CN114293566A - Enclosure construction method suitable for subway station auxiliary structure - Google Patents
Enclosure construction method suitable for subway station auxiliary structure Download PDFInfo
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- CN114293566A CN114293566A CN202111571063.9A CN202111571063A CN114293566A CN 114293566 A CN114293566 A CN 114293566A CN 202111571063 A CN202111571063 A CN 202111571063A CN 114293566 A CN114293566 A CN 114293566A
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- 238000010276 construction Methods 0.000 title claims abstract description 41
- 238000001125 extrusion Methods 0.000 claims abstract description 48
- 238000011065 in-situ storage Methods 0.000 claims abstract description 28
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 19
- 238000000034 method Methods 0.000 claims description 11
- 239000004570 mortar (masonry) Substances 0.000 claims description 9
- 230000015271 coagulation Effects 0.000 claims description 8
- 238000005345 coagulation Methods 0.000 claims description 8
- 230000003111 delayed effect Effects 0.000 claims description 8
- 239000004567 concrete Substances 0.000 claims description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 230000003487 anti-permeability effect Effects 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 13
- 239000002689 soil Substances 0.000 abstract description 9
- 230000002301 combined effect Effects 0.000 abstract description 2
- 239000004568 cement Substances 0.000 description 13
- 239000002002 slurry Substances 0.000 description 7
- 238000005553 drilling Methods 0.000 description 4
- 238000005507 spraying Methods 0.000 description 4
- 239000011378 shotcrete Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000010881 fly ash Substances 0.000 description 2
- NLYAJNPCOHFWQQ-UHFFFAOYSA-N kaolin Chemical compound O.O.O=[Al]O[Si](=O)O[Si](=O)O[Al]=O NLYAJNPCOHFWQQ-UHFFFAOYSA-N 0.000 description 2
- 235000019353 potassium silicate Nutrition 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 239000011374 ultra-high-performance concrete Substances 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003204 osmotic effect Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention provides a construction method of an enclosure structure suitable for an auxiliary structure of a subway station, which comprises the following steps: s1, constructing high-pressure jet grouting piles at the periphery of the enclosure along the edge of the foundation pit at certain intervals; s2, meshing and tangentially constructing bored cast-in-place piles among the high-pressure jet grouting piles after the high-pressure jet grouting piles are solidified; the construction of the enclosure structure of the auxiliary structure of the subway station is realized through the steps. In the preferred scheme, the extrusion impervious pile is constructed at the position where the high-pressure jet grouting pile is meshed and tangent with the cast-in-situ bored pile. The combined structure of the high-pressure jet grouting pile and the cast-in-situ bored pile is adopted, so that the combined effect of supporting and water stopping is realized. The adopted extrusion impervious pile structure extrudes a soil layer at the occluded tangent position, and the water stopping effect is further improved.
Description
Technical Field
The invention relates to the field of interior construction of subway stations, in particular to a construction method of an enclosure structure suitable for an auxiliary structure of a subway station.
Background
The auxiliary structure of a certain subway station is directly connected with a pedestrian walkway along a river and close to a suspended river, the height of the existing ground is 4.18-8.31 m, the difference between the water surface and the ground is up to 4.13 m, the length of an entrance and an exit is 117.5m, the width of the auxiliary structure is 7.4m, and the depth of a foundation pit is 9.5-11.1 m. Because the construction site is smaller, the existing ground has large height difference, the construction period is tight, and the tide change of the river close to the river is large, the technical difficulty of selecting any foundation pit supporting mode is higher in the aspects of saving cost, time and the like for ensuring the quick and efficient completion of the engineering. The construction method in the prior art as shown in figure 4 is that a plurality of cast-in-situ bored piles are constructed firstly, then high-pressure jet grouting piles are constructed among the cast-in-situ bored piles, and a row of high-pressure jet grouting piles are arranged on the outer side of a foundation pit to form a waterproof curtain. Chinese patent document CN 103526763 a describes a method for enclosing a foundation pit by using a composite of a cast-in-place pile, a root pile and a jet grouting pile, which can improve a water-stopping effect and is suitable for construction in a position with limited space, but the construction steps of the scheme are still complicated, especially the number of piles is increased, and the construction time consumption is increased. Chinese patent document CN 105064377 a describes a combined type foundation pit supporting pile structure, which adopts a scheme of constructing a waterproof curtain with mutually occluded high-pressure jet grouting piles first and then constructing a bored cast-in-place pile, so as to achieve the purpose of water stopping and supporting, and has the problems that the construction waste is high, and the constructed bored cast-in-place pile disturbs the mutually occluded positions of the high-pressure jet grouting piles, so that the water stopping effect is easily influenced.
