CN215165679U - Face sea and push away super dark underground continuous wall grooving combination reinforced structure in filled area - Google Patents
Face sea and push away super dark underground continuous wall grooving combination reinforced structure in filled area Download PDFInfo
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- CN215165679U CN215165679U CN202120615544.4U CN202120615544U CN215165679U CN 215165679 U CN215165679 U CN 215165679U CN 202120615544 U CN202120615544 U CN 202120615544U CN 215165679 U CN215165679 U CN 215165679U
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- 230000002787 reinforcement Effects 0.000 claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 24
- 238000007493 shaping process Methods 0.000 claims abstract description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 60
- 239000004568 cement Substances 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 14
- 230000000694 effects Effects 0.000 abstract description 10
- 210000002421 cell wall Anatomy 0.000 abstract description 8
- 238000003756 stirring Methods 0.000 abstract description 8
- 238000007569 slipcasting Methods 0.000 abstract description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 9
- 238000000034 method Methods 0.000 description 8
- 239000011440 grout Substances 0.000 description 4
- 230000007547 defect Effects 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
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Abstract
The utility model relates to a push away to fill out super dark underground continuous wall grooving combination reinforced structure in district by sea, the shaping is in the groove section of underground continuous wall and the soil body around the groove section, including the combination reinforced structure, the combination reinforced structure is including linking as an organic whole from top to bottom, use fixed height to be the upper portion reinforced structure and the lower part reinforced structure of line of demarcation, the upper portion reinforced structure includes that the outer triaxial stirring of groove stake and the stake of inslot triaxial stirring, the outer edge line of the outer triaxial stirring stake of groove use underground continuous wall is border, length direction along underground continuous wall is provided with one row outside its edge line's the front and back both sides separately, the triaxial stirring stake of inslot is provided with between two rows of outer triaxial stirring stakes of groove one row or the front and back side parallel connection have more than two rows. The utility model discloses combined triaxial stirring stake, high pressure jet grouting stake and sleeve valve pipe slip casting three's advantage, can reach better cell wall reinforcement effect during the underground continuous wall construction, be particularly useful for facing the sea and push up the ultra-deep underground continuous wall grooving in district and consolidate.
Description
Technical Field
The utility model belongs to cell wall reinforcement field, especially a face extra-deep underground continuous wall's in sea push-fill area grooving and consolidate.
Background
With the continuous development of building engineering in China, a large number of deep and large foundation pits, such as foundation pits with the depth of twenty-thirty meters, emerge. For deep and large foundation pits, underground continuous walls have become a very important support form. Because the similar 'arch effect' of a support pile is lacked during the construction of the underground continuous wall, the stability is relatively poor during grooving, and therefore, when the geological condition is poor, grooving construction can be carried out by reinforcing the groove wall before the construction of the underground continuous wall.
