CN210263006U - Foundation structure - Google Patents
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- CN210263006U CN210263006U CN201920990426.4U CN201920990426U CN210263006U CN 210263006 U CN210263006 U CN 210263006U CN 201920990426 U CN201920990426 U CN 201920990426U CN 210263006 U CN210263006 U CN 210263006U
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Abstract
The utility model relates to a civil engineering field discloses a foundation structure. The foundation structure comprises a jet grouting pile, a pile cap, a reinforcement cage, a tamping layer and a reinforcing layer, wherein the jet grouting pile is configured to extend into dredger fill; the pile cap is arranged above the jet grouting pile; the reinforcement cage is arranged on the inner side of the top of the jet grouting pile, and part of the reinforcement cage extends into the pile cap; the tamping layer is arranged on the outer side of the top of the jet grouting pile and is configured to reinforce the side wall of the jet grouting pile; the reinforcement layer is configured to reinforce the pile cap. The utility model provides a foundation structure construction is simple, and the structure is firm, has improved the ground bearing capacity, can increase the interval of adjacent jet grouting pile, reduces the use quantity of jet grouting pile, has reduced construction cost, has reduced the ground and has warp, has avoided the differential settlement phenomenon, is particularly useful for the soft coastal dredger fill ground operation of depth.
Description
Technical Field
The utility model relates to a civil engineering field especially relates to a foundation structure.
Background
In the field of civil engineering technology, it is sometimes necessary to build highways in deep and soft coastal dredger fill areas. The coastal hydraulic filling silt soil is characterized by high water content, high porosity ratio, low strength, poor structure and large sedimentation deformation. In order to meet the needs of engineering construction, soft soils are often treated. Particularly, for the bridge and culvert transition section, for the projects with high bearing capacity requirement and strict control on post-construction settlement, the drainage consolidation method has long construction period and large post-construction settlement, the soil replacement cushion filling method and the dynamic compaction method have limited treatment depth and effective reinforcement depth, and the traditional immersed tube compaction gravel pile method, the CFG method and the mixing pile method can not obtain reasonable balance between the construction cost and the post-construction settlement. Therefore, the jet grouting pile is widely used for reinforcing the soft natural foundation, so that the problems of insufficient bearing capacity or overlarge deformation of the foundation are solved, the deformation of the foundation is reduced, and the adverse effect of uneven settlement of the foundation on the later stage of the engineering is prevented.
However, when the bearing capacity required by design is high and the distribution of foundation soil in a soft ground is very uneven, in order to effectively reinforce the foundation and reduce the deformation of the foundation and prevent the foundation from uneven settlement, the single jet grouting pile treatment is difficult to meet the design requirement, if the bearing capacity of the composite foundation is improved simply by increasing the number of piles, increasing the length of the piles or increasing the diameter of the piles, the improvement effect is not obvious, and the construction cost is greatly improved.
SUMMERY OF THE UTILITY MODEL
Based on above problem, the utility model aims to provide a foundation structure improves the ground bearing capacity, reduces the ground and warp and prevent that the ground from appearing differential settlement.
In order to achieve the purpose, the utility model adopts the following technical proposal:
a foundation structure, comprising:
the jet grouting pile is configured to extend into dredger fill;
the pile cap is arranged above the jet grouting pile;
the reinforcement cage is arranged on the inner side of the top of the jet grouting pile, and part of the reinforcement cage extends into the pile cap;
the ramming layer is arranged on the outer side of the top of the jet grouting pile and is configured to reinforce the side wall of the jet grouting pile;
a reinforcement layer configured to reinforce the pile cap.
As the utility model discloses a ground structure's preferred scheme, the steel reinforcement cage includes vertical reinforcing bar and spiral stirrup, vertical reinforcing bar is followed the axial extension of spouting the stake soon, the spiral stirrup winds the axis of spouting the stake soon spirals.
As the utility model discloses a foundation structure's preferred scheme, the steel reinforcement cage still includes reinforcing bar and protective layer reinforcing bar, reinforcing bar is used for consolidating the top and/or the bottom of steel reinforcement cage, the protective layer reinforcing bar is used for consolidating the steel reinforcement cage.
