CN209837067U - Plugging structure of base exploration hole piping in foundation pit - Google Patents
Plugging structure of base exploration hole piping in foundation pit Download PDFInfo
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- CN209837067U CN209837067U CN201920411573.1U CN201920411573U CN209837067U CN 209837067 U CN209837067 U CN 209837067U CN 201920411573 U CN201920411573 U CN 201920411573U CN 209837067 U CN209837067 U CN 209837067U
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Abstract
The utility model provides a plugging structure of base exploration hole piping in foundation ditch. The plugging structure comprises an inner layer enclosure structure, an outer layer enclosure structure, a drainage tube, a concrete layer and grouting holes, wherein the concrete layer is poured above the inner layer enclosure structure, between the inner layer enclosure structure and the outer layer enclosure structure and at the periphery of the outer layer enclosure structure; the inner-layer building envelope is composed of an inner-layer cofferdam piled by sand bags around a water burst point of the base, a grid support erected at the top of the inner-layer cofferdam and a horizontal template paved at the top of the grid support, and a sealed cavity is formed around the water burst point of the base; the outer layer enclosing structure comprises an outer layer cofferdam and a cofferdam support; the drainage tube extends out of the concrete layer from the sealed cavity and is provided with a control valve. The utility model discloses effectively solved the deep basal pit basement and appeared the problem that exploration hole piping is difficult to the shutoff to can effectively ensure the shutoff effect, bring very big facility for the construction.
Description
Technical Field
The utility model relates to a processing structure who gushes water appears in the foundation ditch excavation in-process foundation ditch specifically is a plugging structure of foundation ditch basement exploration hole piping.
Background
With the increasingly serious urban traffic jam, subways are increasingly used as one of effective ways for solving the problem, and subway stations are more important components of urban subways. The subway station is located in a dense residential area, a business center, a cultural center and a traffic evacuation center, so that the number of roads and structures around the subway station is large.
For subway station construction, deep foundation pit earth excavation has a large risk to surrounding roads and construction, and particularly under the condition that the foundation pit gushes water, the risk of ground surface settlement near the foundation pit and construction settlement is easily caused by untimely plugging. At present, subway construction has more experience on leakage treatment measures of an enclosure structure, but has less experience on treatment measures of piping of exploration holes on a substrate, and the exploration holes in the early stage generally penetrate a pressure-bearing water layer, so that the exploration holes are not blocked in place, the exploration holes in a foundation pit are easy to flood and are difficult to treat, the risk on the foundation pit and surrounding building structures is higher, and the treatment is not good, so that huge economic loss is easily caused. How to rapidly and effectively block the water gushing of the exploration hole during the excavation of the foundation pit has no relevant research at present.
Disclosure of Invention
The utility model discloses not enough according to prior art provides a plugging structure of base exploration hole piping in deep basal pit excavation process foundation ditch, and this structure can effective processing basement piping, can effectively ensure the shutoff effect, brings very big facility for the construction.
The utility model provides a technical scheme does: a block structure of base exploration hole piping in foundation ditch, its characterized in that: the plugging structure comprises an inner-layer enclosure structure arranged around a water burst point of the substrate, an outer-layer enclosure structure arranged on the periphery of the inner-layer enclosure structure, a concrete layer poured above the inner-layer enclosure structure, between the inner-layer enclosure structure and the outer-layer enclosure structure and on the periphery of the outer-layer enclosure structure, grouting holes and drainage tubes which are dispersedly arranged on the concrete layer; the inner-layer building envelope is composed of an inner-layer cofferdam piled by sand bags around a water burst point of the base, a grid support erected at the top of the inner-layer cofferdam and a horizontal template paved at the top of the grid support, and a sealed cavity is formed around the water burst point of the base; the outer-layer enclosing structure comprises an outer-layer cofferdam formed by combining steel pipes and vertical formworks, and a cofferdam support is formed outside the outer-layer cofferdam in a surrounding mode through sand bags; the grouting depth of each grouting hole is 8-12 m below the bottom surface of the foundation pit, one end of the drainage tube is arranged at the bottom of the sealed cavity, the other end of the drainage tube extends out of the inner-layer enclosure structure, the outer-layer enclosure structure and the concrete layer, and the drainage tube is provided with a control valve.
