-pipe high-pressure stir-jet grouting pile construction method and device | |
| CN102296630A (en) | Construction method of long-screw high-pressure mix jetting cement diaphragm wall | |
| CN110469332B (en) | Advanced support consolidation method for tunnel penetrating through debris flow accumulation body | |
| CN102966110A (en) | Vertically-combined type impermeable waterproof curtain structure and construction method thereof | |
| CN101205721A (en) | Method for surrounding water by combination of steel cofferdam and heavy-pressure rotary-spraying pile in deep-water low-pile cap construction | |
| CN106381864A (en) | Cell wall strengthening method for underground diaphragm wall | |
| CN107366282A (en) | A kind of tunnel arch foot partial high pressure rotary churning pile reinforcement technique | |
| CN106592605A (en) | Construction method of foundation pit bracing with tri-axial stirring piles overlapped with reinforced concrete cast-in-place piles to be driven | |
| CN112282767A (en) | Ultra-deep reinforcement construction method for shield end soil body under water-rich silty-fine sand geology | |
| CN115539048A (en) | Construction method for shallow-buried bias tunnel portal | |
| CN108755671B (en) | Construction method of triaxial mixing pile of water-rich gravel layer | |
| CN202954371U (en) | Vertical combined type seepage-proofing waterproof curtain structure | |
| CN114934502A (en) | Underground diaphragm wall protection groove structure of water-rich sand layer and construction method | |
| CN107060821A (en) | A kind of many lithology method for protecting support of face | |
| CN201649093U (en) | Long spiral dual-pipe high-pressure stirring-spraying pile construction device | |
| CN110500119B (en) | Waterproof consolidation structure construction method for penetrating through debris flow accumulation body tunnel | |
| CN111560964B (en) | Construction method of rear anti-seepage system of foundation pit | |
| CN109487777A (en) | A method of a reinforcing deep soft soil foundation of filling the span of a man's arms is formed using slip casing by pressure | |
| CN103850261A (en) | In-rock deep foundation pit rock-socketed water-stop curtain construction method | |
| CN117071621A (en) | Basin-type curtain construction method for pit-in-pit strong permeable layer | |
| CN111455976A (en) | Construction method of self-setting mortar impervious wall by grooving method | |
| CN216664152U (en) | Water sealing structure for anchorage support | |
| CN110344418A (en) | The structure and its construction technology of support system in a kind of deep basal pit | |
| CN217870406U (en) | Underground wall protection groove structure of water-rich sand layer |
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 |