CN114293566B - Building envelope construction method suitable for subway station auxiliary structure - Google Patents
Building envelope construction method suitable for subway station auxiliary structure Download PDFInfo
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- CN114293566B CN114293566B CN202111571063.9A CN202111571063A CN114293566B CN 114293566 B CN114293566 B CN 114293566B CN 202111571063 A CN202111571063 A CN 202111571063A CN 114293566 B CN114293566 B CN 114293566B
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- 238000010276 construction Methods 0.000 title claims abstract description 36
- 238000001125 extrusion Methods 0.000 claims abstract description 66
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 19
- 239000004570 mortar (masonry) Substances 0.000 claims description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 5
- 230000000979 retarding effect Effects 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- 239000011378 shotcrete Substances 0.000 claims description 4
- 238000007599 discharging Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 11
- 239000002689 soil Substances 0.000 abstract description 9
- 239000004568 cement Substances 0.000 description 13
- 239000002002 slurry Substances 0.000 description 11
- 238000000034 method Methods 0.000 description 9
- 238000005507 spraying Methods 0.000 description 7
- 238000005553 drilling Methods 0.000 description 3
- 230000002301 combined effect Effects 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
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 239000011374 ultra-high-performance concrete Substances 0.000 description 2
- 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
- 230000000903 blocking effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 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
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
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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 application provides a building envelope construction method 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 a containment along the edge of a foundation pit at certain intervals; s2, after the high-pressure jet grouting piles are solidified, constructing a bored pile by engagement and tangency between the high-pressure jet grouting piles; through the steps, the construction of the enclosure structure of the auxiliary structure of the subway station is realized. In the preferred scheme, the extrusion impervious pile is constructed at the position where the high-pressure jet grouting pile is tangent to the engagement of the bored pile. The combined action of the support and the water stopping effect is realized by adopting the combined structure of the high-pressure jet grouting pile and the bored pile. The adopted extrusion impervious pile structure extrudes the soil layer at the tangent position of the occlusion, thereby further improving the water stopping effect.
Description
Technical Field
The application relates to the field of internal construction of subway stations, in particular to a building envelope construction method suitable for an auxiliary structure of a subway station.
Background
The auxiliary structure of a certain subway station is connected along a river pavement, the existing ground elevation is 4.18-8.31 m, the difference between the water surface and the ground is up to 4.13 m, the inlet and outlet length 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 compact, and the tidal change of river water close to the river is large, the technical difficulty of selecting which foundation pit supporting mode is large in terms of saving cost, time and the like in order to ensure the engineering to be completed quickly and efficiently. The prior art is as in the construction mode in fig. 4 that a plurality of bored piles are constructed first, then high-pressure jet grouting piles are constructed between the bored piles, a row of high-pressure jet grouting piles are arranged on the outer side of a foundation pit to form a waterproof curtain, and the scheme has the problems that the construction work amount is large, and the construction time is long. Chinese patent document CN 103526763A describes a composite foundation pit bracing method of cast-in-place piles, tree root piles and jet grouting piles, which can improve the water stopping effect, is suitable for construction at a position with limited space, but the construction steps of the scheme are still more complicated, especially the number of piles is increased, and the construction consumption time is increased. Chinese patent document CN 105064377A describes a combined foundation pit support pile structure, which adopts a scheme of constructing a waterproof curtain by mutually meshed high-pressure jet grouting piles and then constructing a bored pile so as to achieve the purposes of water stopping and support.
Disclosure of Invention
The technical problem to be solved by the application is to provide the building envelope construction method suitable for the auxiliary structure of the subway station, so that the construction efficiency can be greatly improved, and the consumption is low. The problems of small construction site, tight construction period, large ground height difference and high water stopping difficulty can be solved.
In order to solve the technical problems, the application adopts the following technical scheme: a building envelope construction method suitable for an auxiliary structure of a subway station comprises the following steps:
s1, constructing high-pressure jet grouting piles at the periphery of a containment along the edge of a foundation pit at certain intervals;
s2, after the high-pressure jet grouting piles are solidified, constructing a bored pile by engagement and tangency between the high-pressure jet grouting piles;
through the steps, the construction of the enclosure structure of the auxiliary structure of the subway station is realized.
In the preferred scheme, the thickness of the engagement tangency of the high-pressure jet grouting pile and the adjacent bored 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 bored pile is 600-1200 mm.
In the preferred scheme, the method further comprises a step S3 of constructing the extrusion impervious pile at the position where the high-pressure jet grouting pile is tangent to the engagement of the bored pile.
In the preferred scheme, the extrusion impervious pile is positioned on one side of the high-pressure jet grouting pile and the bored pile, which faces the outer side of the foundation pit.
In the preferred scheme, the diameter of the extrusion impervious pile is 180-600 mm, and the diameter of an extrusion pile hole of the extrusion impervious pile is 10-50 mm smaller than that of the extrusion impervious pile.
In the preferred scheme, the construction steps of extruding the impervious pile are as follows:
s01, constructing an extrusion pile hole;
s02, after construction is completed, discharging accumulated water in the extrusion pile hole, and injecting retarding mortar;
s03, driving the extrusion impervious pile into the extrusion pile hole in a ramming mode.
