CN213508492U - Construction structure for large-diameter manual hole digging to penetrate through weak stratum - Google Patents
Construction structure for large-diameter manual hole digging to penetrate through weak stratum Download PDFInfo
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- CN213508492U CN213508492U CN202022179138.6U CN202022179138U CN213508492U CN 213508492 U CN213508492 U CN 213508492U CN 202022179138 U CN202022179138 U CN 202022179138U CN 213508492 U CN213508492 U CN 213508492U
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Abstract
The utility model provides a big diameter is artifical digs hole and is passed through construction structures in weak stratum, and the hole is formed to the manual work, the hole runs through weak stratum and gets into the rock layer, and construction structures includes: constructing a completed lateral enclosure before the manual hole digging, wherein the lateral enclosure surrounds the hole; lateral envelope includes a plurality of columnar structure, the columnar structure includes: the rock mass flow sensor comprises a first vertical section penetrating through a weak stratum and a second vertical section entering a rock stratum by 0.2-0.5 m, wherein the first vertical section and the second vertical section are axially connected in sequence; the holes penetrate through the weak stratum and enter the rock stratum by 2.5-3.5 m. The utility model discloses before the manual work dig hole construction at its round side direction envelope of being under construction on every side earlier, side direction envelope can closely combine with the ground, can improve the soil property mechanical properties around the side direction is strutted again.
Description
Technical Field
The utility model relates to a manual hole digging pile construction field especially relates to a construction structure that soft stratum is passed through in manual hole digging of major diameter.
Background
Because the construction of the manual hole digging pile destroys the balance of an original water layer, the periphery of the pile hole is subjected to radial water pressure from water, and underground water slowly flows into the hole to influence the excavation of the pile hole; when the underground water amount is not large, under the condition, a submersible pump is generally adopted to pump water, the water is pumped while the excavation is carried out, the water is kept not accumulated in the column hole, the concrete retaining wall of the corresponding pile section must be poured in time after the pile hole is formed and the bearing capacity meets the design requirement, and then the construction of the next section of pile foundation is carried out.
If a sand collapse layer and a sludge layer are encountered in the hole digging process, particularly a great amount of underground water or a diving layer with large water inflow, the phenomena of sand flowing and sludge flowing are formed, the manual hole digging construction is very difficult, and the construction of the manual hole digging pile cannot be carried out at all.
In view of the above, it is necessary to solve the problems that the manual hole digging cannot penetrate through the weak stratum due to the sand and mud flowing phenomenon of the large-diameter manual hole digging piles.
SUMMERY OF THE UTILITY MODEL
The utility model provides a hole passes through construction structures in weak stratum is dug in major diameter manual work, and the manual work is earlier under construction round side direction envelope around it before digging the hole construction, and side direction envelope can closely combine with the ground, can improve the soil property mechanical properties around the side direction is strutted again.
Realize the utility model discloses the technical scheme of purpose as follows:
a construction structure for large-diameter artificial excavation through a weak stratum, the artificial excavation forming a hole which penetrates through the weak stratum and enters a rock layer, the construction structure comprising: constructing a completed lateral enclosure before the manual hole digging, wherein the lateral enclosure surrounds the hole;
lateral envelope includes a plurality of columnar structure, the columnar structure includes: the rock mass flow sensor comprises a first vertical section penetrating through a weak stratum and a second vertical section entering a rock stratum by 0.2-0.5 m, wherein the first vertical section and the second vertical section are axially connected in sequence;
the holes penetrate through the weak stratum and enter the rock stratum by 2.5-3.5 m.
As a further improvement of the utility model, the side direction envelope still includes: the drilling holes penetrate through the weak stratum and enter the rock layer by 0.2-0.5 m, and the holes correspond to the columnar structures one by one;
the columnar structure is formed by grouting of a pore body.
As a further improvement of the utility model, the holes are manually dug after the columnar structure is formed.
As a further improvement of the utility model, the aperture of the hole is 3.5 m-4 m, and the depth of the hole is 20 m-30 m.
As a further improvement, the hole is provided with a steel bar framework, the steel bar framework with the concrete has been pour between the hole, the hole the steel bar framework with the concrete constitutes the concrete pile jointly.
As a further improvement of the utility model, the inner diameter of the columnar structure is 0.2 m-0.3 m.
As a further improvement, the columnar structure is a micropile, and a plurality of micropiles wind the center of hole distributes, and the interval of adjacent micropile is less than the external diameter of micropile.