Disclosure of Invention
The invention aims to solve the technical problem of providing the enclosure construction method suitable for the auxiliary structure of the subway station, which can greatly improve the construction efficiency and has low consumption. The problems of small construction site, tight construction period, large height difference of the existing ground and high water stopping difficulty can be solved.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a construction method of an enclosure structure suitable for an auxiliary structure of a subway station comprises the following steps:
s1, constructing high-pressure jet grouting piles at the periphery of the enclosure along the edge of the foundation pit at certain intervals;
s2, meshing and tangentially constructing bored cast-in-place piles among the high-pressure jet grouting piles after the high-pressure jet grouting piles are solidified;
the construction of the enclosure structure of the auxiliary structure of the subway station is realized through the steps.
In the preferred scheme, the high-pressure jet grouting pile and the adjacent cast-in-situ bored pile are meshed and tangent to each other, and the thickness of the high-pressure jet grouting pile is 150-300 mm.
In the preferred scheme, the diameter of the high-pressure jet grouting pile is 800-1500 mm, and the diameter of the cast-in-situ bored pile is 600-1200 mm.
In a preferred scheme, the method further comprises a step S3 of constructing and extruding the impervious pile at the position where the high-pressure jet grouting pile is meshed and tangent with the cast-in-situ bored pile.
In the preferred scheme, the extrusion impervious pile is positioned on one side of the high-pressure jet grouting pile and the cast-in-situ bored pile, which faces the outer side of the foundation pit.
In the preferred scheme, the diameter of the extruded impervious pile is 180-600 mm, and the diameter of an extruded pile hole of the extruded impervious pile is 10-50 mm smaller than that of the extruded impervious pile.
In the preferred scheme, the construction steps of the extrusion impervious pile are as follows:
s01, constructing an extrusion pile hole;
s02, after construction is completed, draining accumulated water in the extruded pile hole, and injecting delayed coagulation mortar;
and S03, driving the extruded impervious pile into the hole of the extruded pile in a ramming mode.
In the preferred scheme, the extrusion impervious pile is a concrete pile, the top of the extrusion impervious pile is provided with a pile cap, the pile cap covers the top surface and the side surface of the extrusion impervious pile, a backing plate is arranged between the pile cap and the top of the extrusion impervious pile, and the bottom of the extrusion impervious pile is provided with a conical pile head;
the outer wall of the extrusion impervious pile is provided with an extrusion edge along the axial direction, and the edge of the cross section of the extrusion edge is a curve.
In the preferred scheme, the connecting line between the circle centers of all the high-pressure jet grouting piles and the connecting line between the circle centers of all the cast-in-situ bored piles are not on the same straight line;
the connecting line between the circle centers of the high-pressure jet grouting piles is closer to the inner side of the foundation pit.
In the preferred scheme, the method further comprises the step S4 of excavating the inner side of the foundation pit, arranging bar-planted reinforcing steel bars on the high-pressure jet grouting pile and the cast-in-situ bored pile, and constructing a jet concrete layer after the net is hung.
The invention provides a construction method of an enclosure structure suitable for an auxiliary structure of a subway station, which realizes the combined action of supporting and water stopping effects by adopting a combined structure of a high-pressure jet grouting pile and a cast-in-situ bored pile. In the preferred scheme, the adopted extrusion impervious pile structure extrudes a soil layer at the occluded tangent position, so that the water stopping effect is further improved, and particularly the water stopping and impervious effect for the higher difference height between the water surface and the ground is realized. The net and the sprayed concrete layer are arranged to further improve the water stopping effect from the inner side of the foundation pit.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
fig. 1 is a schematic top view of the present invention.