According to the construction experience of the existing underground continuous wall, common groove wall reinforcing forms mainly comprise a single-use cement soil mixing pile, a high-pressure jet grouting pile, grouting reinforcement and the like, and appropriate reinforcing measures can be taken according to different stratum conditions and reinforcing requirements. The cement-soil mixing pile is good in reinforcing effect within the range of 25-30 m, the reinforcing depth of the high-pressure jet grouting pile is deep, pile forming quality is easily affected by stratum conditions, the reinforcing effect of single grouting reinforcement is limited, and when the underground water level is high and the water content is large, the effects of various common reinforcing methods are greatly reduced. Therefore, when the reinforcement depth requirement of the wall of the underground continuous wall in the sea-facing push-filling area exceeds 30m, the effect of the conventional common reinforcement method cannot be ensured, so that a grooving reinforcement structure and a grooving reinforcement method suitable for the ultra-deep underground continuous wall in the sea-facing push-filling area are needed, and the technical problems that the underground water level is high, the wall of the groove is unstable, the forming difficulty of a reinforcement body is high, and the reinforcement effect cannot meet the requirement are solved.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a push away to fill out super dark underground continuous wall grooving combination reinforced structure in district near the sea, it pushes away to fill out the district near the sea to solve because groundwater level is high and the soil body is unstable, lead to underground continuous wall groove wall to take place the technical problem who collapses easily, still need solve to push away to fill out district underground continuous wall groove wall reinforcement degree of depth requirement when exceeding 30m near the sea, because soil and water pressure is big, current single reinforcement method consolidates the poor cell wall that more easily takes place of effect and collapses, especially still there is the cell wall unstable, it is big to consolidate the body shaping degree of difficulty, the consolidation effect is difficult to reach the technical problem of requirement.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
a grooving combined reinforcing structure for an ultra-deep underground continuous wall in a near-sea push-filling area is formed in a groove section of the underground continuous wall and in soil bodies around the groove section and comprises a combined reinforcing structure, wherein the combined reinforcing structure comprises an upper reinforcing structure and a lower reinforcing structure which are connected into a whole up and down and take a fixed height as a boundary,
the upper reinforcing structure comprises an out-of-tank triaxial mixing pile and an in-tank triaxial mixing pile,
the three-axis mixing piles outside the groove are respectively arranged in a row outside the front side and the rear side of the outer edge line of the underground continuous wall along the length direction of the underground continuous wall by taking the outer edge line of the underground continuous wall as a boundary, the three-axis mixing piles inside the groove are arranged in a row between two rows of the three-axis mixing piles outside the groove or are connected with more than two rows in parallel at the front side and the rear side, the three-axis mixing piles outside the groove are connected with the three-axis mixing piles inside the groove,
The lower reinforcing structure comprises a high-pressure rotary jet grouting pile, slot outer sleeve valve grouting bodies and slot inner sleeve valve grouting bodies,
the high-pressure rotary jet grouting piles are respectively arranged in a row along the length direction of the underground continuous wall and close to the front and back outer sides of the outer edge line of the underground continuous wall by taking the outer edge line of the underground continuous wall as a boundary,
the grouting body of the outer sleeve valve and the grouting body of the inner sleeve valve are soil body reinforcing bodies formed by grouting through the sleeve valve grouting pipes along the length direction of the underground continuous wall,
the grouting body of the outer sleeve valve of the slot is provided with two rows, the grouting body of the outer sleeve valve of each row of slots is arranged at intervals and is respectively positioned on the front side of the front high-pressure rotary jet grouting pile and the rear side of the rear high-pressure rotary jet grouting pile, and the grouting body of the inner sleeve valve of the slot is arranged on the central axis of the range in the slot section of the underground diaphragm wall.
The height boundary of the upper reinforcing structure and the lower reinforcing structure in the combined reinforcing structure is 30 m.
The reinforcement depth range of upper portion reinforced structure is by ground to secret 30m, the outer triaxial mixing stake of groove and the inslot triaxial mixing stake are triaxial soil cement mixing stake, and the reinforcement depth of the outer triaxial mixing stake of groove and the inslot triaxial mixing stake is the same.
The reinforcing depth range of the lower reinforcing structure is from 30m underground to the bottom of the groove section of the underground diaphragm wall or a stable rock-soil layer, the high-pressure rotary jet pile is a triple-pipe high-pressure rotary jet pile, and the reinforcing depth of the high-pressure rotary jet pile is the same as that of the grouting body of the outer sleeve valve of the groove and the grouting body of the inner sleeve valve of the groove.
And a hole is drilled in two adjacent piles in the triaxial mixing pile outside the tank in a sleeved mode, and the center of each pile is located on the same straight line parallel to the axis of the underground continuous wall.
In the triaxial mixing pile in the groove, two adjacent piles in the same row or two adjacent rows of piles in the front row and the back row all adopt lap joint, the pile center of every row of piles is on the same straight line, and every straight line is parallel to the axis of the underground diaphragm wall.