As a further improvement of the utility model, every all be provided with metal support piece in the hole body, metal support piece with slip casting forms miniature stake between the hole body.
As a further improvement of the utility model, the metal support member is a steel pipe.
As a further improvement of the utility model, the metal supporting piece comprises a first reinforcing steel bar piece and a plurality of second reinforcing steel bar pieces,
the second steel bar piece is in a cross shape,
the first steel bar piece is a steel bar, and the length of the steel bar is consistent with the depth of the hole body;
the second reinforcing bar spare sets gradually along the length mode of first reinforcing bar spare, first reinforcing bar with the second steel bar welding.
Compared with the prior art, the beneficial effects of the utility model are that:
the utility model discloses before the manual work dig hole construction at its round side direction envelope of being under construction on every side earlier, side direction envelope can closely combine with the ground, can improve the soil property mechanical properties around the side direction is strutted again.
Drawings
FIG. 1 is a schematic view of a construction structure in which a large-diameter artificial excavation penetrates through a weak stratum;
FIG. 2 is a schematic structural view of a metal support;
in the figure, 100, the position of the concrete pile; 200. micro-piles; 1. a first piece of rebar; 2. a second piece of rebar.
Detailed Description
The present invention is described in detail with reference to the embodiments shown in the drawings, but it should be understood that these embodiments are not intended to limit the present invention, and those skilled in the art should understand that the functions, methods, or structural equivalents or substitutions made by these embodiments are within the scope of the present invention.
In the description of the present embodiments, it is to be understood that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," "third," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicit to a number of indicated technical features. Thus, a feature defined as "first," "second," etc. may explicitly or implicitly include one or more of that feature. In the description of the invention, the meaning of "a plurality" is two or more unless otherwise specified.
The terms "mounted," "connected," and "coupled" are to be construed broadly and may, for example, be fixedly coupled, detachably coupled, or integrally coupled; can be mechanically or electrically connected; 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 creation of the present invention can be understood by those of ordinary skill in the art through specific situations.
Referring to fig. 1, the utility model provides a large diameter manual hole digging passes through construction structures in weak stratum, and the manual hole digging becomes the hole, and the hole runs through the weak stratum and gets into the rock layer, and construction structures includes: constructing a finished lateral enclosure structure before manually digging a hole, wherein the lateral enclosure structure surrounds the hole; lateral enclosing structure includes a plurality of columnar structure, and columnar structure includes: the first vertical section penetrates through the weak stratum and the second vertical section which enters the rock stratum by 0.2-0.5 m, and the first vertical section and the second vertical section are connected along the axial direction; the holes penetrate through the weak stratum and enter the rock stratum by 2.5-3.5 m.
The artificial hole digging is suitable for artificially digging a filling soil layer, an clay layer, a silt layer, a sandy soil layer, a gravel soil and a weathered rock layer, can also be used in loess, expansive soil and frozen soil, has strong adaptability, can be used for high-rise buildings, public buildings and hydraulic buildings to work as pile foundations, and can also be used for supporting, anti-skidding and soil retaining. It is not suitable for soft soil, sand drift, soil layer with high underground water level and large water inflow. The diameter of a pile body of the manual hole digging is generally 800-2000 mm, and the maximum diameter can reach 3500 mrn.
The utility model discloses an artifical hole digging is the artifical hole digging of major diameter, and the pile foundation diameter of the artifical hole digging of major diameter is 3600mm, and most of artifical hole digging piles are single pile foundation, and are higher to the required quality of becoming the stake. According to geological reports, the covering layer is in loose silty sand and gradually transits to dense brown gravel. The thickness of the covering layer is 0-11.5 m, rock strata below 12m are weathered granite from medium to slightly weathered, and the rock quality is hard.
The pile diameter of the large-diameter manual hole digging pile is 3600mm, the pile length is 25000mm, the rock entering is 3000mm, the geological prospecting shows that the pile soil entering depth is about 12000mm, but in the actual construction process, the pile is dug to 14000mm, the rock surface is not touched, a sludge layer collapses, cracks appear on a protecting wall at the position of 9000mm at the upper part, measures are immediately taken, sandy soil is filled into the pile, and the collapse holes are prevented from further expanding.
The utility model discloses side direction envelope still includes: a plurality of drilled hole bodies penetrate through the weak stratum and enter the rock layer by 0.2-0.5 m, and the plurality of hole bodies correspond to the plurality of columnar structures one by one; the columnar structure is formed by grouting the hole body.
