• 专利附录
  • 专利说明
  • 权利要求
  • 类似技术
  • 同族专利
  • 引用文献
  • 法律状态
  • 优先权
    • 专利摘要:
    Method for manufacturing in situ a foundation pile (1) with a central axis (4) which has a shaft part (5) and a base part (6), the shaft part (5) having a larger cross section than the base part (6). The ratio of the length (1b) of said base member (6) to an equivalent diameter (Ds) of the shaft member (5) is comprised between 2 and 5, while the ratio between the diameter (db) of the base member (6) ) and the equivalent diameter (Ds) of the shaft part (5) is comprised between 0.5 and 0.8.
    公开号:BE1026118B1
    申请号:E20195203
    申请日:2019-03-29
    公开日:2020-02-05
    发明作者:Rouck Julien De
    申请人:De Groot Funderingstechnieken N V；
    IPC主号:
    专利说明:

    METHOD FOR MANUFACTURING A FOUNDATION POLE
    The invention relates to a foundation pile with a central shaft which has a shaft part and a base part, wherein the shaft part and the base part connect to each other via a collar and extend along the central axis so that said base part has a free end, said shaft part having a larger cross section then exhibits said base part. More specifically, the invention relates to a method for manufacturing this foundation pile in situ.
    Such foundation piles are already used in various forms and can, for example, be driven into the subsurface as a prefabricated pile. According to a different and widely used technique, the foundation piles are produced in situ by driving a hollow tube into the ground and then removing this hollow tube from its length along its length while simultaneously pouring concrete into the tube which is poured into the released cavity. flows under the tube. In the latter technique, foundation piles are made in the ground in reinforced concrete, provided that a reinforcement basket is added.
    In the design of foundation piles, which must support a structure, the aim is to make the bearing capacity of these foundation piles as large or as optimal as possible. After all, this ensures that fewer foundation piles are required and / or that piles with a shorter length or with a smaller diameter are required to obtain a sufficient bearing capacity. Increasing the bearing capacity of foundation piles can therefore lead to considerable material and time savings when providing foundation piles for supporting a structure to be built on it.
    It is thus an object of the invention to propose a new foundation pile which makes it possible to realize a higher or an improved bearing capacity compared to the existing techniques and a method for manufacturing this foundation pile in situ in a substrate.
    The invention thus relates to a method for manufacturing a foundation pile in situ, wherein a hollow cylindrical foundation tube is used which is formed by a base tube and a shaft tube which connect to each other in line with each other. The base tube here has a free one
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    BE2019 / 5203 end and a smaller diameter than the shaft tube, while the outer wall of the base tube is provided with screw thread, at least a part of its height, in particular with a helicoidal screw blade. According to the method, said foundation tube is screwed through an earth surface, preferably clockwise, into an underlying substrate until it has reached a desired depth, wherein this tube is subsequently removed from the substrate along its axis direction while simultaneously forming the thus-formed free end The cavity is filled with concrete until the volume of the foundation tube in the earth's surface is completely occupied by concrete.
    In this process, in a cost-effective way, the ratio of the length (l b) of said base portion with respect to an equivalent diameter (D s) of the stem portion chosen such that it is comprised between 2 and 5, while the ratio between the equivalent diameter (db) of the base portion and the equivalent diameter (D s) of the shaft portion is comprised between 0.5 and 0.8.
    Advantageously, the base part extends completely within a fracture volume that is present around said free end of the foundation pile when it is placed in the soil and in which, compared to an initial free state of the soil, an increased grain stress is present in the soil under pressure exerted on the bottom by the free end, such that said collar also extends within this fracture volume.
    Advantageously, the shaft part of the foundation pile connects over its entire circumference to said base part via a collar inclined relative to said axis.
    According to a preferred embodiment of the invention, the foundation pile has a cylindrical body, the equivalent diameter of the shaft part corresponding to the diameter of the shaft part, while the equivalent diameter of the base part is equal to the diameter of this base part. In particular, both the shaft part and the base part preferably have a cylindrical shape.