FIG. 2 is a schematic sectional view B-B of FIG. 1.
Fig. 3 is a schematic sectional view a-a of fig. 2.
Fig. 4 is a schematic view of a supporting structure of the prior art.
In the figure: the high-pressure jet grouting pile comprises a high-pressure jet grouting pile 1, a cast-in-situ bored pile 2, a sprayed concrete layer 3, a net hanging layer 4, bar planting reinforcing steel bars 5, an extrusion impervious pile 6, a pile cap 61, a backing plate 62, a pile head 63, an extrusion ridge 64, an extrusion pile hole 7, accumulated water 8, delayed coagulation cement slurry 9 and occlusion tangent thickness 10.
Detailed Description
Example 1:
as shown in fig. 1, a method for constructing an enclosure structure suitable for an auxiliary structure of a subway station includes the following steps:
s1, constructing high-pressure jet grouting piles 1 at the periphery of the enclosure along the edge of the foundation pit at certain intervals;
the high-pressure jet grouting pile 1 can be constructed by adopting a single-pipe method, a double-pipe method and a triple-pipe method, in the preferable scheme, the diameter of the high-pressure jet grouting pile 1 is 800-1500 mm, and the grouting material is cement clay slurry, cement fly ash slurry or cement water glass slurry. The water-cement ratio of the cement clay slurry to the cement fly ash slurry is 0.7-1.0, and the water-cement ratio of the cement water glass slurry is 0.5-0.55; the mixing amount of each cubic cement is not less than 450KG, the cement strength grade is preferably 42.5, the 28D unconfined compressive strength is not less than 1.5Mpa, and the compressive stress of the single-pipe method cement paste is more than 20 Mpa. The cement paste pressure is more than 30 Mpa, and the gas pressure is not less than 0.8 Mpa. The flow rate is more than 80L/min, and the rotating speed is 14 r/min.
When the high-pressure jet grouting pile 1 is constructed, a drilling machine is moved according to on-site setting, a drill rod head is aligned to a vacancy center, the drilling machine is guaranteed to reach the design requirement verticality, the verticality error is not more than 1%, the plane position error is less than 50mm, and the wall is protected by original soil slurry or bentonite slurry. When the grouting pipe enters a preset position in the soil, grouting can be sprayed according to determined construction parameters, the preset spraying pressure is reached during spraying, the flow is monitored, after the flow reaches the preset value, the grouting pipe is gradually lifted, and grouting is performed by rotary spraying from bottom to top. During each rotary spraying, the mortar pipe is firstly sprayed and then rotated and lifted, so that the mortar pipe is prevented from being twisted and broken. When in guniting, the feeding time is not more than 3min after each mixing.
S2, meshing and tangentially constructing a bored pile 2 between the high-pressure jet grouting piles 1 after the high-pressure jet grouting piles 1 are solidified; as shown in fig. 1.
The diameter of the cast-in-situ bored pile 2 is 600-1200 mm. In the preferred scheme, the high-pressure jet grouting pile 1 is meshed with the adjacent cast-in-situ bored pile 2 and is tangent to the cast-in-situ bored pile 2 by 150-300 mm in thickness.
In the preferred scheme, the connecting line between the centers of circles of the high-pressure jet grouting piles 1 and the connecting line between the centers of circles of the cast-in-situ bored piles 2 are not on the same straight line;
the connecting line between the centers of circles of the high-pressure jet grouting piles 1 is closer to the inner side of the foundation pit. By the structure, when the high-pressure jet grouting pile 1 bears lateral soil body pressure, the high-pressure jet grouting pile 1 is extruded more compactly.