The utility model discloses better technical scheme: the concrete layer is formed by pouring C30 concrete added with an early strength agent, and the height of the concrete layer poured on the top of the inner-layer enclosure structure is 50 cm-1 m; the casting thickness of the concrete layer poured outside the outer layer enclosing structure is 20-40 cm, and the outward extension range is 13-16 m.
The utility model discloses better technical scheme: the grid support of the inner-layer enclosure structure is a grid support made of square steel pipes or round steel pipes, and the grid spacing is smaller than 25 cm; and a gap between the horizontal template laid on the top of the grid support and the grid support is plugged and sealed by non-woven fabrics.
The utility model discloses better technical scheme: the outer cofferdam is composed of vertical steel pipes arranged at equal intervals and templates arranged outside the steel pipes in an enclosing mode, the distance between every two adjacent vertical steel pipes is smaller than 1.5m, the height of each template is 1.3-1.8 m, and gaps between the templates and the vertical steel pipes are sealed through non-woven fabrics in a sealing mode.
The utility model discloses better technical scheme: the drainage tube is provided with one or more than one drainage tube.
The utility model discloses better technical scheme: and after the strength of the concrete layer reaches 80%, point grouting is arranged around the cofferdam through the grouting holes, and the grouting range is 8-12 m.
The utility model discloses a slip casting adopts two liquid thick liquids of notes (grout and water glass), and the slip casting material is than being 5: 1, 38 baume degrees of water glass is adopted, the cement use strength index is 42.5, the setting time of double-liquid slurry can be controlled to be about 1min, the grouting depth is about 10m below the substrate, and the grouting pressure is preferably controlled to be within 1MPa, so that the cofferdam is prevented from bulging and cracking due to overlarge grouting pressure.
The utility model has the advantages that:
(1) the utility model discloses make the cofferdam with the sand bag along gushing water position a week in advance, and set up one or more drainage tubes with valve at the low point, carry out the drainage with gushing water of piping, conveniently discharge the foundation ditch, make it in controllable state to avoid soaking the foundation ditch and form bigger risk;
(2) the concrete layer of the utility model is added with the early strength agent during pouring, thereby accelerating the cofferdam concrete to reach strength, reducing construction period, and carrying out back pressure by utilizing cushion layer construction around the cofferdam; the thickness of the concrete pouring layer on the top surface of the inner-layer enclosure structure is not smaller than 50cm and not larger than 1m, so that the phenomena that the later-stage grouting concrete arch cracks due to over-thin concrete, the inner cofferdam collapses due to over-thick concrete and the like are avoided;
(3) the inner cofferdam and the outer cofferdam of the utility model are all piled up by sand bags and are erected by steel pipes and formworks, the cofferdam construction is made of local materials, and the cofferdam is convenient, simple and effective;
(4) the utility model arranges grouting points around the piping for grouting reinforcement, thereby preventing the secondary piping risk caused by soil body soaking near the piping;
the utility model has the advantages of simple structure and reasonable design, the input cost is lower, and construction method strong adaptability can extensively be used for the subway to build the foundation ditch construction of building with other, has effectively solved the deep basal pit basement and has appeared exploratory hole piping and be difficult to the problem of shutoff to can effectively ensure the shutoff effect, bring very big facility for the construction.
Description of the drawings:
fig. 1 is a schematic structural diagram of the present invention;
fig. 2 is a plan view of the present invention;
fig. 3 and 4 are schematic diagrams for erecting the inner-layer building envelope of the present invention;
fig. 5 and fig. 6 are schematic diagrams of the erection structure of the outer envelope of the present invention.
In the figure: 1-base water burst point, 2-inner-layer enclosing structure, 2-1-inner-layer cofferdam, 2-grid support, 2-3-horizontal template, 2-4-sealed cavity, 3-outer-layer enclosing structure, 3-1-outer-layer cofferdam, 3-2-cofferdam support, 4-concrete layer, 5-grouting hole, 6-drainage tube and 6-1-control valve.
