CN212026220U - Concrete pile - Google Patents
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- CN212026220U CN212026220U CN201921841580.1U CN201921841580U CN212026220U CN 212026220 U CN212026220 U CN 212026220U CN 201921841580 U CN201921841580 U CN 201921841580U CN 212026220 U CN212026220 U CN 212026220U
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Abstract
A concrete pile adopting a new structural design not only ensures the quality of a vertical end part during construction, and further ensures the design bearing capacity of the end part, but also gives play to the effect of side friction resistance by paying more attention to consideration, and brings increment of the bearing capacity of the pile. The concrete pile (1) comprises a pile body (4) and a branch (2) extending outwards, the structure of the branch (2) is the sum of the friction force of the side surface (3) of the branch (2) and the bearing force of the end part of the branch (2) according to the bearing force of the branch (2), so that the design of the structure of the branch (2) is set in a mode of exerting the effect of the friction force of the side surface (3) of the branch (2) by considering more, and further converting the effect into a part of the bearing force of the pile (1).
Description
Technical Field
The utility model relates to a civil engineering field, especially the basic technical field of ground.
Background
In the technical field of foundation foundations, concrete piles with concrete discs and concrete branches have become an existing technology, but in the practice of design and construction of specific piles, even under the condition of branches, the bearing capacity of the piles is remarkably improved in the structural design concept of the piles in a mode of only considering the bearing capacity of the bottom surfaces of the end portions of the discs, however, in a soft soil foundation which is frequently encountered, soil in the disc cavities collapses during construction, diameter reduction is frequently encountered, the construction quality of the disc cavities is difficult to guarantee, the design bearing capacity of the end portions of the discs cannot be ensured, and the bearing capacity of the piles is adversely affected. That is, in the prior art, not only the frictional resistance of the soil is not considered, but also the bearing capacity of the end of the tray, which is heavily considered due to the construction factor and the soil body factor, cannot reach the designed value satisfactorily, so that the supporting potential of the soil body for the pile is not fully mobilized and exerted.
Disclosure of Invention
The utility model discloses a to such a condition and propose, the utility model aims to provide a concrete pile, it adopts new structural design, not only can ensure the quality of the vertical tip when the construction, and then the design bearing capacity of guarantee tip, and the effect of the frictional resistance of taking into account and exerting branched side moreover more brings the increment of the bearing capacity of stake.
The utility model discloses a concrete pile includes pile body and the branch that stretches out to the outside from this pile body, the branched structure in this concrete pile of its characterized in that is according to satisfying following relational expression, promptly, this branched bearing capacity is the sum of the bearing capacity of the frictional resistance of the side of branch and the tip of branch, thereby under the condition of the diameter that does not increase pile body, the bearing capacity of the tip of branch is not only considered in the design of branched structure, and look into the effect of the frictional resistance of the side of taking into account and exert branch more, and then turn into a part of the bearing capacity of stake, promptly, bring the reduction of the cost of stake or the mode setting of the improvement of the bearing capacity of stake, this relational expression is:
F＝(A×f)+(B×p)
f represents the total bearing force of the branches in the concrete pile;
a represents the area of the side surface of the branch which is in contact with the soil body;
f represents the friction coefficient of the soil body contacted with the side surface of the branch;
b represents a projected area in the vertical direction of the branch in the concrete pile;
p represents the pressure of the soil in the vertical direction of the branches in the concrete pile.