    According to an interesting embodiment of the foundation pile, according to the invention, the ratio of the length (lb) of said base part to an equivalent diameter (Ds) of the shaft part is of the order of magnitude of
    3.6, while the ratio between the diameter (d b ) of the base part and the equivalent diameter (Ds) of the shaft part is of the order of magnitude of 0.7.
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    The invention also relates to a method for manufacturing a foundation pile with a shaft part and a base part, wherein the shaft part and the base part are allowed to connect to each other such that they extend along a central axis and said base part has a free end. The shaft part is hereby formed with a larger cross section than said base part so that a collar is created between these parts. This method is characterized in that the ratio of the length ( 1b ) of said base part to an equivalent diameter (Ds) of the shaft part is determined such that this ratio is included between 2 and 5, while the ratio between the equivalent diameter (db) of the base member and the equivalent diameter (Ds) of the shaft member selects between 0.5 and 0.8.
    Other details and advantages of the invention will be apparent from the following description of some specific embodiments of the foundation pile and the method according to the invention. This description is only given as an example and does not limit the scope of the protection claimed; the reference numerals used hereinafter refer to the attached figures.
    Figure 1 is a schematic representation of a longitudinal section, along a central axis, of a foundation pile according to an embodiment of the invention.
    Figure 2 is a schematic side view of a foundation tube for the manufacture of a foundation pile in situ according to the invention.
    Figure 3a is a schematic representation of a longitudinal section of a scale model of a foundation pile for performing a test, the shape of the scale model corresponding to the shape of a foundation pile according to the invention.
    Figure 3b is a graph showing the result of two different tests when using the scale model of Figure 3a.
    Figure 4a is a schematic representation of a longitudinal section of a scale model of a cylindrical pointed foundation pile for performing a test.
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    Figure 4b is a graph showing the result of two different tests when using the scale model of Figure 4a, together with the measurement result of Figure 3b.
    Figure 5a is a schematic representation of a longitudinal section of a scale model of a cylindrical foundation pile with a flat end for performing a test.
    Figure 5b is a graph showing the result of two different tests when using the scale model of Figure 5a, together with the measurement result of Figure 3b.
    Figure 6a is a diagrammatic representation of a longitudinal section of a scale model of a cylindrical foundation pile with a flat end showing a constriction for carrying out a test.
    Figure 6b is a graph showing the result of two different tests when using the scale model of Figure 6a, together with the measurement result of Figure 3b.
    Figure 7a is a diagrammatic representation of a longitudinal section of a scale model of a foundation pile for carrying out a test, wherein it has a shaft part and a base part adjoining it, the ratio of the length of the base part to the diameter of the shaft part greater than 5.
    Figure 7b is a graph showing the result of two different tests when using the scale model of Figure 7a, together with the measurement result of Figure 3b.
    In the various figures, the same reference numerals refer to the same or analogous elements.
    The invention relates generally to a foundation pile and a method for manufacturing this foundation pile. The invention thus relates to both a prefabricated foundation pile that is driven into the ground by, for example, pile driving, and a foundation pile that is produced in situ below the earth's surface.
    Figure 1 schematically shows a foundation pile 1, according to the invention, when it is placed through a ground surface 3 through the earth surface 2. This foundation pile 1 has a central shaft 4 and has a shaft part 5 and a base part 6. Both the shaft part 5 and the base part 6 are cylindrical and
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    BE2019 / 5203 have a circular cross section. Both parts extend coaxially according to said central axis 4 and connect to each other via a collar 7. The base part 6 extends on the underside of the shaft part 5 over a length lb and has a free end 8 that connects the underside of the foundation pile 1.
    According to the invention, the diameter D s of the shaft part 5 is larger than the diameter d b of the base part 6. Thus mentioned collar 7 is formed between these two parts 5 and 6. This collar 7 is annular and preferably has an inclination α with respect to a plane extending perpendicular to the central axis 4. This inclination corresponds, for example, to an angle α which is included between 30 ° and 60 °, but this angle α can smaller than 30 ° in certain cases.
