CN215857740U - Seepage prevention structure is consolidated to near-river deep basal pit lateral wall - Google Patents

Seepage prevention structure is consolidated to near-river deep basal pit lateral wall Download PDF

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Publication number
CN215857740U
CN215857740U CN202121456192.9U CN202121456192U CN215857740U CN 215857740 U CN215857740 U CN 215857740U CN 202121456192 U CN202121456192 U CN 202121456192U CN 215857740 U CN215857740 U CN 215857740U
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China
Prior art keywords
pile
jet grouting
piles
pressure jet
foundation pit
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CN202121456192.9U
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Inventor
任东兴
周向阳
薛鹏
何蕃民
邓安
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Guizhou University
CREEC Chengdu Survey Design and Research Co Ltd
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Guizhou University
CREEC Chengdu Survey Design and Research Co Ltd
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Abstract

The utility model belongs to the technical field of foundation pit supporting, discloses a near-river deep foundation pit side wall reinforcing and seepage-proofing structure, and aims to solve the problem that the application of conventional foundation pit supporting measures to a near-river deep foundation pit is not feasible. The high-pressure jet grouting pile comprises a plurality of supporting piles arranged in parallel, and is characterized in that three high-pressure jet grouting piles which are connected in a staggered mode are arranged between every two adjacent supporting piles, each high-pressure jet grouting pile and the other two high-pressure jet grouting piles are provided with an overlapping area, 2 high-pressure jet grouting piles, closer to the supporting piles, of the three high-pressure jet grouting piles are provided with overlapping areas, prestressed pipe piles are further arranged between the adjacent supporting piles, the overlapping areas are arranged between the prestressed pipe piles and the three high-pressure jet grouting piles, and intervals are reserved between the prestressed pipe piles and the supporting piles.