In every row of high-pressure jet grouting piles, two adjacent high-pressure jet grouting piles are connected in an overlapping mode, the centers of every row of piles are located on the same straight line, and each straight line is parallel to the axis of the underground diaphragm wall.
And the grouting bodies of the outer sleeve valves of each row of grooves are all positioned on the same straight line, and each straight line is parallel to the axis of the underground continuous wall.
The interval reinforcement positions of the grouting body of the slot inner sleeve valve and the grouting body of the slot outer sleeve valve are in one-to-one correspondence at the front side and the rear side.
Compared with the prior art the utility model has the following characteristics and beneficial effect:
the utility model comprises an upper reinforcing structure within the range of 30m and a lower reinforcing structure below the range of 30m, wherein the upper reinforcing structure adopts a triaxial mixing pile to reinforce and form with better quality, and has better reinforcing and water stopping effects; the triaxial mixing pile combines the cement paste with the soil filling layer and the soft soil layer in a mixing manner to form cement soil with certain strength, so that the groove wall of the underground continuous wall within the range of 30m has strong stability and water stopping performance, and the groove wall is prevented from collapsing.
Under the range of 30m, because the water-soil pressure of a near-sea push filling area is higher, the reinforcing effect cannot be ensured by adopting a single groove wall reinforcing mode, so that the high-pressure jet grouting piles and the sleeve valve grouting body are adopted, the high-pressure jet grouting piles are firstly used for reinforcing, and then the sleeve valve grouting body is used for overcoming the possible defects of the high-pressure jet grouting piles, so that a closed groove wall reinforcing water-stopping system is formed together. The high-pressure jet grouting pile forms a continuous closed groove wall reinforcing body below a range of 30m through high-pressure grouting, the grouting body of the outer sleeve valve of the groove can make up for the defect part with poor pile forming quality of the high-pressure jet grouting pile, the grouting body of the inner sleeve valve of the groove is formed by grouting and diffusing from the inside of the groove to the direction of the groove wall through the grouting pipe of the sleeve valve, and the instability of the groove wall caused by poor reinforcing effect outside the groove can be further prevented.
The utility model discloses to facing the sea and pushing out the super dark underground continuous wall grooving in filling area and having provided modular grooving reinforcement method, can solve and face the sea and push out the problem that filling area soil body is unstable, ground water level is high, soil and water pressure is big, convert loose, unstable soil body into the reinforcement body, the grooving time slot wall is firm and has better stagnant water performance. The utility model discloses triaxial stirring stake, high pressure jet grouting stake and sleeve valve pipe slip casting three's advantage, the three combines each other to form the underground continuous wall grooving of combination formula and consolidates, can reach better cell wall reinforcement effect during the construction of underground continuous wall, be particularly useful for facing the sea and push away the super dark underground continuous wall grooving in filling area and consolidate, be a safe effective economic reasonable cell wall reinforcement technique, push away to fill the super dark underground continuous wall grooving in filling area near the sea and consolidate the construction process and have the advantage that is showing, guarantee the stability of grooving in-process cell wall, avoid the treatment cost that the cell wall collapses.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic cross-sectional view of the combined reinforced structure of the present invention.
FIG. 2 is a schematic cross-sectional view of the location of the upper reinforcing structure.
FIG. 3 is a cross-sectional view of the location of the underlying reinforcing structure.
Reference numerals: 1-three-axis mixing pile outside the trough, 2-three-axis mixing pile inside the trough, 3-high-pressure jet grouting pile, 4-trough outer sleeve valve grouting body, 5-trough inner sleeve valve grouting body, 6-underground continuous wall, 7-trough section bottom or stable rock-soil layer and 8-height boundary line.
Detailed Description
Referring to fig. 1-3, the trenching combined reinforcement structure for the ultra-deep underground continuous wall in the coastal push-filling area is formed in the trench section of the underground continuous wall 6 and in the soil around the trench section, and comprises a combined reinforcement structure which comprises an upper reinforcement structure and a lower reinforcement structure which are connected into a whole from top to bottom and take a fixed height as a boundary. In this embodiment, the height boundary 8 between the upper reinforcing structure and the lower reinforcing structure in the combined reinforcing structure is 30 m.