The specific implementation mode is as follows:
the present invention will be further explained with reference to the drawings and examples. Embodiments are shown in fig. 1 to 6, and the following technical solutions shown in the drawings are specific solutions of the embodiments of the present invention, and are not intended to limit the scope of the claimed invention. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "inner", "outer", "left", "right", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, or orientations or positional relationships that are conventionally placed when the products of the present invention are used, or orientations or positional relationships that are conventionally understood by those skilled in the art, and are merely for convenience of description of the present invention and simplifying the description, but do not indicate or imply that the device or element that is referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
The plugging structure for the piping of the exploration hole on the base in the foundation pit comprises an inner-layer enclosure structure 2 arranged around a water burst point 1 on the base, an outer-layer enclosure structure 3 arranged on the periphery of the inner-layer enclosure structure, a concrete layer 4 poured above the inner-layer enclosure structure, between the inner-layer enclosure structure and the outer-layer enclosure structure and on the periphery of the outer-layer enclosure structure, grouting holes 5 dispersedly distributed on the concrete layer 4 and drainage pipes 6, wherein the concrete layer 4 is provided with a plurality of holes for plugging the piping of the exploration hole on the base. The concrete layer 4 is formed by pouring C30 concrete added with an early strength agent, and the height of the concrete layer 4 poured on the top of the inner-layer enclosure structure 2 is 50 cm-1 m; the casting thickness of the concrete layer 4 cast outside the outer layer envelope structure 3 is 30cm, and the outward extension range is about 15 m. One or more drainage tubes can be arranged according to the requirement, one end of each drainage tube 6 is arranged at the bottom of the sealed cavity 2-4, the other end of each drainage tube extends out of the inner-layer enclosure structure 2, the outer-layer enclosure structure 3 and the concrete layer 4, and a control valve 6-1 is arranged on each drainage tube 6. And after the strength of the concrete layer 4 reaches 80%, the grouting holes 5 are used for grouting at points around the cofferdam, the grouting range is 8-12 m, and the grouting depth is about 10m below the base.
As shown in fig. 3 and 4, the inner-layer building envelope 2 is composed of an inner-layer cofferdam 2-1 piled up by sand bags around a base water inrush point 1, a grid support 2-2 erected at the top of the inner-layer cofferdam 2-1 and a horizontal template 2-3 laid at the top of the grid support 2-2, and a sealed cavity 2-4 is formed around the base water inrush point 1; the grid support 2-2 of the inner-layer enclosure structure 2 is a grid support made of square steel pipes or round steel pipes, and the grid spacing is smaller than 25 cm; and a gap between the horizontal template 2-3 laid on the top of the grid support 2-2 and the grid support is plugged and sealed by non-woven fabrics.
As shown in fig. 5 and 6, the outer envelope 3 includes an outer cofferdam 3-1 and a cofferdam support 3-2 formed by surrounding the outer part of the outer cofferdam 3-1 with sand bags, the outer cofferdam 3-1 is composed of vertical steel pipes arranged at equal intervals and formworks surrounding the steel pipes, the distance between two adjacent vertical steel pipes is less than 1.5m, the height of the formworks is 1.5m, and gaps between the formworks and the vertical steel pipes are sealed by non-woven fabrics.
