CN108999204B - Skirt type diaphragm-added underground diaphragm wall-pile composite foundation - Google Patents
Skirt type diaphragm-added underground diaphragm wall-pile composite foundation Download PDFInfo
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- CN108999204B CN108999204B CN201811119121.2A CN201811119121A CN108999204B CN 108999204 B CN108999204 B CN 108999204B CN 201811119121 A CN201811119121 A CN 201811119121A CN 108999204 B CN108999204 B CN 108999204B
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- continuous wall
- underground continuous
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- diaphragm
- wall
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
Abstract
The invention belongs to the technical field of industrial buildings, power plant construction and bridge and tunnel engineering, and relates to a skirt type diaphragm underground wall-pile combined foundation which mainly comprises a main underground diaphragm wall, an inner vertical diaphragm, a bearing platform plate, a skirt type underground diaphragm wall, an outer vertical diaphragm and piles. The main underground continuous wall and the skirt type underground continuous wall are of a Chinese character 'hui' structure, and the skirt type underground continuous wall is sleeved at the upper part of the main underground continuous wall; the plurality of inner vertical partition plates form two symmetrical triangular spaces in the main underground continuous wall; a plurality of piles are uniformly arranged inside the main underground continuous wall; the skirt type underground continuous wall, the main underground continuous wall and the piles are connected into an integral structure through the bearing plates, and the integral rigidity of the composite foundation is improved under the synergistic effect of the skirt type underground continuous wall, the main underground continuous wall and the piles; the outer vertical partition is used for connecting the interior of the skirt-type underground continuous wall with the main underground continuous wall. The invention has reasonable stress of the whole structure, cost saving and wide application range, and can be applied to the fields of industrial buildings, power plant construction, wind power generation, bridge and tunnel engineering and the like.
Description
Technical Field
The invention belongs to the technical field of industrial buildings, power plant construction and bridge and tunnel engineering, relates to a structural form of a composite foundation, and particularly relates to a skirt type diaphragm-added underground diaphragm wall-pile composite foundation.
Background
With the development of society, large-scale projects are increasing at home and abroad, and the fields of industrial buildings, power plant buildings, bridge and tunnel projects face more and more situations needing to resist larger horizontal bearing capacity, and horizontal loads (such as ship loads, wave acting forces, water flow acting forces, wind loads and the like) become control loads of the large-scale projects in basic design. In recent years, the foundation of a structure is often damaged by a large horizontal load. The traditional solution mostly adopts the forms of pile group foundation, underground diaphragm wall, caisson, suction bucket foundation and the like; although the pile group foundation has great vertical bearing capacity, the horizontal load resistance of the pile group foundation is insufficient; the cost of the whole foundation adopting the underground diaphragm wall and the caisson is too high; the conventional suction bucket has low rigidity, large deflection deformation under the action of horizontal load, and insufficient self stability when used as a shallow foundation form.
The Chinese utility model 'seabed skirt suction anchor' (CN 201581410U) and the Chinese invention patent 'seabed suction anchor' (200910019282.9) disclose a seabed skirt suction anchor, which comprises a barrel body with an open bottom and a closed top end, wherein the top surface of the barrel body is provided with a drain hole, the outer side of the upper end of the barrel body is provided with an annular reinforcing disc, and the annular reinforcing disc and the barrel body jointly form an integral structure with a T-shaped longitudinal section; the suction foundation can solve the problem that the horizontal bearing capacity of the existing suction foundation is small, but mainly relates to the foundation problem of offshore wind power engineering. The Chinese utility model 'a suction bucket-pile combined foundation' (CN 202273241U) discloses a suction bucket-pile combined foundation, which comprises a suction bucket and a pile, wherein the suction bucket is sunk under the ground, a bucket cover of the suction bucket is provided with a through hole, the pile penetrates through the whole suction bucket from top to bottom from the bucket cover, and the pile is fixedly connected with the bucket cover; the composite foundation can improve the water resistance and the anti-overturning capacity, but the form of a single pile and a single barrel is high in economic cost. The Chinese invention patent 'horizontal bearing combined foundation and method based on piles and underground continuous walls' (CN 105756075A) discloses a horizontal bearing combined foundation of piles and underground continuous walls, which comprises underground continuous walls and a plurality of horizontal load-bearing piles, wherein the underground continuous walls are arranged underground; the advantage of large horizontal rigidity of the underground continuous wall is exerted, and simultaneously the embedment of the foundation is ensured, but the problem of stress concentration is generated at the connecting point of the underground continuous wall and the pile.