The upper reinforcing structure comprises an out-of-tank triaxial mixing pile 1 and an in-tank triaxial mixing pile 2, and the reinforcing depth range of the upper reinforcing structure is from the ground to the underground 30 m. The out-of-tank triaxial mixing pile 1 and the in-tank triaxial mixing pile 2 are triaxial cement mixing piles, and the reinforcement depth of the out-of-tank triaxial mixing pile 1 and the in-tank triaxial mixing pile 2 is the same.
The outer three-axis mixing pile 1 is characterized in that the outer edge line of the underground continuous wall 6 is used as a boundary, one row of the outer three-axis mixing pile 1 is arranged outside the front side and the rear side of the outer edge line of the underground continuous wall 6 along the length direction of the underground continuous wall, four rows of the inner three-axis mixing pile 2 are arranged between the two rows of the outer three-axis mixing piles 1, and the outer three-axis mixing pile 1 and the inner three-axis mixing pile 2 are connected in a lap joint mode.
Two adjacent piles in the triaxial mixing pile 1 outside the tank are sleeved with a hole, and the center of each pile is positioned on the same straight line parallel to the axis of the underground continuous wall 6. In the triaxial mixing pile 2 in the groove, two adjacent piles in the same row or two adjacent rows of piles in the front row and the back row all adopt lap joint, the pile center of every row of piles is all on the same straight line to every straight line is all parallel with the axis of underground continuous wall 6.
Lower part reinforced structure includes that high pressure spouts stake 3, outer sleeve valve grout 4 of groove and inslot sleeve valve grout 5 soon, lower part reinforced structure's reinforcement degree of depth scope is by the underground 30m downwards to the groove section bottom of secret diaphragm wall 6 or stable ground layer 7, high pressure spouts stake 3 soon for triple tub high pressure spouts the stake soon, and high pressure spouts stake 3 soon and outer sleeve valve grout 4 of groove and inslot sleeve valve grout 5's reinforcement degree of depth the same.
The high-pressure rotary jet grouting piles 3 are respectively arranged in a row along the length direction of the underground continuous wall 6 and close to the front and back outer sides of the outer edge line of the underground continuous wall 6 by taking the outer edge line of the underground continuous wall 6 as a boundary. In every row of high pressure jet grouting pile 3, two adjacent high pressure jet grouting piles 3 are all connected in an overlapping mode, the pile centers of every row of piles are all located on the same straight line, and each straight line is parallel to the axis of the underground continuous wall 6.
The slot outer sleeve valve grouting body 4 and the slot inner sleeve valve grouting body 5 are soil body reinforcing bodies formed by grouting through sleeve valve grouting pipes along the length direction of the underground continuous wall 6. The interval reinforcement positions of the slot inner sleeve valve grouting body 5 and the slot outer sleeve valve grouting body 4 are in one-to-one correspondence at the front side and the rear side.
The grouting device is characterized in that two rows of the grouting bodies 4 of the outer sleeve valves are arranged, the grouting bodies 4 of the outer sleeve valves of each row are arranged at intervals and are respectively positioned on the front side of the front high-pressure jet grouting pile 3 and the rear side of the rear high-pressure jet grouting pile 3, and the grouting bodies 5 of the inner sleeve valves of the grooves are arranged on the central axis of the groove section inner range of the underground diaphragm wall 6. The grouting bodies 4 of the outer sleeve valves of each row of grooves are all located on the same straight line, and each straight line is parallel to the axis of the underground continuous wall 6.
The construction method of the ultra-deep underground continuous wall grooving combined reinforcing structure in the coastal push-filling area comprises the following construction steps:
Leveling the field and ensuring that the bearing capacity of the ground meets the design requirement.