A plurality of hole bodies are formed by drilling through a drill bit, whether mechanical equipment reaches the condition of normal construction or not is checked before drilling, whether mechanical oil leakage conditions exist or not is checked, whether the mechanical equipment is safe or not is checked, the mechanical equipment is limited by site conditions, a steel plate is laid on the original pile position and can be used as a 200-machine operation platform of the miniature pile, and personal safety of field operation personnel is guaranteed. And (4) preferentially selecting a position convenient for operation to drill according to the field condition.
And after the pile positions are marked, the verticality of the drill rod is adjusted by a horizontal ruler, and then the trial drilling operation is started. The pile casing is drilled in the process of drilling, the length of the pile casing is 6 meters per section, every two pile casings are connected through electric welding, and the perpendicularity of the pile casing must be adjusted before welding to ensure the perpendicularity of the grouting column.
In the drilling process, the miniature pile 200 machine applies a vertical force to the drill rod through the chain to drive the drill bit to go deep, and meanwhile, the drill rod is connected with the air compressor, continuously blows air into the hole in the drilling process, blows soil residues out of the hole, and accordingly completes hole forming operation. The grouting column mainly plays a role in sand prevention and soil retaining, so that the depth of rock entering is not required, and the drilling can be stopped only by 0.2-0.5 m of rock entering during construction, namely, broken rock rushes out.
In the utility model, the holes are manually formed after the columnar structure is formed. The aperture of the hole is 3.5 m-4 m, and the depth of the hole is 20 m-30 m. The inner diameter of the columnar structure is preferably 0.2m to 0.3 m. Be provided with steel reinforcement framework in the hole, pour the concrete between steel reinforcement framework and the hole, steel reinforcement framework and concrete constitute concrete pile jointly.
In most embodiments, the columnar structure is a micropile 200, and a plurality of micropiles 200 are distributed around the center of the hole, and the distance between adjacent micropiles 200 is smaller than the outer diameter of the micropiles 200.
Because the construction of the manual hole digging pile destroys the balance of an original water layer, the periphery of the pile hole is subjected to radial water pressure from water, and underground water slowly flows into the hole to influence the excavation of the pile hole; when the underground water amount is not large, under the condition, a submersible pump is generally adopted to pump water, the water is pumped while the excavation is carried out, the water is kept not accumulated in the column hole, the concrete retaining wall of the corresponding pile section must be poured in time after the pile hole is formed and the bearing capacity meets the design requirement, and then the construction of the next section of pile foundation is carried out. If a sand collapse layer and a sludge layer are encountered in the hole digging process, particularly a great amount of underground water or a diving layer with large water inflow, the phenomena of sand flowing and sludge flowing are formed, the manual hole digging construction is very difficult, and the construction of the manual hole digging pile cannot be carried out at all. The engineering meets the phenomena of sand and mud flowing of a plurality of large-diameter manual hole digging piles, and the manual hole digging pile cannot penetrate through a weak stratum.
The micro pile 200 is a grouting construction technology adopting mud jacking for pile formation, is widely used at home and abroad, mainly focuses on the aspects of reinforcing a foundation, rectifying deviation of the foundation and the like for the application of the micro pile 200, has less application on the performance of bearing lateral load of the micro pile 200, has less research on the application of the micro pile 200 in the aspects of supporting and waterproof capability, lacks corresponding theoretical research and practical engineering experience, and limits the application of the micro pile 200 in a larger range.
The micro pile 200 is a cast-in-place pile with a pile diameter of less than 400mm, a length-to-thickness ratio of more than 30 and adopting a drilling, reinforcing bar reinforcing and pressure grouting construction process. The utility model discloses a micropile 200's cross section is circular, indicates minor diameter bored concrete pile promptly, and the stake footpath is generally between 70-300mm, and slenderness ratio is greater than 30, and the minor diameter stake that forms through the technology construction of drilling and mud jacking can add reinforcing materials such as steel reinforcement cage, rod iron, steel pipe in the stake according to the atress requirement. Because the pressure grouting is adopted in the construction process of the miniature pile 200, the close combination between the grouting slurry and the foundation is effectively ensured, and meanwhile, the pressure cement slurry can also be diffused in the soil around the pile, so that the vertical and lateral bearing capacity of the pile is improved, and the mechanical property effect of the soil around the pile is improved. The micro-pile 200 is safe and rapid to construct, small and flexible in construction machine, and particularly suitable for places with limited construction conditions and operation spaces.