Aiming at the defects of the existing foundation form resisting horizontal load, through the analysis of the internal force and deformation of the traditional pile group foundation, the underground diaphragm wall foundation, the caisson foundation and the suction bucket foundation under the action of the horizontal load, the general horizontal stress components are found to be generally characterized by large bending moment and deformation at the middle upper part and small bending moment and deformation at the lower part, so that the horizontal bearing capacity of the foundation is reasonably and economically improved, the flexural deformation is reduced, and the design scheme is in accordance with the new variable stiffness design concept of reducing the stiffness at the position with large deformation and reducing the deformation at the position with small deformation and saving the cost. The invention provides a novel foundation form, namely a skirt type diaphragm underground diaphragm wall-pile composite foundation.
Disclosure of Invention
In order to solve the problems, the invention provides a skirt type diaphragm-added underground continuous wall-pile composite foundation which has high horizontal bearing capacity, large integral rigidity and remarkable deflection deformation resistance.
The technical scheme of the invention is as follows:
a skirt type diaphragm underground continuous wall-pile combined foundation mainly comprises a main underground continuous wall 1, an inner vertical diaphragm 2, a bearing platform plate 3, a skirt type underground continuous wall 4, an outer vertical diaphragm 5 and piles 6;
the main underground continuous wall 1 and the skirt type underground continuous wall 4 are both of a Chinese character 'hui' structure, and the skirt type underground continuous wall 4 is sleeved at the upper part of the main underground continuous wall 1; the inner vertical partition boards 2 are positioned inside the main underground continuous wall 1, and the plurality of inner vertical partition boards 2 divide the inside of the main underground continuous wall 1 into a plurality of independent spaces; a plurality of piles 6 are uniformly arranged in the independent space inside the main underground continuous wall 1; the upper parts of the skirt type underground continuous wall 4, the main underground continuous wall 1 and the piles 6 are connected into an integral structure through the bearing plates 3, and the integral rigidity of the composite foundation is increased under the synergistic effect of the three; the outer vertical partition 5 is positioned between the skirt type underground continuous wall 4 and the main underground continuous wall 1 and is used for connecting the skirt type underground continuous wall 4 and the main underground continuous wall 1.
A buckle 7 is arranged between the pile 6 and the lower surface of the bearing plate 3 to fixedly connect the pile 6 and the bearing plate 3, so that the connection is more stable and firm.
The piles 6 are variable-section piles, and the diameter ratio of the upper piles to the lower piles is 2: 1.
The piles 6 are in a vertical pile form, an inclined pile form or cross distribution, and are made of steel pipe piles or prefabricated reinforced concrete piles.
The wall thickness ratio of the main underground continuous wall 1 to the skirt-type underground continuous wall 4 is 8:5, and the length-width ratio of the main underground continuous wall to the skirt-type underground continuous wall is 1: 2; the height of the skirt-type underground diaphragm wall 4 is 1/3 of the main underground diaphragm wall 1.
The outer vertical partition plate 5 and the inner vertical partition plate 2 are both made of steel plates, and the thickness ratio of the outer vertical partition plate to the inner vertical partition plate is 5: 4.
The thickness of the bearing plate 3 is 200 mm.
A skirt type diaphragm underground continuous wall-pile composite foundation is constructed by the following steps:
1) firstly, pile hanging, pile inserting, hammering sinking and pile splicing are carried out according to the design layout, and the pile 6 acts on a designated position;
2) and after the pile 6 is maintained, constructing the main underground diaphragm wall 1: constructing a guide wall, excavating a groove section, manufacturing and hoisting a reinforcement cage, pouring concrete, and embedding an embedded part at an appointed position;
3) the skirt-type underground continuous wall 4 is constructed: constructing a guide wall, excavating a groove section, manufacturing and hoisting a reinforcement cage, pouring concrete, and embedding an embedded part at an appointed position;
4) installing and welding the inner vertical partition plate 2 and the outer vertical partition plate 5 through embedded parts inside the skirt type underground continuous wall 4 and the main underground continuous wall 1;
5) backfilling and compacting the soil body;
6) and (3) constructing the bearing plate 3: and (3) manufacturing a reinforcement cage, welding the buckle 7, binding, fixing and connecting the manufactured reinforcement cage with the extension reinforcements of the skirt-type underground continuous wall 4, the main underground continuous wall 1 and the pile 6, and pouring concrete.