As the utility model discloses a ground structure's preferred scheme, part vertical reinforcing bar stretches into in the pile cap to expand and form loudspeaker form.
As the preferable scheme of the foundation structure of the utility model, the pile cap is square, and the side length of the pile cap is 0.8m-1.2m larger than the pile diameter of the jet grouting pile.
As the utility model discloses a ground structure's preferred scheme, the back up coat includes by lower supreme fine sand layer, coarse sand layer and metalling, fine sand layer is used for consolidating the lateral wall of pile cap.
As the utility model discloses a ground structure's preferred scheme, fine sand layer with pile cap height equals.
As the utility model discloses a foundation structure's preferred scheme, the coarse sand layer with be provided with geogrid between the metalling, geogrid is used for preventing the metalling moves along the horizontal direction.
As the preferable proposal of the foundation structure of the utility model, a ballast filling layer is arranged above the gravel layer.
As the utility model discloses a foundation structure's preferred scheme, the pile cap with be provided with the concrete bed course between the tamp layer, the concrete bed course is used for supporting the pile cap, be provided with the reinforcing bar with great ease on the concrete bed course, the reinforcing bar with great ease is as pouring bearing structure during the pile cap.
The utility model has the advantages that:
the utility model provides a foundation structure, through stretching into the dredger fill with the jet grouting stake soon, carry out preliminary reinforcement to the dredger fill, pile cap is pour in the top of jet grouting stake soon, the top inboard of jet grouting stake soon sets up the steel reinforcement cage, with the bearing capacity of strengthening the jet grouting stake soon, and make partial steel reinforcement cage stretch into in the pile cap, with the joint strength who strengthens pile cap and jet grouting stake soon, can increase the interval of adjacent jet grouting stake in the whole piece dredger fill region, reduce the use quantity of jet grouting stake soon, through setting up the tamped layer in the top outside of jet grouting stake soon, with the lateral wall of reinforcing jet grouting stake, guarantee the bearing strength of jet grouting stake soon, consolidate the pile cap through setting up the back up layer, improve the bearing capacity of this foundation structure. The utility model provides a foundation structure construction is simple, and the structure is firm, has improved the ground bearing capacity, can increase the interval of adjacent jet grouting pile, reduces the use quantity of jet grouting pile, has reduced construction cost, has reduced the ground and has warp, has avoided the differential settlement phenomenon, is particularly useful for the soft coastal dredger fill ground operation of depth.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings required to be used in the description of the embodiments of the present invention will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the contents of the embodiments of the present invention and the drawings without creative efforts.
Fig. 1 is a schematic structural diagram of a foundation structure according to an embodiment of the present invention;
fig. 2 is a schematic layout diagram of a foundation structure according to an embodiment of the present invention.
In the figure:
1-jet grouting pile; 2-pile caps; 21-longitudinal and transverse steel bars; 3-a reinforcement cage; 4-ramming the layer; 5-reinforcing layer; 6-concrete cushion layer;
31-vertical reinforcing steel bars; 32-helical stirrups; 33-reinforcing steel bars; 34-protective layer steel bars;
51-fine sand layer; 52-coarse sand layer; 53-a crushed stone layer; 54-geogrid; 55-ballast filling layer.
Detailed Description
In order to make the technical problems, technical solutions and technical effects achieved by the present invention more clear, the embodiments of the present invention will be described in further detail with reference to the accompanying drawings, and obviously, the described embodiments are only some embodiments, not all embodiments of the present invention. Based on the embodiments in the present invention, all other embodiments obtained by those skilled in the art without creative efforts belong to the protection scope of the present invention.
In the description of the present invention, 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 simplification of description, but do not indicate or imply that the device or element 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. Furthermore, the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Wherein the terms "first position" and "second position" are two different positions.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection or a removable connection; 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 present invention can be understood in specific cases to those skilled in the art.