In the preferred scheme, the extrusion impervious pile adopts 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 cross section edge 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 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 the steel bar planting bars on the high-pressure jet grouting piles and the bored pile, and constructing the jet concrete layer after net hanging.
The application provides a building envelope construction method suitable for an auxiliary structure of a subway station, which realizes the combined effect of support and water stop effect by adopting a combined structure of a high-pressure jet grouting pile and a bored pile. In the preferred scheme, the adopted extrusion impervious pile structure extrudes the soil layer at the tangent position of occlusion, so that the water stopping effect is further improved, and particularly, the water stopping impervious effect with higher difference between the water surface and the ground is improved. The hanging net and the sprayed concrete layer further improve the water stopping effect from the inner side of the foundation pit.
Drawings
The application is further illustrated by the following examples in conjunction with the accompanying drawings:
fig. 1 is a schematic top view of the present application.
FIG. 2 is a schematic cross-sectional view of B-B of FIG. 1.
FIG. 3 is a schematic cross-sectional view A-A of FIG. 2.
Fig. 4 is a schematic view of a prior art support structure.
In the figure: high-pressure jet grouting pile 1, bored pile 2, shotcrete layer 3, net layer 4, steel bar 5, extrusion impervious pile 6, pile cap 61, backing plate 62, pile head 63, extrusion edge 64, extrusion pile hole 7, ponding 8, retarded cement paste 9, and occlusion tangent thickness 10.
Detailed Description
Example 1:
as shown in fig. 1, a building envelope construction method suitable for an auxiliary structure of a subway station comprises the following steps:
s1, constructing high-pressure jet grouting piles 1 at the periphery of a containment along the edge of a 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, and in the preferred 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 cement clay slurry and the cement fly ash slurry have a water-cement ratio of 0.7-1.0, and the cement water glass slurry has a water-cement ratio of 0.5-0.55; the mixing amount of cement per cubic meter 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 single-tube method cement slurry compressive stress is more than 20Mpa. The cement slurry pressure is more than 30 Mpa, and the gas pressure is not less than 0.8 Mpa. The flow is more than 80L/min, and the rotation speed is 14 revolutions/min.
When the high-pressure jet grouting pile 1 is constructed, the drilling machine is moved according to on-site paying-off, so that the drill rod head is aligned to the center of the vacancy, the drilling machine is ensured to reach the perpendicularity required by design, the perpendicularity error is not more than 1%, the plane position error is less than 50mm, and the original soil slurry or bentonite slurry protects the wall. When the grouting pipe enters a preset position in the soil, grouting can be sprayed according to the determined construction parameters, the preset spraying pressure is reached during spraying, the flow is monitored, and after the flow reaches a preset value, the grouting pipe is gradually lifted, and grouting is sprayed from bottom to top in a rotary mode. When in each rotary spraying, slurry spraying is performed firstly, then the rotary spraying is performed, and the rotary spraying is rotated and lifted, so that the slurry pipe is prevented from being twisted and broken. When spraying, the feeding time after each mixing is not more than 3min.
S2, after the high-pressure jet grouting piles 1 are solidified, constructing a bored pile 2 by engagement and tangency between the high-pressure jet grouting piles 1; as shown in fig. 1.
The diameter of the bored pile 2 is 600-1200 mm. In the preferred scheme, the meshing tangency thickness of the high-pressure jet grouting pile 1 and the adjacent bored pile 2 is 150-300 mm.
In the preferred scheme, 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 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. By the structure, when the high-pressure jet grouting pile 1 bears lateral soil pressure, the high-pressure jet grouting pile 1 is extruded more compactly.
Through the steps, the construction of the enclosure structure of the auxiliary structure of the subway station is realized. With this structure, the combined effect of the bored pile 2 and the high-pressure jet grouting pile 1 is realized. Wherein the high-pressure jet grouting pile 1 realizes a water stop blocking effect, and the bored pile 2 realizes a support stabilizing effect. Compared with the prior art, the construction method has lower loss.
Example 2:
on the basis of the embodiment 1, the preferred scheme is as shown in fig. 1 and 2, and the method further comprises the step S3 of constructing the extrusion impervious pile 6 at the position where the high-pressure jet grouting pile 1 is tangent to the engagement of the bored pile 2. The extrusion impervious pile 6 is used for enabling soil mass extrusion to be more compact, improving osmotic pressure and further improving water stopping effect.
The preferred solution is shown in fig. 1, in which the extrusion impervious pile 6 is located on the side of the high pressure jet grouting pile 1 and the bored pile 2 facing the outside of the foundation pit. From this structure, improve the stagnant water effect from the foundation ditch outside, avoid water to enter into envelope and corrode concrete structure.
In the preferred scheme, as shown in fig. 2, 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 the diameter of the extrusion impervious pile 6.
In a preferred scheme, the construction steps of extruding the impervious pile 6 are as follows:
s01, constructing and extruding pile holes 7 by using a drilling machine; for the broken soil layer, the following pipe construction and the slurry wall protection operation are needed.