Description

Seepage prevention structure is consolidated to near-river deep basal pit lateral wall
Technical Field
The utility model belongs to the technical field of foundation pit supporting, and particularly relates to a riverside deep foundation pit side wall reinforcing and seepage-proofing structure.
Background
A foundation pit is a space excavated from the ground downward for constructing the underground portion of a building. Usually, the surrounding environment of the foundation pit is relatively complex, and if the foundation pit needs to be protected near municipal roads, subways, high-rise buildings and the like, the deformation and the stability of the foundation pit in the excavation process need to be strictly controlled. Particularly, the river-facing deep foundation pit needs to be controlled in deformation and seepage-proofing.
For a conventional foundation pit, if the excavation depth is not large, pile arrangement and support are directly constructed; with the increase of the excavation depth of the foundation pit, support measures (such as anchor cables, inner supports and the like) need to be added.
But for the reasons of poor stratum, low anchor cable grouting pulling resistance and the like of the river-facing deep foundation pit, the anchor cable cannot be constructed. For the project with a tight construction period, the construction period of the support in construction is long, so that the construction method is not feasible.
SUMMERY OF THE UTILITY MODEL
The utility model provides a river-facing deep foundation pit side wall reinforcing and seepage-proofing structure for solving the problem that the conventional foundation pit supporting measures are not feasible when being used in a river-facing deep foundation pit, and the river-facing deep foundation pit side wall reinforcing and seepage-proofing structure can shorten the construction period and reduce the use amount of anchor cables, concrete and reinforcing steel bars on the premise of ensuring the stability of the foundation pit supporting and meeting the seepage-proofing requirement.
In order to solve the technical problem, the technical scheme adopted by the utility model is as follows:
the utility model provides a near river deep basal pit lateral wall consolidates seepage prevention structure, includes the many fender pile that the platoon set up, its characterized in that is provided with three mutual staggered connection's high pressure jet grouting pile between the adjacent fender pile, and each high pressure jet grouting pile all has the overlap region with remaining two high pressure jet grouting piles, has the overlap region between 2 high pressure jet grouting piles that are close to the fender pile more and the fender pile, still be provided with the prestressing force tubular pile between the adjacent fender pile, all have the overlap region between prestressing force tubular pile and the three high pressure jet grouting piles, the interval has between prestressing force tubular pile and the fender pile.
In some embodiments, the depth of the high-pressure jet grouting pile and the prestressed pipe pile into the soil layer is the same as the depth of the support pile into the soil body.
In some embodiments, the upper part of the support piles is cast with a crown beam for connecting the support piles together in sequence.
In some embodiments, the support pile is a jet grouting pile, a reinforcement cage is implanted after the jet grouting pile is jet grouted, the reinforcement cage comprises an upper section reinforcement cage, a middle section reinforcement cage and a lower section reinforcement cage which are sequentially arranged from top to bottom, the middle section reinforcement cage is connected with an anchor rope, and the reinforcement density of the middle section reinforcement cage is greater than the reinforcement density of the upper section reinforcement hole and the lower section reinforcement cage.
In some embodiments, the pile diameter of the support pile is larger than that of the high-pressure jet grouting pile, and the pile diameter of the high-pressure jet grouting pile is larger than that of the prestressed pipe pile.
In some embodiments, the depth of the high-pressure jet grouting pile extending into the support pile is 150-.
In some embodiments, a pile top slope is arranged on one side, facing the soil body, of the upper part of the crown beam, the pile top slope adopts a 1:0.3 slope, a C20 fine stone concrete layer is sprayed on the pile top slope, and the thickness of the C20 fine stone concrete layer is 80 mm.
Compared with the prior art, the utility model has the following beneficial effects:
according to the river-facing deep foundation pit side wall reinforcing seepage-proofing structure, the supporting seepage-proofing system is formed by utilizing the supporting piles, the high-pressure jet grouting piles and the prestressed pipe piles, the high-pressure jet grouting piles are arranged between the adjacent supporting piles in a staggered mode, so that a seepage-proofing waterproof curtain is formed, and the prestressed pipe piles are inserted between the high-pressure jet grouting piles, so that the stability of the river-facing deep foundation pit support is improved; compared with the prior art that the anchor cable is adopted for reinforcing the near-river deep foundation pit, the anchor cable reinforcing method can reduce the anchoring quantity of the anchor cable, so that the purpose of reducing the use amount of the anchor cable, the concrete and the reinforcing steel bar is achieved; compared with the prior art, the anchor cable anchoring mode can shorten the construction period, so that the cost of river-approaching deep foundation pit supporting is reduced.
Compared with the prior art in which an inner support mode is adopted, the construction period can be shortened, and therefore the project with tense construction requirements can be met.
Drawings
FIG. 1 is a schematic structural view of one embodiment of a prior art foundation pit support;
fig. 2 is a schematic top view of a support pile for supporting a foundation pit in the prior art;
FIG. 3 is a structural diagram of a reinforcement arrangement diagram of a support pile of a foundation pit support in the prior art;
FIG. 4 is a schematic structural view of the present invention;
FIG. 5 is a schematic top view of the arrangement of the support piles of the present invention, in which three dashed coils represent high pressure jet grouting piles;
FIG. 6 is a schematic structural diagram of a reinforcement pattern of the support pile of the present invention;
the labels in the figure are: 1. the method comprises the following steps of supporting piles, 2, top beams, 3, anchor cables, 4, reinforcement cages, 41, upper reinforcement cages, 42, middle reinforcement cages, 43, lower reinforcement cages, 5, high-pressure jet grouting piles, 6, prestressed pipe piles, 7 and pile top slope placing.
Detailed Description
The present invention will be further described with reference to the following examples, which are intended to illustrate only some, but not all, of the embodiments of the present invention. Based on the embodiments of the present invention, other embodiments used by those skilled in the art without any creative effort belong to the protection scope of the present invention.
In the description of the present application, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present application; the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance; furthermore, unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, as they may be fixedly connected, detachably connected, or integrally connected, for example; may be a mechanical connection; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood in a specific case by those of ordinary skill in the art.
With reference to the attached drawings 1 to 3, the foundation pit supporting structure in the prior art is composed of a plurality of supporting piles 1 arranged in a flat manner, a crown beam 2 is poured at the top of each supporting pile 1, and the supporting piles 1 are connected into a whole through the crown beam 2. When the foundation pit is a deep foundation pit, in order to improve the stability of foundation pit support, the anchor cable is anchored on the support piles 1, but for the river-facing deep foundation pit, the grouting resistance and the pulling resistance of the anchor cable are poor due to poor stratum, so that the stability of the foundation pit is influenced.
And the mode of arranging the inner support in the foundation pit to improve the stability of the foundation pit is adopted, and the construction period required by the construction and the dismantling of the inner support is long, so that the method cannot be applied to projects with short construction periods.
Based on the reasons, the utility model provides a reinforcing and seepage-proofing structure for the side wall of a near-river deep foundation pit. With reference to fig. 4 to 6, the river-facing deep foundation pit side wall reinforcing and seepage-proofing structure of the present invention includes a plurality of support piles 1 arranged in a flat row, three high-pressure jet grouting piles 5 connected in a staggered manner are arranged between adjacent support piles 1, each high-pressure jet grouting pile 5 and the other two high-pressure jet grouting piles 5 have an overlapping region, 2 high-pressure jet grouting piles closer to the support piles 1 have an overlapping region between the support piles 1 and the high-pressure jet grouting pile 5, that is, an overlapping region is provided between the support piles 1 and the two high-pressure jet grouting piles 5 of the three high-pressure jet grouting piles 5, and no overlapping region is provided between the support piles 1 and the high-pressure jet grouting pile 5 located in the middle position; still be provided with prestressed pipe pile 6 between adjacent fender pile 1, all have the overlap region between prestressed pipe pile 6 and three high pressure jet grouting piles 5, the interval has between prestressed pipe pile 6 and the fender pile 1.
In some embodiments, the depth of the high-pressure jet grouting pile and the prestressed pipe pile into the soil layer is the same as the depth of the support pile into the soil body.
In some embodiments, the upper part of the support piles is cast with a crown beam for connecting the support piles together in sequence.
In some embodiments, the support pile is a jet grouting pile, a reinforcement cage is implanted after the jet grouting pile is jet grouted, the reinforcement cage comprises an upper section reinforcement cage, a middle section reinforcement cage and a lower section reinforcement cage which are sequentially arranged from top to bottom, the middle section reinforcement cage is connected with an anchor rope, and the reinforcement density of the middle section reinforcement cage is greater than the reinforcement density of the upper section reinforcement hole and the lower section reinforcement cage.
In some embodiments, the pile diameter of the support pile is larger than that of the high-pressure jet grouting pile, and the pile diameter of the high-pressure jet grouting pile is larger than that of the prestressed pipe pile.
In some embodiments, the depth of the high-pressure jet grouting pile extending into the support pile is 150-.
In some embodiments, a pile top slope is arranged on one side, facing the soil body, of the upper part of the crown beam, the pile top slope adopts a 1:0.3 slope, a C20 fine stone concrete layer is sprayed on the pile top slope, and the thickness of the C20 fine stone concrete layer is 80 mm.