The embodiment provides a foundation structure, which is particularly suitable for deep and soft coastal dredger fill areas and comprises a jet grouting pile 1, a pile cap 2, a reinforcement cage 3, a tamping layer 4 and a reinforcing layer 5, as shown in figure 1. It should be noted that, as shown in fig. 2, a plurality of foundation structures may be arranged in the dredger fill area, and the whole foundation structure is of a quincunx shape, so as to form a stable foundation. The jet grouting pile 1 is preferably a high-pressure jet grouting pile, and cement paste is sprayed into a soil layer and mixed with a soil body by a nozzle rotating at high pressure to form a continuously overlapped cement reinforced body. The pile length and the pile diameter of the jet grouting pile 1 can be determined according to the soil condition and the design requirement of a specific dredger fill area.
Specifically, the jet grouting pile 1 is configured to extend into the dredger fill to perform primary reinforcement on the dredger fill. Pile cap 2 sets up in the top of spouting stake 1 soon, and pile cap 2 is used for improving the bearing capacity of spouting stake 1 soon. In the embodiment, the pile cap 2 is square, and the side length is 0.8m to 1.2m, preferably 1m larger than the pile diameter of the jet grouting pile 1.
The steel reinforcement cage 3 sets up in the top inboard of spouting the stake soon 1, and partial steel reinforcement cage 3 stretches into in the pile cap 2. And (3) placing a reinforcement cage 3 immediately after the construction of the jet grouting pile 1 and fixing the reinforcement cage according to the designed elevation, wherein the reinforcement cage 3 adopts two types of reinforcements, namely HRB400 phi 16 and HPB300 phi 8. Set up steel reinforcement cage 3 at the inboard top of spouting stake 1 soon to strengthen the bearing capacity of spouting stake 1 soon, and make partial steel reinforcement cage 3 stretch into pile cap 2, with the joint strength who strengthens pile cap 2 and spout stake 1 soon, can increase the interval of adjacent spouting stake 1 in the whole piece hydraulic fill soil region soon, reduce the use quantity of spouting stake 1 soon. Further, the reinforcement cage 3 includes vertical reinforcements 31 and spiral stirrups 32, and the vertical reinforcements 31 extend along the axial direction of the jet grouting pile 1, and the spiral stirrups 32 spiral around the axis of the jet grouting pile 1. In this embodiment, the vertical reinforcement 31 has a pitch of 15cm, a length of 2.2m, and the spiral stirrup 32 has a pitch of 20 cm. Optionally, the reinforcement cage 3 further comprises reinforcing bars 33, the reinforcing bars 33 being used to reinforce the top and/or bottom of the reinforcement cage 3. In the present embodiment, the reinforcing bars 33 are provided one above the other. Optionally, the reinforcement cage 3 further comprises cover reinforcement 34, the cover reinforcement 34 being used to reinforce the reinforcement cage 3. In this embodiment, the protective layer steel bars 34 are arranged in a circle of four symmetrically at a distance of 50cm from the upper and lower end surfaces of the steel reinforcement cage 3. Optionally, part of the vertical reinforcement 31 extends into the pile cap 2 and is flared.
The rammed layer 4 is disposed outside the top of the jet grouting pile 1 and is configured to reinforce the sidewall of the jet grouting pile 1. Optionally, a concrete cushion layer 6 is disposed between the pile cap 2 and the ramming layer 4, the concrete cushion layer 6 is used for supporting the pile cap 2, longitudinal and transverse steel bars 21 (including transverse steel bars and longitudinal steel bars) are disposed on the concrete cushion layer 6, and the longitudinal and transverse steel bars 21 serve as a supporting structure when the pile cap 2 is poured. When the jet grouting pile 1 reaches the design strength, excavating and removing loose silt soil on the surface to an original soil layer and tamping the loose silt soil, controlling the elevation of a tamping layer 4 to be 20cm lower than the elevation of the bottom of the pile cap 2, pouring a C15 concrete cushion layer 6 with the thickness of 10cm around the jet grouting pile 1, binding longitudinal and transverse steel bars 21, enabling the distance between the longitudinal and transverse steel bars 21 to be 20cm, enabling the outer net protective layer to be 5cm, breaking the vertical steel bars 31 into a horn shape and winding two spiral stirrups 32 around, and pouring C30 concrete to form the pile cap 2 through a support die.