According to the scheme of the utility model, because the occasion of adopting the disc to obtain the bearing capacity of the end bottom surface, when making the disc cavity, the soil body is easy to collapse, the disc cavity is irregular or incomplete, the defect is generated, the defect of the concrete disc is caused, namely, the disc is incomplete, or the disc diameter is greatly reduced compared with the designed diameter, the soil body extrusion around the disc cavity is not compact enough, the end surface bearing capacity (non-friction resistance) finally obtained through the disc end bottom surface is also greatly weakened, compared with the above, in the occasion of adopting the branches, the disc cavity which is complete and through is not needed to be made, only a plurality of branches which are outwards stretched are formed relative to the pile body at the same elevation, for example, 6-8 branches are formed, adjacent branches in a group of branches at the same elevation are not mutually through, the adjacent branches are separated by the extruded soil body, branch holes or cavities are not through, the collapse degree is greatly reduced, the holes or cavities of the branches or the branches themselves are not significantly weakened compared to the structural dimensions of the branches that are designed, as a result of which the lateral area of the branches that are finally formed is ideal, the frictional resistance of the soil mass via the side faces of the branches is sufficient, and the vertical bearing capacity of the end bottom faces of the branches is also sufficient.
According to the utility model discloses a scheme, owing to constitute a part of the bearing capacity of stake through the frictional resistance of the side of branch, so adopt the dish of end-bearing mechanics mode, promptly, only the end-bearing capacity of dish constitutes the occasion of the bearing capacity of stake and compares, the utility model discloses a atress mode is different with the occasion of the stake that has the dish in the past, and the soil body around during the preparation of branch or between the branch is more closely knit, and the holistic deformation of stake is less like this.
According to the present invention, in the design of the structure of the branches of the pile, the effect of the area of the side faces of the branches is focused, that is, the effect of the frictional resistance between the side faces of the branches and the soil is considered sufficiently, so that the frictional resistance of the side faces of the pile due to the branches is considered more sufficiently than the frictional resistance of the side faces of the pile (or the branches) due to the disc, in the design concept of the pile, which is the case of the conventional concrete pile with the disc, and as a result, not only the bearing force of the end portions of the branches is considered but also the effect of the frictional resistance of the soil is considered more sufficiently in the design of the pile, and the bearing force is converted into the bearing force of the branches of the pile, that is, into a part of the bearing force of the pile, thereby increasing the bearing force of the pile, thereby reducing the cost of the pile or improving the bearing capacity of the pile. Essentially, according to the invention, it is of utmost importance to optimize the structure of the pile, looking at the increase of the frictional resistance by enlarging the area of the sides of the pile, rather than just the bearing capacity of the end faces of the disks, as in the case of the piles with disks of the past, and/or in the case of concrete piles with disks and/or branches, if the bearing capacity of the pile is to be improved, since the frictional resistance between the disks and the soil is small and negligible, only the increase of the number of disks and the enlargement of the diameter of the disks are looked at, whereas according to the invention, if the bearing capacity of the pile is to be improved, first the increase of the number of branches and the increase of the area of the sides of the branches is looked at, the increase of the frictional resistance between the branches and the soil is stressed, i.e. the transfer of the bearing capacity of the pile by the frictional resistance of the soil is emphasized. That is, from the construction environment, particularly in a soft ground, not only is a branched hole or cavity easily secured, which is not easily collapsed, but also frictional resistance of the side of the branch can be utilized. As a result, not only the (vertical) bearing capacity of the end portion of the bottom surface of the branch is ensured to reach the design value, but also an increase in the bearing capacity of the pile due to the frictional resistance is obtained, and since the hole or the cavity of the branch is easily ensured, it is not easily collapsed, and the increase can be ensured to reach the design value.
According to the utility model discloses a scheme, owing to mobilize the frictional resistance of the soil body through branch, the event has excavated as the potentiality that bears the weight of the soil of the frictional resistance of soil to the side of stake (branched side), compares with the radius of the dish that adopts the dish and obtain the occasion of holding capacity of end bottom surface, and the radius of branched vertical projection (the horizontal distance between the vertical central axis of branch outer end and stake) dwindles greatly, that is to say the horizontal extrusion radius when through the extrusion branch hole dwindles greatly.
The utility model discloses a 2 nd scheme concrete pile's characterized in that sets up a set of branch at a elevation position of pile body, and along the upper and lower direction of pile body, sets up the multiunit branch that is located different elevation positions.