The invention has the following effective effects: the general horizontal stress member has the characteristics of large middle-upper bending moment and deformation and small lower bending moment and deformation, so that the horizontal bearing capacity of the foundation is reasonably and economically improved, the flexural deformation is reduced, and the scheme is to accord with the position with large deformation, increase the rigidity, reduce the deformation and reduce the rigidity at the place with small deformation, thereby saving the cost; the invention adopts the variable rigidity concept, and the arrangement of the skirt and the clapboard not only increases the contact area between the foundation and the soil body, but also improves the bending rigidity and the shearing rigidity of the foundation, and prevents the buckling of the underground continuous wall structure; the arrangement of the piles not only improves the integral rigidity of the foundation, but also plays a role in embedding; in addition, the variable cross section of the pile not only accords with the design concept of variable rigidity, but also saves the cost. The combination of the underground continuous wall, the skirt-type structure and the piles makes the horizontal bearing capacity of the foundation more obvious. The invention has reasonable stress of the whole structure, cost saving and wide application range, and can be used as the foundation of various structures such as industrial buildings, power plant construction, bridge engineering, offshore engineering, wind power generation and the like.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is a schematic horizontal cross-section of FIG. 1;
fig. 3 is a layout view of the position of the buckle in fig. 1.
In the figure: 1 main underground diaphragm wall; 2, an inner vertical clapboard; 3, a bearing plate; 4 skirt type underground continuous wall; 5, an outer vertical clapboard; 6, variable cross-section piles; 7, buckling.
Detailed Description
The following further describes a specific embodiment of the present invention with reference to the drawings and technical solutions.
A skirt type diaphragm underground continuous wall-pile composite foundation is shown in figures 1 and 2, the materials selected by the invention are steel plates and concrete materials, and the skirt type diaphragm underground continuous wall-pile composite foundation mainly comprises a main underground continuous wall 1, a bearing plate 3, a skirt type structure 4 and piles 6. And the main underground continuous wall 1 is connected with the skirt type underground continuous wall 4 through the external vertical partition board 5, the main underground continuous wall 1 divides the inner space into a plurality of independent small spaces through the internal vertical partition board 2, the three variable cross-section piles 6 are filled in the independent small spaces, and the main underground continuous wall 1, the skirt type underground continuous wall 4 and the piles 6 are connected into an integral structure through the bearing plate 3.
In order to better stabilize the form of the composite foundation, buckles 7 are arranged at the connecting parts of the piles 6 and the bearing plates 3, and the included angle between every two buckles is 120 degrees. The position layout of the buckle 7 is shown in fig. 3.
The skirt type diaphragm-added underground continuous wall-pile composite foundation is implemented by adopting the following steps:
firstly, constructing three piles 6 (vertical piles or inclined piles) on the ground, then excavating a guide groove on the upper soil body, wherein the guide groove is vertically excavated, so that the soil body is guaranteed to generate resistance to the interaction of a composite foundation, and meanwhile, pre-arranging embedded parts when binding a reinforcement cage, and constructing the main underground diaphragm wall 1; excavating a guide groove on the soil body at the upper end outside the main underground diaphragm wall 1, and constructing the skirt type underground diaphragm wall 4; excavating soil bodies between the skirt type underground continuous wall 4 and the main underground continuous wall 1 and between the skirt type underground continuous wall 1 and the main underground continuous wall 1, welding the inner vertical partition plate 2 and the outer vertical partition plate 5, backfilling and compacting the excavated soil bodies, prefabricating a reinforcement cage and a buckle of the bearing plate 3, and finally constructing the bearing plate 3.