It is right to combine specific embodiment below the utility model discloses a work progress further explains, the construction of handling basement piping when the subway station foundation ditch excavation of the subway line of the specific certain area of embodiment, this two branch road stations in station river gulf are two-layer island formula station in the underground, station center mileage is DK14+655.421, total length of station 277.12m, standard section height 16.9m, standard section width 21.3m, main part height 16.9m, standard section bottom plate buried depth is 20.6m, station center mileage department earthing thickness 3.7 m. There is a prophase exploration hole in the south side in 23 axle department foundation ditch, appears the basement near exploration hole and gushes water phenomenon when the foundation ditch excavates to the basement, and concrete processing construction steps are as follows:
(1) finding the position of a concrete foundation water inrush point 1 at the first time of finding the piping, carrying out point location data acquisition on the piping position, simultaneously carrying out data monitoring on a foundation pit support structure and a foundation pit surrounding building, and carrying out real-time analysis;
(2) as shown in fig. 3, an inner cofferdam 2-1 is firstly made by sand bags along the water burst position for a circle at the periphery of the water burst point of the base, the height is about 50cm, a drainage tube 6 with a valve is arranged at the water flow low point, one end of the drainage tube is arranged at the center of the water burst point 1 of the base, the other end of the drainage tube is arranged outside the cofferdam, the water flow is led out and pumped out of the foundation pit so as to avoid soaking the foundation pit;
(3) as shown in fig. 4, after the step (2) is completed, steel pipes used for erecting a scaffold are laid above an inner-layer cofferdam 2-1 to form steel pipe supports, the steel pipe supports are laid in a grid mode, a pivot can be arranged at the center position by using a sand bag, the grid spacing of the grid supports 2-2 is not more than 25cm, so that collapse of a formwork and the supports is avoided when concrete is poured above the later stage, construction of the grid supports 2-2 is completed, horizontal formworks 2-3 are laid above the constructed support grids, a sealed cavity 2-4 is formed in the cofferdam, the horizontal formworks 2-3 are tightly laid, the later-stage pouring concrete is prevented from falling into the cavity, and if gaps exist above and below the horizontal formworks 2-3, the horizontal formworks can be blocked by using non-woven fabrics, and sealing of;
(4) as shown in fig. 5, after the step (3) is completed, within a distance of about 2 meters from the inner cofferdam, constructing an outer cofferdam 3-1 along the periphery of the inner cofferdam by using steel pipes and vertical formworks, wherein the distance between the vertical steel pipes is about 1.5 meters, the distance between the horizontal steel pipes is about 25cm, the laying height of the vertical formworks is 1.5m, gaps cannot exist at the lap joint position of the vertical formworks, and non-woven fabrics are used for plugging small gaps so as to avoid slurry leakage during concrete pouring;
(5) as shown in fig. 6, after the step (4) is completed, two layers of cofferdam supports 3-2 are laid at the bottom of the outer side of the outer cofferdam 3-1 by sand bags to abut against the formworks to prevent the formworks from deforming during concrete pouring and slurry leakage during concrete pouring, so as to form an outer enclosure structure;
(6) as shown in fig. 2, after the step (5) is completed, concrete is poured into the outer enclosure 3 and the top of the inner enclosure 2 for back pressure, the concrete is early-strength concrete with the designation C30, and the thickness of the concrete at the top of the inner enclosure 2 is about 50cm when the concrete is poured; meanwhile, concrete is poured outside the outer-layer building envelope 3 to carry out back pressure, so that the foundation pit is excavated to the elevation of the foundation, and a cushion layer is directly poured in the peripheral excavation range, the thickness of the cushion layer is 30cm, and the label of the cushion layer concrete is C30 early strength concrete;
(7) as shown in fig. 2, after step (6) is completed, after the concrete reaches the strength, grouting points (provided with grouting holes 5) are placed around the cofferdam, secondary grouting is performed for plugging, double-fluid grout (cement paste and water glass) is injected, and the grouting material ratio is 5: 1, 38 Baume degrees of water glass is adopted, the cement use strength index is 42.5, the setting time of the double-liquid slurry can be controlled within 1min, and the grouting depth is 10 meters below the substrate; grouting around the inner cofferdam, observing drainage conditions of the drainage tube during grouting, closing the valve when double-liquid slurry begins to flow at the drainage tube until no water flows in the drainage tube, grouting all grouting points at the later stage to form a reinforced peripheral soil body until plugging is completed and peripheral reinforcement is completed;
(8) after the plugging strength reaches a certain degree after the step (7) is completed, drilling and coring are firstly carried out at the weak part of the concrete at the periphery of the enclosure structure, the peripheral plugging condition of the enclosure structure is observed, then drilling and coring are carried out in the enclosure structure, and after core-taking observation, the lower part is successfully plugged and the reinforcement quality of the peripheral soil body is good;
(9) and (4) after the step (8) is finished, the expert can agree, the concrete layer 4 in the cofferdam is broken, the base is cleaned, then the cushion layer casting is carried out on the range of the cofferdam, the waterproof construction is carried out in time after the cushion layer construction is finished, and the construction of the structural bottom plate is carried out until the concrete of the bottom plate is cast.
The above description is only one embodiment of the present invention, and the description is specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for those skilled in the art, without departing from the spirit of the present invention, several variations and modifications can be made, which are within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.