According to the scheme, because a plurality of branches are arranged at the same elevation, and a plurality of groups of branches are arranged at different elevations, a plurality of branches and a plurality of groups of branches are arranged in the horizontal direction and the vertical direction, more soil bodies can be mobilized to participate in stress, and the bearing capacity of the pile is greatly improved.
The utility model discloses a 3 rd scheme concrete pile's characterized in that set up each branched phase place in being located the branch of the adjacent group of adjacent elevation department in the multiunit branch of different elevation departments, all stagger each other from vertical horizontal projection.
According to the scheme, because the phases of the branches in the adjacent groups of the branches positioned at the adjacent elevations in the multiple groups of branches arranged at different elevations are staggered from each other when viewed from the vertical horizontal projection, the multi-layer branches (the vertical distance between the vertically adjacent branches is smaller) can be adopted to meet the requirement of bearing capacity when the pile body is short and is not suitable for arranging disks (the vertical distance between the vertically adjacent disks is larger in the situation of arranging multiple layers of disks).
The utility model discloses a 4 th scheme the concrete pile characterized in that set up each branched phase place in the multiunit branch of different elevation places and look from vertical horizontal projection, all stagger each other.
According to the scheme, the phases of the branches in the multiple groups of branches arranged at different elevations are staggered from the vertical horizontal projection, so that the branches between the branches of all layers are not aligned up and down, the influence of disturbance on the soil body between the branches is small, the branches of more layers can be adopted, and the requirement of higher bearing capacity is met.
The utility model discloses a 5 th scheme the concrete pile's above-mentioned branch of characterized in that is the taper for the front end.
According to the scheme, the front end of the branch is conical, so that the construction is convenient to adopt an arch-shaped press to manufacture branch holes or cavities.
The utility model discloses a 6 th scheme the concrete pile's the shape of the above-mentioned branched vertical section of characterized in that is triangle-shaped.
According to the scheme, the vertical section of the branch is triangular, so that the construction is convenient to adopt the bow-shaped press to manufacture the branch hole or cavity.
The utility model discloses a 7 th scheme concrete pile's characterized in that look from the horizontal direction, at the elevation department at the branch place of pile body, from this pile body, to the outside and the quantity of the branch that stretches out has 6 altogether.
According to the scheme, the number of branches extending outwards from the pile body at the elevation where the branches of the pile body are located is 6 in total when viewed from the horizontal direction, so that higher frictional resistance and bearing capacity of the end parts of the bottom surfaces of the branches are obtained under the condition that the soil body is not disturbed excessively.
The utility model discloses a 8 th scheme concrete pile's characterized in that look from the horizontal direction, at the elevation department at the branch place of pile body, from this pile body, to the outside and the quantity of the branch that stretches out has 8 altogether.
According to the scheme, the number of branches extending outwards from the pile body at the elevation where the branches of the pile body are located is 8 in total when viewed from the horizontal direction, so that higher frictional resistance and bearing capacity of the end parts of the bottom surfaces of the branches are obtained under the condition that the soil body is not disturbed excessively.
The utility model discloses a 9 th scheme the concrete pile's above-mentioned pile body of characterized in that and/branch be steel fiber concrete.
According to the scheme, the pile body and/or the branches are made of the steel fiber concrete, and the friction force obtained through the branches and the effective end bearing capacity of the bottom surfaces of the branches are utilized, so that the use of steel bars can be saved or the steel bars are not adopted, and the cost of the concrete is greatly saved.
The utility model discloses a 10 th scheme the concrete pile characterized in that above-mentioned pile body and/or branch are ultra high performance concrete, UHPC promptly.