    Further, the ratio of the length lb of the base part 6 of the foundation pile 1 with respect to the D s diameter of the shaft portion 5 comprised between 2 and 5 and the ratio between the diameter db of the base part 6 and the D s diameter of the shaft portion 5 greater than or equal to 0.5 and less than or equal to 0.8.
    When the dimensions of the foundation pile 1 meet these conditions, it is determined that it has an increased bearing capacity compared to the foundation posts that are known according to the current state of the art. Thus, for the foundation pile, according to the invention, <± <5 and 0.5 <<0.8
    D s D s
    In particular, the use of these dimensions results in the collar 7 of the foundation pile 1 fully extending into the substrate 3 within a fracture volume 9 which is formed when placing the foundation pile 1 in this substrate 3. In this fracture volume 9, which extending at the free end 8 of the foundation pile 1 and around the latter, an increased grain tension is present with respect to the initial free state of the substrate 3. This increased grain stress is caused by the pressure exerted on the substrate 3 by the free end 8 of the foundation pile 1. In particular, this increased grain stress is caused by displacing the substrate, for example, during the pile-driving of a prefabricated foundation pile 1 or during the manufacture of a foundation pile in situ by the provision of a hollow cavity in the substrate beforehand. tube.
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    Outside the fracture volume, the grain stress of the substrate normally corresponds substantially to the grain stress of the initial free state of this substrate.
    The initial free state of the subsurface 3 means the natural state of the subsurface before a foundation pile was placed in the subsurface.
    Thus, the collar 7 is completely within the fracture volume 9 in which the grain stress c k , and thus the shear resistance τ Γ , and, consequently, the bearing capacity of the substrate 3 is increased by the presence of the fracture volume 9 at the free end 8 of the foundation pile 1. This collar 7 also generates a second breaking volume 10 which extends from the collar 7 around the shaft part 5 of the foundation pile 1. In order to increase the bearing capacity of the foundation pile 1, it is thus ensured that this second breaking volume 10 of the collar 7 overlaps with the first-mentioned breaking volume 9 of the free end 8.
    With the foundation pile 1, according to the invention, the base part 6 therefore fully extends within a fracture volume 9 which is present around the free end 8 of the foundation pile 1 when it is placed in the substrate 3.
    In general, for a foundation pile 1, when it is placed in a foundation 3, it is required that the shear stress τ present between the foundation pile 1 and the foundation 3, in particular in the fracture volumes 9 and 10, is smaller than the shear resistance τ Γ of this substrate.
    The sliding resistance τ Γ can be defined as follows:
    T r = c + ο ^ .ί ^ φ where c is the cohesion of the substrate, c k is the grain stress in the substrate and φ is the internal friction angle of the substrate. Here c and φ are specific to the subsurface, with φ for most soil types being approximately 30 °.
    Thus, this formula indicates that the greater the grain stress c k , the greater the shear resistance τ Γ and consequently the bearing capacity of the foundation pile.
    In the overlapping part of the fracture volumes 9 and 10, the grain stress c k is greater than the grain stress c k outside this overlapping part. By thus choosing the length 1b of the base part 6 of the foundation pile 1 such that the
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    BE2019 / 5203 collar 7 falls within the fracture volume 9 generated by the free end 8, the bearing capacity of the foundation pile is substantially increased. Furthermore, the size of the fracture volume 9, depending on the diameter db of the base member 6, while the size of the second fraction volume 10 depends on the diameter D s of the shaft portion 5, and in particular on the size of (D s - db).
    It can be demonstrated that, in order to achieve an optimal improvement of the bearing capacity of a foundation pile, the following conditions must be met:
    <± <5 and 0.5 << 0.8
    DsD
    Preferably, however - is of the order of magnitude of 3.6 and / or is - of the DsD order of magnitude of 0.7.
    In general, a foundation pile 1 according to the invention has an increased bearing capacity because, on the one hand, the total surface area of the fracture volumes is greater than when no collar is present and, on the other hand, an increased grain stress c k is realized, in particular in the zone where both fractional volumes overlap.