In view of the mechanical property and the construction process characteristics of the micro-pile 200, the project adopts the supporting scheme of the micro-pile 200 to solve the problem that the manual hole digging pile passes through the weak stratum, namely, the quicksand and the quickmud are treated, the construction of the manual hole digging pile is ensured to be carried out smoothly, and the practical experience of the application of the micro-pile 200 in the aspects of supporting and waterproof capacity is provided.
For the artificially excavated pile RAMP A-P5R with the diameter of 3600mm, the length of 25m and the rock penetration of 3m, the depth of the pile into the earth is about 22m according to the survey report, but in the actual construction process, serious phenomena of sand flow and mud flow occur when the pile is excavated to 14m, the hole collapses at a local position, so that the protective wall at the position of 9m cracks, the soil body in the hole arches about 3m upwards, measures are immediately taken, and the original soil is backfilled into the pile to prevent the hole collapse from further expanding.
Because the diameter of the manual hole digging pile is 3.6 meters, the manual hole digging pile belongs to a hole digging pile with a larger diameter, the number of the retaining wall micro-piles 200 designed according to the diameter of the manual hole digging pile is totally 45, the diameter of the micro-piles 200 is 250mm, and the position of the micro-piles 200 is measured by a measuring scale on the site by combining the size of a drawing. And 5 piles are marked each time for one-batch construction, and construction is carried out at intervals of one pile position in order to prevent the soil from being disturbed too much.
In some embodiments, a metal support is disposed within each bore, and a micropile 200 is formed between the metal support and the bore by injection molding.
The utility model discloses slip casting, its slip casting process is the one step that comparatively important simultaneous process is also comparatively complicated in the micro-pile 200 construction process. The cement slurry for grouting is grouted according to the mixing ratio of 0.45, a cement mixer is used for stirring, the average hole depth of the grouting column is 21-22 m, the cement consumption of each pile is between 50-60 bags according to normal conditions, but the cement consumption for grouting the miniature piles 200 in the early stage is about 100 bags on average due to hole collapse of the lower soil body, and normal grouting is carried out after 6 miniature piles 200 are grouted.
During grouting, the grouting pipe must be inserted into the bottom of the hole, otherwise, part of the slurry cannot be discharged, and the micro-pile 200 cannot contact with the rock. The cement paste is filled in the hole at one time until the pure-color cement paste emerges, a crane is matched with a vibration hammer to pull up the protective cylinder, the protective cylinder is cut by adopting oxyacetylene when about one whole protective cylinder (6 meters) is pulled out, the surface of the protective cylinder is cleaned before cutting, and a cutting line is drawn out, so that the notch is ensured to be relatively neat. When part of the protective sleeve is pulled out, the pulp surface descends, the protective sleeve is pulled out after the protective sleeve is filled with the guide pipe again, and the process is repeated until the protective sleeve is completely pulled out.
As a first embodiment of the present invention, the metal supporting member is a steel pipe. According to the conventional micro-pile 200 construction process, after the hole is formed, an API steel pipe with a corresponding length is cut according to the design data of the pile and the depth of the formed hole, placed in the hole and then grouted, wherein the API steel pipe is a long steel bar with a hollow cross section and without a seam at the periphery, and the steel pipe is provided with the hollow cross section.
As a second embodiment of the present invention, please refer to fig. 2, the metal supporting member includes a first steel bar member 1 and a plurality of second steel bar members 2, the second steel bar members 2 are cross-shaped, the first steel bar member 1 is a steel bar, and the length of the steel bar is consistent with the depth of the hole; second reinforcing bar spare 2 sets gradually along the length mode of first reinforcing bar spare 1, first reinforcing bar and second steel bar welding. The utility model discloses a cost can be practiced thrift to the way that the reinforcing bar replaces the API steel pipe, and every micropile 200 adopts a T32 reinforcing bar of leading to 12 meters long as the atress muscle. Meanwhile, in order to ensure that the position of the steel bar is centered and exert the maximum stress performance, a second steel bar piece 2 (cross steel bar) is arranged every 3 meters to center the steel bar.
The utility model discloses before the manual work dig hole construction at its round side direction envelope of being under construction on every side earlier, side direction envelope can closely combine with the ground, can improve the soil property mechanical properties around the side direction is strutted again.