The construction of the enclosure structure of the auxiliary structure of the subway station is realized through the steps. By the structure, the combined effect of the cast-in-situ bored pile 2 and the high-pressure jet grouting pile 1 is realized. Wherein high pressure jet grouting pile 1 realizes stagnant water shutoff effect, and drilling bored concrete pile 2 realizes strutting firm effect. Compared with the prior art, the construction method has lower loss.
Example 2:
on the basis of the embodiment 1, a preferable scheme is as shown in fig. 1 and 2, and the method further comprises a step S3 of constructing and extruding the impervious pile 6 at a position where the high-pressure jet grouting pile 1 is meshed with and tangent to the cast-in-situ bored pile 2. The extrusion impervious pile 6 is used for enabling the soil body to be extruded more compactly, so that osmotic pressure is improved, and the water stopping effect is further improved.
In a preferred embodiment, as shown in fig. 1, the extrusion impervious pile 6 is located on the side of the high-pressure jet grouting pile 1 and the cast-in-situ bored pile 2 facing the outside of the foundation pit. By the structure, the water stopping effect is improved from the outer side of the foundation pit, and water is prevented from entering the enclosure structure to corrode the concrete structure.
In a preferred scheme, as shown in fig. 2, the diameter of the extruded impervious pile 6 is 180-600 mm, and the diameter of the extruded pile hole 7 of the extruded impervious pile 6 is 10-50 mm smaller than that of the extruded impervious pile 6.
In the preferred scheme, the construction steps of the extrusion impervious pile 6 are as follows:
s01, constructing and extruding the pile hole 7 by a drilling machine; for a broken soil layer, pipe following construction and mud wall protection operation are required.
S02, after the construction is finished, draining accumulated water in the extrusion pile hole 7, and injecting delayed coagulation mortar; the delayed coagulation mortar is poured into 1/5-1/3 deep holes, so that waste is reduced. The setting time of the delayed coagulation mortar is more than 8 hours, and preferably 48 hours. The adoption of the delayed coagulation mortar is beneficial to improving the permeation time.
And S03, driving the extrusion impervious pile 6 into the extrusion pile hole 7 in a ramming mode. And (3) extruding the delayed coagulation mortar into the soil body while driving and extruding the impervious pile 6, and forming a firm impervious layer after complete solidification.
In the preferred scheme, the extrusion impervious pile 6 is a concrete pile, preferably, an ultra-high performance concrete pile, namely a UHPC pile is adopted, the compressive strength of the extrusion impervious pile 6 is greater than 185Mpa, the steel fiber content is greater than 3%, the top of the extrusion impervious pile 6 is provided with a pile cap 61, the pile cap 61 covers the top surface and the side surface of the extrusion impervious pile 6, a backing plate 62 is arranged between the pile cap 61 and the top of the extrusion impervious pile 6, and the bottom of the extrusion impervious pile 6 is provided with a conical pile head 63;
in a preferred embodiment, as shown in fig. 3, an axial pressing rib 64 is provided on the outer wall of the pressed impervious pile 6, and the cross-sectional edge of the pressing rib 64 is curved. The extrusion arris 64 structure that sets up helps improving the extrusion effect to the soil body, reduces the degree of difficulty of ramming.
In the preferred scheme, the method further comprises the step S4 of excavating the inner side of the foundation pit, arranging the steel bar planting reinforcing steel bars 5 on the high-pressure rotary jet grouting pile 1 and the cast-in-situ bored pile 2, and constructing the sprayed concrete layer 3 after the net is hung. From this structure, form the barrier layer that is located the foundation ditch inboard, further improve the prevention of seepage effect.
The above-described embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and features in the embodiments and examples in the present application may be arbitrarily combined with each other without conflict. The protection scope of the present invention is defined by the claims, and includes equivalents of technical features of the claims. I.e., equivalent alterations and modifications within the scope hereof, are also intended to be within the scope of the invention.