According to the above-mentioned scheme, since the pile body and/or the branch is made of ultra-high performance concrete, i.e. UHPC, for example, ultra-high strength concrete, compared with the situation that when high bearing capacity is required, like the ordinary pile without branch and tray in the prior art, high bearing capacity is obtained by using frictional resistance or large pile diameter, but the pile body is made of low grade concrete (at this time, because the pile diameter is thicker, it is not suitable for using UHPC, otherwise, the cost is higher), the bearing capacity of the soil (i.e. the bearing capacity due to frictional resistance and the bearing capacity due to end bearing capacity) is sufficiently adjusted by the structure of the branch of the pile, while the upper bearing capacity is satisfied, because the pile body itself is thinner, a thinner pile body can be formed by UHPC, the requirement of the compression resistance of the pile body is satisfied, UHPC works in coordination with the novel branch structure of the present invention, the diameter of the pile is reduced while high bearing capacity is met, and the cost is further reduced.
Drawings
Fig. 1 is a perspective view of a concrete pile according to an embodiment of the present invention;
fig. 2 is a top view of the concrete pile shown in fig. 1;
fig. 3 is a side view illustrating a branch of the concrete pile shown in fig. 1;
FIG. 4 is a perspective view showing a concrete pile constituting an example of a construction test according to another embodiment
Fig. 5 is a cross-sectional view of one of the 1-component branches of the concrete pile shown in fig. 4 in a pile diameter direction thereof;
fig. 6 is a top view of a group 2 branch of the concrete pile shown in fig. 4;
fig. 7 is a top view of group 1 branches of the concrete pile shown in fig. 4;
FIG. 8 is an elevation view of a concrete pile with a disc as a comparison, constituting a prior art;
fig. 9 is a plan view showing a disc in the concrete pile shown in fig. 8;
fig. 10 is a side view illustrating a disc in the concrete pile shown in fig. 8.
Detailed Description
Embodiments of the present invention will be described below with reference to the accompanying drawings.
Fig. 1 shows a partial perspective view of a concrete pile 1 according to an embodiment of the present invention, the concrete pile 1 including a pile body 4 and 1 set of branches b as viewed from a part of the illustrated pile, the 1 set of branches b being disposed at a prescribed height in the pile body 4, the set of branches b including 8 branches 2 uniformly arranged, as viewed from a horizontal side, the 8 branches 2 protruding to an outer side from the pile body 4, fig. 2 showing a side of the branches 2, the 8 branches 2 of the set of branches b being arranged spaced apart at a uniform angular interval as viewed from a top, in the present embodiment, each branch 2 of the 8 branches 2 is identical in size and dimension, as shown in fig. 2, each branch 2 is substantially triangular as viewed from a side, as shown in fig. 3, each branch 2 is substantially rectangular as viewed from a top, the three-dimensional shape of each branch 2 is approximately triangular sheet, and the vertical height of each branch 2 contacting with the pile body 4 is formed by the height 25It is shown that 5 of each branch 2 extends from shaft 4 by a horizontal projection length 23The vertical dimension of the taper in each branch 2, which is the most protruding front portion, is indicated by 24The thickness of the sheet in each branch 2 in the horizontal direction is indicated by 22Shown (see fig. 6 and 7).
In the case of one branch 2 of the group 1 of branches B, the shape and the dimensions are determined in such a way that the bearing capacity F is substantially the sum of the lateral friction of the branch 2 and the bearing capacity of the end of the branch 2, the lateral friction of the branch 2 being equal to a × F, i.e. the product of the total effective area a of the 2 sides of the branch 2 and the soil friction coefficient F, and the bearing capacity of the end of the branch 2 being equal to B × p, i.e. the product of the horizontal projected area B of the branch 2 and the soil pressure p.
F＝(A×f)+(B×p)＝{[2×(23×25)]×f}+(22×23×p)
F represents the total bearing force of the branches in the concrete pile;
a represents the area of the side surface of the branch which is in contact with the soil body;
f represents the friction coefficient of the soil body contacted with the side surface of the branch;
b represents a projected area in the vertical direction of the branch in the concrete pile;
p represents the pressure of the soil in the vertical direction of the branches in the concrete pile.