The reinforcement layer 5 is configured to reinforce the pile cap 2. Further, the reinforcing layer 5 comprises a fine sand layer 51, a coarse sand layer 52 and a gravel layer 53 from bottom to top, and the fine sand layer 51 is used for reinforcing the side wall of the pile cap 2. Optionally, the fine sand layer 51 is equal in height to the pile cap 2, which facilitates uniform load distribution. Optionally, a geogrid 54 is arranged between the coarse sand layer 52 and the gravel layer 53, and the geogrid 54 is used for preventing the gravel layer 53 from moving in the horizontal direction. Optionally, a ballast fill 55 is disposed above the gravel layer 53. After the pile cap 2 is poured with concrete to reach the designed strength, the reinforcing layer 5 is paved, firstly fine sand is filled between the pile caps 2 and is flush with the pile caps 2, then the coarse sand layer 52 is arranged on the fine sand layer, and the joint surfaces of the two sand layers and the pile caps 2 are tightly attached, so that the uniform load dispersion is facilitated, and the integral bearing capacity is improved. On the coarse sand layer 52, a geogrid 54 is laid, and a gravel layer 53 is filled thereon, and the geogrid 54 can prevent the gravel layer 53 from moving in the horizontal direction. Finally, the crushed stone layer 53 is filled with ballast to form a roadbed filling layer.
The foundation structure that this embodiment provided, through stretching into the dredger fill with jet grouting pile 1 soon, carry out preliminary reinforcement to the dredger fill, pile cap 2 is pour in the top of jet grouting pile 1 soon, top inboard at jet grouting pile 1 sets up steel reinforcement cage 3, with the bearing capacity of strengthening jet grouting pile 1, and make partial steel reinforcement cage 3 stretch into pile cap 2, with the joint strength who strengthens pile cap 2 and jet grouting pile 1 soon, can increase the interval of adjacent jet grouting pile 1 in the whole piece dredger fill region, reduce jet grouting pile 1's use quantity, through setting up ramming layer 4 in the top outside of jet grouting pile 1 soon, with the lateral wall of consolidating jet grouting pile 1 soon, guarantee jet grouting pile 1's bearing strength, through setting up reinforcing layer 5 and strengthening pile cap 2, improve this foundation structure's bearing capacity.
The foundation structure provided by the embodiment mainly comprises the following steps during construction: constructing a rotary jet grouting pile 1, wherein the rotary jet grouting pile 1 adopts a high-pressure rotary jet grouting pile, is arranged in a quincunx shape, the length and the diameter of the pile can be determined according to the soil condition and the design requirement of a specific dredger fill area, and a reinforcement cage 3 is arranged and fixed according to the designed elevation after the rotary jet grouting pile 1 is constructed; when the jet grouting pile 1 reaches the design strength, excavating and removing loose silt on the surface to an original soil layer and tamping, controlling the elevation of a tamping layer 4 to be 20cm lower than the elevation of the bottom of a pile cap 2, chiseling the pile head of the jet grouting pile 1, wherein the pile head is 10cm higher than the design elevation and extends into the pile cap 2, so that the bearing capacity of the pile cap 2 can be increased, pouring a C15 concrete cushion layer 6 with the thickness of 10cm around the jet grouting pile 1, binding longitudinal and transverse reinforcing steel bars 21, wherein the intervals of the longitudinal and transverse reinforcing steel bars 21 are 20cm, the outer net protective layer is 5cm, a vertical reinforcing steel bar 31 is broken into a horn shape and surrounds two spiral stirrups 32, pouring C30 concrete to form the pile cap 2, the pile cap 2 is square, and the side length is 1m larger than the pile diameter of the jet grouting pile 1; after the concrete of the pile cap 2 reaches the designed strength, the reinforcing layer 5 is paved, firstly, fine sand is filled between the pile caps 2 and is flush with the pile caps 2, then, a coarse sand layer 52 is arranged on the reinforcing layer, the two sand layers are tightly attached to the joint surfaces of the pile caps 2, the uniform load dispersion is facilitated, the integral bearing capacity is improved, the geogrid 54 is paved on the coarse sand layer 52, a gravel layer 53 is filled on the geogrid 54, the gravel layer 53 can be prevented from moving along the horizontal direction, and finally, gravel is filled on the gravel layer 53 to form a roadbed filling layer.