Claims (10)
1. A construction method of an enclosure structure suitable for an auxiliary structure of a subway station is characterized by comprising the following steps:
s1, constructing high-pressure jet grouting piles (1) at the periphery of the enclosure along the edge of the foundation pit at certain intervals;
s2, meshing and tangentially constructing the cast-in-situ bored piles (2) among the high-pressure jet grouting piles (1) after the high-pressure jet grouting piles (1) are solidified;
the construction of the enclosure structure of the auxiliary structure of the subway station is realized through the steps.
2. A building envelope construction method suitable for an auxiliary structure of a subway station as claimed in claim 1, wherein: the high-pressure jet grouting pile (1) and the adjacent cast-in-situ bored pile (2) are meshed and tangent to each other, and the thickness of the meshed and tangent cast-in-situ bored pile is 150-300 mm.
3. A building envelope construction method suitable for an auxiliary structure of a subway station as claimed in claim 2, wherein: the diameter of the high-pressure jet grouting pile (1) is 800-1500 mm, and the diameter of the cast-in-situ bored pile (2) is 600-1200 mm.
4. A building envelope construction method suitable for an auxiliary structure of a subway station as claimed in claim 1, wherein: and S3, constructing and extruding the impervious pile (6) at the position where the high-pressure jet grouting pile (1) is meshed and tangent with the cast-in-situ bored pile (2).
5. An enclosure construction method suitable for an auxiliary structure of a subway station as claimed in claim 4, wherein: the extrusion impervious pile (6) is positioned on one side of the high-pressure jet grouting pile (1) and the cast-in-situ bored pile (2) facing the outer side of the foundation pit.
6. An enclosure construction method suitable for an auxiliary structure of a subway station as claimed in claim 4 or 5, wherein: the diameter of the extrusion impervious pile (6) is 180-600 mm, and the diameter of the extrusion pile hole (7) of the extrusion impervious pile (6) is 10-50 mm smaller than that of the extrusion impervious pile (6).
7. A building envelope construction method suitable for an auxiliary structure of a subway station as claimed in claim 6, wherein the construction steps of extruding the anti-permeability pile (6) are as follows:
s01, constructing an extrusion pile hole (7);
s02, after the construction is finished, draining accumulated water in the extrusion pile hole (7), and injecting delayed coagulation mortar;
and S03, driving the extrusion impervious pile (6) into the extrusion pile hole (7) in a tamping mode.
8. An envelope construction method suitable for an auxiliary structure of a subway station as claimed in claim 7, wherein: the extrusion impervious pile (6) is a concrete pile, a pile cap (61) is arranged at the top of the extrusion impervious pile (6), the pile cap (61) covers the top surface and the side surface of the extrusion impervious pile (6), a backing plate (62) is arranged between the pile cap (61) and the top of the extrusion impervious pile (6), and a conical pile head (63) is arranged at the bottom of the extrusion impervious pile (6);
the outer wall of the extrusion impervious pile (6) is provided with an extrusion ridge (64) along the axial direction, and the cross section edge of the extrusion ridge (64) is a curve.
9. An envelope construction method suitable for an auxiliary structure of a subway station as claimed in claim 8, wherein: the connecting line between the circle centers of the high-pressure jet grouting piles (1) and the connecting line between the circle centers of the cast-in-situ bored piles (2) are not on the same straight line;
the connecting line between the circle centers of the high-pressure jet grouting piles (1) is closer to the inner side of the foundation pit.
10. A building envelope construction method suitable for an auxiliary structure of a subway station as claimed in claim 1, wherein: the method further comprises the step S4 of excavating the inner side of the foundation pit, arranging the bar-planting reinforcing steel bars (5) on the high-pressure rotary jet grouting pile (1) and the cast-in-situ bored pile (2), and constructing the jet concrete layer (3) after the net is hung.
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| CN202111571063.9A CN114293566B (en) | 2021-12-21 | 2021-12-21 | Building envelope construction method suitable for subway station auxiliary structure |
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| CN202111571063.9A CN114293566B (en) | 2021-12-21 | 2021-12-21 | Building envelope construction method suitable for subway station auxiliary structure |
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| CN114293566B CN114293566B (en) | 2023-08-22 |
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| CN114293566B (en) | 2023-08-22 |
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