The above list of details is only for the practical implementation of the present invention, and they are not intended to limit the scope of the present invention, and all equivalent implementations or modifications that do not depart from the technical spirit of the present invention should be included in the scope of the present invention.
It is obvious to a person skilled in the art that the invention is not restricted to details of the above-described exemplary embodiments, but that it can be implemented in other specific forms without departing from the spirit or essential characteristics of the invention. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (10)
1. A construction structure for large-diameter artificial excavation through a weak stratum, characterized in that an artificial excavation hole forms a hole which penetrates through the weak stratum and enters a rock layer, the construction structure comprising: constructing a completed lateral enclosure before the manual hole digging, wherein the lateral enclosure surrounds the hole;
lateral envelope includes a plurality of columnar structure, the columnar structure includes: the rock mass flow sensor comprises a first vertical section penetrating through a weak stratum and a second vertical section entering a rock stratum by 0.2-0.5 m, wherein the first vertical section and the second vertical section are axially connected in sequence;
the holes penetrate through the weak stratum and enter the rock stratum by 2.5-3.5 m.
2. The large diameter artificial excavation construction for penetrating weak ground of claim 1, wherein the lateral enclosure further comprises: the drilling holes penetrate through the weak stratum and enter the rock layer by 0.2-0.5 m, and the holes correspond to the columnar structures one by one;
the columnar structure is formed by grouting of a pore body.
3. The structure of claim 2, wherein the holes are manually excavated after the columnar structure is formed.
4. The construction structure of the large-diameter artificial excavation for penetrating through the weak stratum as claimed in claim 1, wherein the aperture of the hole is 3.5m to 4m, and the depth of the hole is 20m to 30 m.
5. The construction structure of large-diameter artificial excavation through weak ground as claimed in any one of claims 1 to 4, wherein a steel reinforcement framework is arranged in the hole, concrete is poured between the steel reinforcement framework and the hole, the steel reinforcement framework and the concrete together form a concrete pile.
6. The construction structure of the large-diameter artificial excavation through the weak stratum as claimed in claim 1, wherein the inner diameter of the columnar structure is 0.2m to 0.3 m.
7. The large-diameter artificial excavation construction structure for penetrating through weak ground according to any one of claims 1, 2, 3 or 6, wherein the columnar structure is a micro pile, a plurality of micro piles are distributed around the center of the hole, and the distance between every two adjacent micro piles is smaller than the outer diameter of each micro pile.
8. The large-diameter artificial excavation construction structure for penetrating through weak ground according to claim 7, wherein a metal support is arranged in each hole body, and micro-piles are formed between the metal supports and the hole bodies through grouting.
9. The large-diameter artificial excavation construction structure for penetrating through weak ground according to claim 8, wherein the metal support member is a steel pipe.
10. The large-diameter artificial excavation construction structure for penetrating a weak ground according to claim 8, wherein the metal support member includes a first reinforcing member and a plurality of second reinforcing members;
the second steel bar piece is in a cross shape;
the first steel bar piece is a steel bar, and the length of the steel bar is consistent with the depth of the hole body;
the second reinforcing bar spare sets gradually along the length mode of first reinforcing bar spare, first reinforcing bar with the second steel bar welding.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022179138.6U CN213508492U (en) | 2020-09-28 | 2020-09-28 | Construction structure for large-diameter manual hole digging to penetrate through weak stratum |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202022179138.6U CN213508492U (en) | 2020-09-28 | 2020-09-28 | Construction structure for large-diameter manual hole digging to penetrate through weak stratum |
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| CN213508492U true CN213508492U (en) | 2021-06-22 |
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| CN202022179138.6U Active CN213508492U (en) | 2020-09-28 | 2020-09-28 | Construction structure for large-diameter manual hole digging to penetrate through weak stratum |
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Effective date of registration: 20230925 Address after: 200032 No. 139, Xuhui District, Shanghai, Pingjiang Road Patentee after: CCCC THIRD HARBOR ENGINEERING Co.,Ltd. Patentee after: CCCC THIRD NAVIGATION ENGINEERING BUREAU Co.,Ltd. SHANGHAI CONSTRUCTION ENGINEERING BRANCH Address before: 201315 Building 2, 627 kang'an Road, Pudong New Area, Shanghai Patentee before: CCCC THIRD NAVIGATION ENGINEERING BUREAU Co.,Ltd. SHANGHAI CONSTRUCTION ENGINEERING BRANCH |
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