Claims (5)
1. The utility model provides a block structure of base exploration hole piping in foundation ditch which characterized in that: the plugging structure comprises an inner-layer enclosure structure (2) arranged around a base water burst point (1), an outer-layer enclosure structure (3) arranged on the periphery of the inner-layer enclosure structure, a concrete layer (4) poured above the inner-layer enclosure structure, between the inner-layer enclosure structure and the outer-layer enclosure structure and on the periphery of the outer-layer enclosure structure, grouting holes (5) and drainage pipes (6) dispersedly arranged on the concrete layer (4); the inner-layer building envelope (2) consists of an inner-layer cofferdam (2-1) piled up by sand bags around the water burst point (1) of the base, a grid support (2-2) erected at the top of the inner-layer cofferdam (2-1) and a horizontal template (2-3) laid at the top of the grid support (2-2), and a sealed cavity (2-4) is formed around the water burst point (1) of the base; the outer-layer building envelope (3) comprises an outer-layer cofferdam (3-1) formed by combining steel pipes and vertical formworks, and a cofferdam support (3-2) is formed outside the outer-layer cofferdam (3-1) in a surrounding mode through sand bags; the grouting depth of each grouting hole (5) is 8-12 m below the bottom surface of the foundation pit, one end of the drainage tube (6) is arranged at the bottom of the sealed cavity (2-4), the other end of the drainage tube extends out of the inner-layer enclosure structure (2), the outer-layer enclosure structure (3) and the concrete layer (4), and the drainage tube (6) is provided with a control valve (6-1).
2. The plugging structure for the exploratory pore piping of the foundation pit as claimed in claim 1, wherein: the concrete layer (4) is formed by pouring C30 concrete added with an early strength agent, and the height of the concrete layer (4) poured on the top of the inner-layer enclosure structure (2) is 50 cm-1 m; the casting thickness of the concrete layer (4) poured outside the outer layer enclosing structure (3) is 20-40 cm, and the outward extension range is 13-16 m.
3. The plugging structure for the ground exploration bore piping in the foundation pit as claimed in claim 1 or 2, wherein: the grid support (2-2) of the inner-layer enclosure structure (2) is a grid support made of square steel pipes or round steel pipes, and the grid spacing is smaller than 25 cm; gaps between the horizontal templates (2-3) laid on the tops of the grid supports (2-2) and the grid supports are plugged and sealed by non-woven fabrics.
4. The plugging structure for the ground exploration bore piping in the foundation pit as claimed in claim 1 or 2, wherein: the outer cofferdam (3-1) is composed of vertical steel pipes arranged at equal intervals and templates arranged outside the steel pipes in an enclosing mode, the distance between every two adjacent vertical steel pipes is smaller than 1.5m, the height of each template is 1.3-1.8 m, and gaps between the templates and the vertical steel pipes are sealed through non-woven fabrics in a sealing mode.
5. The plugging structure for the ground exploration bore piping in the foundation pit as claimed in claim 1 or 2, wherein: one or more drainage tubes (6) are arranged.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920411573.1U CN209837067U (en) | 2019-03-28 | 2019-03-28 | Plugging structure of base exploration hole piping in foundation pit |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201920411573.1U CN209837067U (en) | 2019-03-28 | 2019-03-28 | Plugging structure of base exploration hole piping in foundation pit |
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| CN209837067U true CN209837067U (en) | 2019-12-24 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109881691A (en) * | 2019-03-28 | 2019-06-14 | 中铁十一局集团城市轨道工程有限公司 | In a kind of Deep Excavation in foundation pit substrate exploratory hole piping processing method |
-
2019
- 2019-03-28 CN CN201920411573.1U patent/CN209837067U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109881691A (en) * | 2019-03-28 | 2019-06-14 | 中铁十一局集团城市轨道工程有限公司 | In a kind of Deep Excavation in foundation pit substrate exploratory hole piping processing method |
| CN109881691B (en) * | 2019-03-28 | 2024-02-06 | 中铁十一局集团城市轨道工程有限公司 | Method for processing foundation pit inner base exploration hole piping in deep foundation pit excavation process |
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