Claims (7)

1. The utility model provides a near river deep basal pit lateral wall consolidates seepage prevention structure, includes the many fender pile that the platoon set up, its characterized in that is provided with three mutual staggered connection's high pressure jet grouting pile between the adjacent fender pile, and each high pressure jet grouting pile all has the overlap region with remaining two high pressure jet grouting piles, has the overlap region between 2 high pressure jet grouting piles that are close to the fender pile more and the fender pile, still be provided with the prestressing force tubular pile between the adjacent fender pile, all have the overlap region between prestressing force tubular pile and the three high pressure jet grouting piles, the interval has between prestressing force tubular pile and the fender pile.
2. The reinforced seepage-proofing structure for the side wall of the river-facing deep foundation pit according to claim 1, wherein the high-pressure jet grouting pile and the prestressed pipe pile are arranged at the same depth into the soil layer as the supporting pile is arranged at the same depth into the soil body.
3. The river-facing deep foundation pit side wall reinforcing and seepage-proofing structure of claim 1, wherein the upper parts of the support piles are cast with crown beams for sequentially connecting the support piles with each other.
4. The structure of any one of claims 1 to 3, wherein the supporting piles are jet grouting piles, reinforcement cages are implanted after the jet grouting piles are jet grouting, the reinforcement cages include an upper section reinforcement cage, a middle section reinforcement cage and a lower section reinforcement cage which are sequentially arranged from top to bottom, the middle section reinforcement cage is connected with anchor cables, and the reinforcement density of the middle section reinforcement cage is greater than that of the upper section reinforcement holes and the lower section reinforcement cage.
5. The near-river deep foundation pit side wall reinforcing seepage-proofing structure of claim 4, wherein the pile diameter of the support pile is larger than that of the high-pressure jet grouting pile, and the pile diameter of the high-pressure jet grouting pile is larger than that of the prestressed pipe pile.
6. The reinforcement and seepage-proofing structure for the side wall of the temporary deep foundation pit according to claim 5, wherein the depth of the high-pressure jet grouting pile extending into the supporting pile is 150-250mm, and the depth of the prestressed pipe pile extending into the high-pressure jet grouting pile not in contact with the supporting pile is 160-220 mm.
7. The reinforced seepage-proofing structure for the side wall of the riverside deep foundation pit according to claim 3, wherein a pile top slope is arranged on one side, facing the soil body, of the upper part of the crown beam, the pile top slope is 1:0.3 slope, a C20 fine stone concrete layer is sprayed on the pile top slope, and the thickness of the C20 fine stone concrete layer is 80 mm.
CN202121456192.9U 2021-06-29 2021-06-29 Seepage prevention structure is consolidated to near-river deep basal pit lateral wall Active CN215857740U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202121456192.9U CN215857740U (en) 2021-06-29 2021-06-29 Seepage prevention structure is consolidated to near-river deep basal pit lateral wall

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202121456192.9U CN215857740U (en) 2021-06-29 2021-06-29 Seepage prevention structure is consolidated to near-river deep basal pit lateral wall

Publications (1)

Publication Number Publication Date
CN215857740U true CN215857740U (en) 2022-02-18

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