Step two, constructing an upper reinforcing structure: respectively constructing a row of external triaxial mixing piles 1 outside the front side and the rear side of the external edge line of the underground continuous wall 6 along the length direction of the underground continuous wall 6 by taking the external edge line of the underground continuous wall 6 as a boundary;
the off-tank triaxial mixing pile 1 adopts jump-driving construction, a hole is drilled in an adjacent pile sleeve, the water stopping effect is reinforced, and the construction depth of the off-tank triaxial mixing pile 1 is 30 m.
And step three, sequentially constructing the in-groove triaxial mixing piles 2 between the two rows of out-of-groove triaxial mixing piles 1 according to the design of the underground continuous wall, wherein the construction row number of the in-groove triaxial mixing piles 2 is based on the thickness of the underground continuous wall, the total thickness of the in-groove triaxial mixing piles 2 is ensured to be larger than the thickness of the underground continuous wall, the adjacent piles and the front and rear rows of piles of the in-groove triaxial mixing piles 2 are in lap joint, and the construction depth of the in-groove triaxial mixing piles 2 is 30 m.
Step four, constructing a lower reinforcing structure: after all the three-axis stirring piles are constructed and reach the strength, high-pressure jet grouting piles 3 are constructed in the depth range of 30m below the outer side of the underground continuous wall 6, adjacent piles are overlapped, the bottoms of the high-pressure jet grouting piles 3 are constructed to the bottom of a groove section or a stable rock-soil layer 7, and a closed reinforcing and water-stopping system is formed.
And fifthly, sequentially driving grouting pipes of the slotted outer sleeve valves on the front side of the front high-pressure rotary jet grouting pile 3 and the rear side of the rear high-pressure rotary jet grouting pile 3, and performing layered and segmented grouting to respectively form two rows of grouting bodies 4 of the slotted outer sleeve valves, wherein the grouting depth range is consistent with that of the high-pressure rotary jet grouting pile 3.
And step six, after the construction of the grouting body 4 of the outer sleeve valve of the trough is finished, sequentially driving grouting pipes of the inner sleeve valve of the trough along the central axis of the underground continuous wall 6 and grouting in a layered and sectional manner to form the grouting body 5 of the inner sleeve valve of the trough, wherein the grouting depth is consistent with that of the high-pressure jet grouting pile 3.
Claims (7)
1. The utility model provides a face sea and push away super dark underground continuous wall grooving combination reinforced structure in filled area, the shaping is in the groove section of underground continuous wall (6) and the soil body around the groove section, including combination reinforced structure, its characterized in that: the combined reinforcing structure comprises an upper reinforcing structure and a lower reinforcing structure which are connected into a whole up and down and take the fixed height as a boundary,
the upper reinforcing structure comprises an out-of-tank triaxial mixing pile (1) and an in-tank triaxial mixing pile (2),
the three-axis mixing piles (1) outside the groove are respectively provided with one row outside the front side and the back side of the outer edge line of the underground continuous wall (6) by taking the outer edge line of the underground continuous wall (6) as a boundary, the three-axis mixing piles (2) inside the groove are provided with one row or more than two rows of the front side and the back side between two rows of the three-axis mixing piles (1) outside the groove are connected in parallel, the three-axis mixing piles (1) outside the groove are connected with the three-axis mixing piles (2) inside the groove,
The lower reinforcing structure comprises a high-pressure rotary jet grouting pile (3), a slot outer sleeve valve grouting body (4) and a slot inner sleeve valve grouting body (5),
the high-pressure rotary jet grouting piles (3) are respectively arranged in a row along the length direction of the underground continuous wall (6) and close to the front and back outer sides of the outer edge line of the underground continuous wall (6) by taking the outer edge line of the underground continuous wall (6) as a boundary,
the slot outer sleeve valve grouting body (4) and the slot inner sleeve valve grouting body (5) are soil body reinforcing bodies formed by grouting through sleeve valve grouting pipes along the length direction of the underground continuous wall (6),
the outer sleeve valve grouting bodies (4) are arranged in two rows, the outer sleeve valve grouting bodies (4) of each row are arranged at intervals and are respectively positioned on the front side of the front high-pressure rotary jet grouting pile (3) and the rear side of the rear high-pressure rotary jet grouting pile (3), the inner sleeve valve grouting bodies (5) are arranged on the central axis of the range in the groove section of the underground continuous wall (6),
the interval reinforcement positions of the slot inner sleeve valve grouting body (5) and the slot outer sleeve valve grouting body (4) are in one-to-one correspondence at the front side and the rear side,
the height boundary of the upper reinforcing structure and the lower reinforcing structure in the combined reinforcing structure is 30 m.