In terms of the bearing capacity of the 1 group of branches b, where n represents the number of the 1 group of branches b, and the shape and size of each branch in the group of branches are the same, the bearing capacity of the 1 group of branches b is:
Fsingle group＝n×[(A×f)+(B×p)]＝n×{[2×(23×25)×f]+(22×23×p)}
In one experimental example, as shown in fig. 4 to 7, the concrete pile 1 includes 4 sets of branches b, each branch 2 in the 4 sets of branches b is identical in size and shape, and in order from top to bottom, an included angle α between a radial line passing through the shaft center and a radial line passing through the shaft center of a 1 st branch 2 on the left side of the y-axis in a 1 st branch b in the 4 sets of branches b is 45 °, and as shown in fig. 7, an included angle α between a radial line passing through the shaft center and a y-axis of a 1 st branch 2 on the left side of the y-axis in a 2 nd branch b in the 4 sets of branches b is1Is 22.5 deg., as shown in fig. 6, where alpha is not equal to alpha1That is, in the case where the phases of 8 branches 2 in the 1 st group branch b of the 4 groups of branches b and 8 branches 2 in the 2 nd group branch b of the 4 groups of branches b are shifted from each other in a plan view, and in the same manner, the phases of 8 branches 2 in the 2 nd group branch b of the 4 groups of branches b and 8 branches 2 in the 3 rd group branch b of the 4 groups of branches b are shifted from each other in a plan view, and the phases of 8 branches 2 in the 3 rd group branch b of the 4 groups of branches b and 8 branches 2 in the 4 th group branch b of the 4 groups of branches b are shifted from each other in a plan view, the length of the shaft 4 of the concrete pile 1 is 14.45m, the diameter of the shaft 4 is 1.6m, and the specific dimensions for each branch 2 are: 22Is 54cm, 23Is 75cm, 24Is 20cm, 25180cm, and for the concrete pile 1, the diameter of the pile body 4 is 160cm, as shown in fig. 5.
As described above, the bearing capacity F for a single group of branches is calculated according to the following formula,
Fsingle group＝n×[(A×f)+(B×p)]＝n×{[2×(23×25)×f]+(22×23×p)}
Specifically, for the present test example, the bearing capacity F of the single component is:
Fsingle group＝4×{[2×(75×180)×f]+(54×75×p)}
At the 1 st group of branches b (the uppermost 1 group of branches b), the soil is silty clay, the friction coefficient f of the soil layer is 20, the end face pressure p of the soil layer is 80,
at the 2 nd branch b (1 group branch below the 1 st branch b), the soil is clay, and the friction coefficient of the soil layer is 25The end face pressure of the soil layer is 160,
at the 3 rd group branch b (1 group branch b below the 2 nd group branch), the soil is clay, the friction coefficient f of the soil layer is 30, the end face pressure p of the soil layer is 200,
at the 4 th group of branches b (1 group of branches b below the 3 rd group of branches), the soil is strongly weathered granite, the friction coefficient f of the soil layer is 80, the end face pressure p of the soil layer is 450,
TABLE 1
Table 1 shows the relative bearing capacity of a pile with 4 sets of branches
(1) The geology of the pile is characterized in that: the silty clay stratum is long in short piles and is densely arranged and branched;
(2) the bearing capacity provided by the side friction resistance of the 4 groups of branches is greater than that provided by the side friction resistance of the pile body;
(3) the side friction of the 4 groups of branches accounts for 66.5 percent of the total side friction bearing capacity and accounts for 41.2 percent of the total bearing capacity provided by the branches.
In contrast, a comparative example of a prior art pile with 2 disks (not shown in the figures, but the pile of fig. 8 can be referred to, but only with 2 disks a instead of 3 disks a) is given, where only 2 disks, but not 3, can be made due to geological constraints.