Claims (4)
1. A skirt type diaphragm-added underground continuous wall-pile composite foundation is characterized in that the composite foundation mainly comprises a main underground continuous wall (1), an inner vertical diaphragm (2), a bearing plate (3), a skirt type underground continuous wall (4), an outer vertical diaphragm (5) and piles (6);
the skirt type underground continuous wall (4) is sleeved at the upper part of the main underground continuous wall (1), and the main underground continuous wall (1) and the skirt type underground continuous wall (4) form a Chinese character 'hui' structure; the inner vertical partition boards (2) are positioned inside the main underground continuous wall (1), and the plurality of inner vertical partition boards (2) divide the inside of the main underground continuous wall (1) into a plurality of independent spaces; a plurality of piles (6) are uniformly arranged in the independent space inside the main underground continuous wall (1); the upper parts of the skirt type underground continuous wall (4), the main underground continuous wall (1) and the piles (6) are connected into an integral structure through the bearing plate (3), and the integral rigidity of the composite foundation is increased under the synergistic effect of the three parts; the outer vertical partition plate (5) is positioned between the skirt type underground continuous wall (4) and the main underground continuous wall (1) and is used for connecting the skirt type underground continuous wall (4) and the main underground continuous wall (1);
the piles (6) are variable-section piles, and the ratio of the upper piles to the lower piles is 2: 1; the outer vertical partition plate (5) and the inner vertical partition plate (2) are both made of steel plates.
2. A skirt-type diaphragm-added underground diaphragm wall-pile combined type foundation according to claim 1, wherein a buckle (7) is arranged between the pile (6) and the lower surface of the bearing plate (3) to fixedly connect the pile (6) and the bearing plate (3) so as to ensure that the connection is more stable and firm.
3. The skirt-type diaphragm underground continuous wall-pile composite foundation as claimed in claim 1 or 2, wherein the main underground continuous wall (1) and the skirt-type underground continuous wall (4) have a wall thickness ratio of 8:5, and a length ratio and a width ratio of 1: 2; the height of the skirt-type underground continuous wall (4) is 1/3 of the main underground continuous wall (1).
4. A skirt-type diaphragm underground diaphragm wall-pile composite foundation according to claim 1 or 2, wherein the thickness ratio of the outer vertical diaphragm (5) to the inner vertical diaphragm (2) is 5: 4; the thickness of the bearing plate (3) is 200 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201811119121.2A CN108999204B (en) | 2018-09-25 | 2018-09-25 | Skirt type diaphragm-added underground diaphragm wall-pile composite foundation |
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| CN201811119121.2A CN108999204B (en) | 2018-09-25 | 2018-09-25 | Skirt type diaphragm-added underground diaphragm wall-pile composite foundation |
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| CN108999204A CN108999204A (en) | 2018-12-14 |
| CN108999204B true CN108999204B (en) | 2020-09-29 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109989412A (en) * | 2019-04-11 | 2019-07-09 | 江西省交通设计研究院有限责任公司 | Mountain area plank road landscape platform composite base structure |
| CN110158630A (en) * | 2019-05-31 | 2019-08-23 | 广西路桥工程集团有限公司 | A kind of deep covering layer area large-span arch bridge annular ground continuous wall base |
| CN111705786A (en) * | 2020-03-27 | 2020-09-25 | 中铁四局集团第二工程有限公司 | Method for vertical combination construction of composite stratum underground continuous wall and cast-in-situ bored pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101705694A (en) * | 2009-10-14 | 2010-05-12 | 山东科技大学 | Undersea skirt-type suction anchor |
| CN201962688U (en) * | 2010-12-02 | 2011-09-07 | 中交四航局第一工程有限公司 | Diaphram wall wharf pile foundation structure |
| CN203924095U (en) * | 2014-06-13 | 2014-11-05 | 江苏省电力设计院 | A kind of desert area transmission line of electricity assembling type steel structure sandbox gravity type foundation |
| CN205224083U (en) * | 2015-12-15 | 2016-05-11 | 山东科技大学 | Novel skirt -type suction basis |
| CN206157726U (en) * | 2016-10-12 | 2017-05-10 | 连云港港务工程公司 | Composite pile type structure suitable for coast deep dredger fill soil foundation handle |
| CN207228047U (en) * | 2017-06-06 | 2018-04-13 | 中交第三航务工程勘察设计院有限公司 | A kind of new semicircular body tub foundation structure dike |
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