The foundation structure construction that this embodiment provided is simple, and the structure is firm, has improved the foundation bearing capacity, can increase the interval of adjacent jet grouting pile 1, reduces jet grouting pile 1's use quantity, has reduced construction cost, has reduced the foundation and has warp, has avoided the differential settlement phenomenon, is particularly useful for the operation of deep soft coastal dredger fill foundation.
It should be noted that the foregoing is only a preferred embodiment of the present invention and the technical principles applied. It will be understood by those skilled in the art that the present invention is not limited to the particular embodiments illustrated herein, but is capable of various obvious modifications, rearrangements and substitutions without departing from the scope of the invention. Therefore, although the present invention has been described in greater detail with reference to the above embodiments, the present invention is not limited to the above embodiments, and may include other equivalent embodiments without departing from the scope of the present invention.
Claims (10)
1. A foundation structure, comprising:
a jet grouting pile (1) configured to extend into dredger fill;
the pile cap (2) is arranged above the jet grouting pile (1);
the reinforcement cage (3) is arranged on the inner side of the top of the jet grouting pile (1), and part of the reinforcement cage (3) extends into the pile cap (2);
a ramming layer (4) arranged outside the top of the jet grouting pile (1) and configured to reinforce the side wall of the jet grouting pile (1);
a reinforcement layer (5) configured to reinforce the pile cap (2).
2. A foundation structure according to claim 1, wherein the reinforcement cage (3) comprises vertical reinforcement (31) and a helical stirrup (32), the vertical reinforcement (31) extending in the axial direction of the jet grouting pile (1), the helical stirrup (32) spiraling around the axis of the jet grouting pile (1).
3. A foundation structure according to claim 2, wherein the reinforcement cage (3) further comprises reinforcement bars (33) and cover bars (34), the reinforcement bars (33) being used to reinforce the top and/or bottom of the reinforcement cage (3), the cover bars (34) being used to reinforce the reinforcement cage (3).
4. A foundation structure according to claim 2, wherein a portion of the vertical reinforcement (31) extends into the pile cap (2) and flares out to form a trumpet.
5. A foundation structure according to claim 1, wherein the pile cap (2) is square, and the side length of the pile cap (2) is 0.8m-1.2m larger than the pile diameter of the jet grouting pile (1).
6. A foundation structure according to claim 1, wherein said reinforcing layer (5) comprises, from bottom to top, a fine sand layer (51), a coarse sand layer (52) and a gravel layer (53), said fine sand layer (51) being used to reinforce the side walls of said pile cap (2).
7. A foundation structure according to claim 6, characterized in that said fine sand layer (51) is of equal height to said pile cap (2).
8. A foundation structure according to claim 6, characterized in that a geogrid (54) is arranged between the course of coarse sand (52) and the gravel layer (53), said geogrid (54) being used to prevent movement of the gravel layer (53) in a horizontal direction.
9. A foundation structure according to claim 6, characterized in that a ballast filling layer (55) is arranged above the gravel layer (53).
10. A foundation structure according to any one of claims 1-9, wherein a concrete cushion layer (6) is arranged between the pile cap (2) and the rammed layer (4), the concrete cushion layer (6) is used for supporting the pile cap (2), the concrete cushion layer (6) is provided with longitudinal and transverse steel bars (21), and the longitudinal and transverse steel bars (21) are used as a support structure when the pile cap (2) is poured.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201920990426.4U CN210263006U (en) | 2019-06-28 | 2019-06-28 | Foundation structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920990426.4U CN210263006U (en) | 2019-06-28 | 2019-06-28 | Foundation structure |
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| CN210263006U true CN210263006U (en) | 2020-04-07 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115404732A (en) * | 2022-08-30 | 2022-11-29 | 朱成凯 | Soft soil foundation composite treatment method |
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2019
- 2019-06-28 CN CN201920990426.4U patent/CN210263006U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115404732A (en) * | 2022-08-30 | 2022-11-29 | 朱成凯 | Soft soil foundation composite treatment method |
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