S02, after construction is completed, discharging accumulated water in the extrusion pile hole 7, and injecting retarding mortar; the depth of the retarder mortar pouring hole is 1/5-1/3 of the depth of the retarder mortar pouring hole, so that waste is reduced. Setting time of the retarding mortar is more than 8 hours, preferably 48 hours. The adoption of the retarding mortar is helpful for improving the permeation time.
S03, driving the extrusion impervious pile 6 into the extrusion pile hole 7 in a ramming mode. The retarded mortar is extruded into soil body while the extrusion impervious pile 6 is driven in, and a firm impervious layer is formed after complete solidification.
In the preferred scheme, the extrusion impervious pile 6 adopts a concrete pile, preferably an ultra-high performance concrete pile, namely a UHPC pile, the compression strength of the extrusion impervious pile 6 is more than 185Mpa, the doping amount of steel fibers is more than 3%, 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 base 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;
in the preferred embodiment, as shown in fig. 3, an axial extrusion ridge 64 is provided on the outer wall of the extrusion-resistant pile 6, and the cross-sectional edge of the extrusion ridge 64 is curved. The extrusion rib 64 structure is beneficial to improving the extrusion effect on soil body and reducing the tamping difficulty.
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 bars 5 on the high-pressure jet grouting pile 1 and the bored pile 2, and constructing the shotcrete layer 3 after net hanging. With the structure, the impermeable layer positioned at the inner side of the foundation pit is formed, and the impermeable effect is further improved.
The above embodiments are merely preferred embodiments of the present application, and should not be construed as limiting the present application, and the embodiments and features of the embodiments of the present application may be arbitrarily combined with each other without collision. The protection scope of the present application is defined by the claims, and the protection scope includes equivalent alternatives to the technical features of the claims. I.e., equivalent replacement modifications within the scope of this application are also within the scope of the application.
Claims (3)
1. A building envelope construction method 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 a containment along the edge of a foundation pit at certain intervals;
s2, after the high-pressure jet grouting piles (1) are solidified, constructing a bored pile (2) between the high-pressure jet grouting piles (1) in a meshed tangent manner;
the diameter of the high-pressure jet grouting pile (1) is 800-1500 mm, and the diameter of the bored pile (2) is 600-1200 mm;
the thickness of the meshing tangency of the high-pressure jet grouting pile (1) and the adjacent bored pile (2) is 150-300 mm;
s3, constructing an extrusion impervious pile (6) at the position where the high-pressure jet grouting pile (1) is tangent to the bored pile (2) in a meshed mode;
the extrusion impervious pile (6) is positioned at one side of the high-pressure jet grouting pile (1) and the bored pile (2) facing the outer side of the foundation pit;
the diameter of the extrusion impervious pile (6) is 180-600 mm, and the diameter of an extrusion pile hole (7) of the extrusion impervious pile (6) is 10-50 mm smaller than the diameter of the extrusion impervious pile (6);
the extrusion impervious pile (6) adopts 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 base 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 edge (64) along the axial direction, and the cross section edge of the extrusion edge (64) is a curve;
the construction steps of the extrusion impervious pile (6) are as follows:
s01, constructing an extrusion pile hole (7);
s02, after construction is completed, discharging accumulated water in the extrusion pile hole (7), and injecting retarding mortar;
s03, driving the extrusion impervious pile (6) into the extrusion pile hole (7) in a ramming mode;
through the steps, the construction of the enclosure structure of the auxiliary structure of the subway station is realized.
2. The building envelope construction method for the auxiliary structure of the subway station according to claim 1, which is characterized in that: 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 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.
3. The building envelope construction method for the auxiliary structure of the subway station according to claim 1, which is characterized in that: and S4, excavating the inner side of the foundation pit, arranging steel bar planting reinforcing bars (5) on the high-pressure jet grouting pile (1) and the bored pile (2), and constructing a sprayed concrete layer (3) after net hanging.
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| Application Number | Priority Date | Filing Date | Title |
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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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| Application Number | Priority Date | Filing Date | Title |
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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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| CN114293566A CN114293566A (en) | 2022-04-08 |
| CN114293566B true CN114293566B (en) | 2023-08-22 |
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| CN102286984A (en) * | 2011-05-25 | 2011-12-21 | 深圳市鸿荣轩建设工程有限公司 | Water-stop curtain and construction method thereof |
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| CN110670598A (en) * | 2019-07-24 | 2020-01-10 | 青岛理工大学 | Cold joint treatment structure and method for secant pile construction |
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2021
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Address after: No.8, unit 1, building 1, No.57, community main street, Xinglong Town, Tianfu New District, Chengdu, Sichuan 610200 Patentee after: CCCC Second Harbor Engineering Co.,Ltd. (Chengdu) Address before: No.8, unit 1, building 1, No.57, community main street, Xinglong Town, Tianfu New District, Chengdu, Sichuan 610200 Patentee before: CCCC SHEC CHENGDU URBAN CONSTRUCTION ENGINEERING CO.,LTD. |
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