The diameter of the pile body 4 of the concrete pile 1 is 1.6m, the pile length is 14.45m, the disc diameter is 3.1m, the disc height is 1.6m, and the effective area of the disc bottom surface is as follows: 0.25X π X (3.1)2－1.62) ＝5.534m2
TABLE 2
Table 2 shows the values of the relative bearing capacity for the case of the design with branched piles and the design with disc piles.
In contrast to the design of the pile with 4 sets of branches b and the design of the pile with 2 discs, the sides of the branches 2 provide a large amount of side friction (colloquially referred to as "side friction"), thereby significantly increasing the bearing capacity (in this case, the side friction of the 4 groups of branches b increases the bearing capacity of the pile, with a contribution rate of 34.1%), and specifically, by comparison, although the bearing capacity of the design scheme of the pile adopting the 4 groups of branches b and the end face bearing capacity of the design scheme of the pile adopting the 2 disks are 2392KN and 2760KN respectively, the difference of the end face bearing capacities (commonly called as end bearing) of the two is not large, however, the design with 4 sets of branches b had a total bearing capacity of 4910KN, whereas the total bearing capacity of the design with piles of 2 discs was 3926KN, the total bearing capacity of the design with piles of 4 sets of branches b was 1.25 times the total bearing capacity of the design with piles of 2 discs.
Claims (10)
1. A concrete pile comprising a pile body and a branch extending outward from the pile body, wherein the branch structure in the concrete pile is set so as to satisfy the following relational expression that the bearing capacity of the branch is the sum of the frictional resistance of the side surface of the branch and the bearing capacity of the end portion of the branch, whereby the branch structure is designed not only in consideration of the bearing capacity of the end portion of the branch but also in consideration of the effect of the frictional resistance of the side surface of the branch, and is converted into a part of the bearing capacity of the pile, that is, the bearing capacity of the pile is improved, without increasing the diameter of the pile body, and the relational expression is:
F＝(A×f)+(B×p)
f represents the total bearing force of the branches in the concrete pile;
a represents the area of the side surface of the branch which is in contact with the soil body;
f represents the friction coefficient of the soil body contacted with the side surface of the branch;
b represents a projected area in the vertical direction of the branch in the concrete pile;
p represents the pressure of the soil in the vertical direction of the branches in the concrete pile.
2. Concrete pile according to claim 1, characterised in that one set of branches is provided at one elevation of the pile body and a plurality of sets of branches at different elevations are provided in the up-down direction of the pile body.
3. Concrete pile according to claim 2, characterized in that the phases of the branches of adjacent groups of branches at adjacent elevations of the groups of branches at different elevations are staggered with respect to each other in a vertical horizontal projection.
4. Concrete pile according to claim 3, characterized in that the phases of the branches of the sets of branches arranged at different elevations are mutually staggered, viewed in vertical horizontal projection.
5. A concrete pile according to claim 1, wherein said limbs are tapered at their forward ends.
6. A concrete pile according to claim 1, wherein said branches have a triangular vertical cross-section.
7. Concrete pile according to claim 1, characterised in that the number of branches projecting outwards from the pile body, seen in horizontal direction, at the level of the branches of the pile body, amounts to 6.
8. The concrete pile according to claim 1, wherein the number of branches extending outward from the pile body is 8 in total at the level of the branch of the pile body as viewed in the horizontal direction.
9. Concrete pile according to claim 1, characterised in that the shaft and/or the branches are steel fibre concrete.
10. Concrete pile according to claim 1, characterised in that the shaft and/or the branches are made of Ultra High Performance Concrete (UHPC).
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| CN116397636A (en) * | 2019-10-30 | 2023-07-07 | 张国梁 | Concrete pile |
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| CN116397636A (en) * | 2019-10-30 | 2023-07-07 | 张国梁 | Concrete pile |
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