2. The ultra-deep underground continuous wall grooving combined reinforcing structure for the coastal push-filling area according to claim 1, characterized in that: the reinforcement degree of depth scope of upper portion reinforced structure is by ground to secret 30m, extratank triaxial mixing pile (1) and inslot triaxial mixing pile (2) are triaxial soil cement mixing pile, and the reinforcement degree of depth of extratank triaxial mixing pile (1) and inslot triaxial mixing pile (2) is the same.
3. The ultra-deep underground continuous wall grooving combined reinforcing structure for the coastal push-filling area according to claim 1 or 2, characterized in that: the reinforcement depth range of the lower part reinforcement structure is from the bottom of a groove section of an underground 30m downward to an underground continuous wall (6) or a stable rock-soil layer (7), the high-pressure rotary jet pile (3) is a triple-pipe high-pressure rotary jet pile, and the reinforcement depth of the high-pressure rotary jet pile (3) is the same as that of the groove outer sleeve valve grouting body (4) and the groove inner sleeve valve grouting body (5).
4. The ultra-deep underground continuous wall grooving combined reinforcing structure for the coastal push-filling area according to claim 2, is characterized in that: two adjacent piles in the triaxial mixing pile (1) outside the tank are sleeved with a hole, and the center of each pile is positioned on the same straight line parallel to the axis of the underground continuous wall (6).
5. The ultra-deep underground continuous wall grooving combined reinforcing structure for the coastal push-filling area according to claim 2, is characterized in that: in the triaxial mixing stake (2) in the inslot, adjacent two stake or the adjacent two rows of stake of front and back row all adopt overlap joint, and the stake center of every row of stake all is in on the same straight line to every straight line all is parallel with the axis of underground continuous wall (6).
6. The ultra-deep underground continuous wall grooving combined reinforcing structure for the coastal push-filling area according to claim 3, wherein: in every row of high-pressure jet grouting piles (3), every two adjacent high-pressure jet grouting piles (3) are connected in an overlapping mode, the centers of every row of piles are located on the same straight line, and each straight line is parallel to the axis of the underground continuous wall (6).
7. The ultra-deep underground continuous wall grooving combined reinforcing structure for the coastal push-filling area according to claim 3, wherein: the grouting bodies (4) of the outer sleeve valves of each row of grooves are all located on the same straight line, and each straight line is parallel to the axis of the underground continuous wall (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120615544.4U CN215165679U (en) | 2021-03-26 | 2021-03-26 | Face sea and push away super dark underground continuous wall grooving combination reinforced structure in filled area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120615544.4U CN215165679U (en) | 2021-03-26 | 2021-03-26 | Face sea and push away super dark underground continuous wall grooving combination reinforced structure in filled area |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN215165679U true CN215165679U (en) | 2021-12-14 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120615544.4U Expired - Fee Related CN215165679U (en) | 2021-03-26 | 2021-03-26 | Face sea and push away super dark underground continuous wall grooving combination reinforced structure in filled area |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN215165679U (en) |
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2021
- 2021-03-26 CN CN202120615544.4U patent/CN215165679U/en not_active Expired - Fee Related
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Granted publication date: 20211214 |