    Figures 3a to 7b schematically show the results of tests that were carried out by pressing scale models of different types of foundation piles with the same constant speed in the same sandy substrate until a compressive force of 200 kN was reached. Hereby the pressure force is always measured to press the scale model into the substrate. The respective depths relative to the required compressive force are indicated in the relevant graphs. The scale models used have a circular cross-section, the largest diameter of these scale models being the same.
    Figure 3a shows a schematic longitudinal section of a scale model that has a shape similar to that of a foundation pile 1 according to the invention.
    The graph from Figure 3b shows the result of two tests 11 and 12 that were performed with the scale model from Figure 3a. It thus appears that this scale model was pressed into the subsurface at a load of 200 kN to a depth of 8 and 9 meters respectively.
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    Figures 4b, 5b, 6b and 7b also show these tests 11 and 12 in order to compare the bearing capacity of the foundation pile from Figure 3a with the bearing capacity of the foundation pile from Figures 4a, 5a, 6a and 7a. More specifically, in these figures, the force required to force the scale models of the respective foundation piles into the ground is represented in order to compare the corresponding foundation piles with each other. The force required to force a scale model of a foundation pile into the ground is, after all, directly related to the bearing capacity of this foundation pile.
    The scale model from figure 4a is of a cylindrical foundation pile which is provided with a conical point at the bottom. In the tests carried out with this scale model, a depth of approximately 10.8 m is achieved at a compression force of 200 kN, as shown in the graph of Figure 4b. Consequently, it can be concluded that a foundation pile with a shape as shown in figure 4a has a lower bearing capacity at a depth of 8 to 9 meters than the foundation pile according to the invention.
    The graph from figure 5b shows the result of two tests with a scale model of the cylindrical foundation pile with a flat end from figure 5a. From this it appears that in a test with this scale model a compressive force of 200 kN is required to reach a depth of 11 m, while in a second sounding a depth of approximately 9.4 m is thereby achieved. The foundation pile corresponding to the scale model of figure 5a at a depth of 8 to 9 meters also has a lower bearing capacity than the foundation pile, according to the invention, the scale model of which is shown in figure 3a.
    When performing two tests with a scale model of a cylindrical foundation pile that has a constriction as shown in Figure 6a, a depth of 10.6 m and 11.2 m, as can be achieved, is achieved at a compression force of 200 kN derived from Figure 6b. A foundation pile with a longitudinal section as represented in figure 6a therefore clearly has a lower bearing capacity at a depth of 8 to 9 meters than the foundation pile according to the invention.
    Figure 7a shows a scale model of a foundation pile that contains a base part 13 that connects to a shaft part 14 via an inclined annular collar 15. The shape of this foundation pile is different
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    BE2019 / 5203 of the shape of the foundation pile according to the invention in that the length of the base part 13 is greater than the height of the fracture volume that is formed around the end of the base part 13. Thus, the collar 15 of this foundation pile of figure 7a is situated outside the formed fracture volume 9 in which the base part 13 extends.
    When carrying out two tests with this scale model, it appears that even with a smaller compressive force than this is the case for the scale model of Figure 3a, a greater depth is achieved. Consequently, it is clear that the bearing capacity at a depth of 8 to 9 meters from the foundation pile corresponding to the scale model of Figure 7b is smaller than the bearing capacity of the foundation pile according to the scale model of Figure 3a.
    The foundation pile 1 according to the invention is normally made from concrete and preferably from reinforced concrete. Hereby the foundation pile 1 can be prefabricated and, after it has been manufactured, be driven into a substrate in a manner known per se. Such a prefabricated pole usually has a relatively smooth external surface and may, for example, have a circular, a square, or a polygonal cross-section.
    When reference is made, in relation to this invention, to the diameter of the base part 6 or of the shaft part 5 of a foundation pile 1, wherein they do not have a circular cross-section, the diameter means the equivalent diameter which is the diameter of a circle whose surface is equal to the surface of this cross-section.
    Thus, for a foundation pile 1 whose shaft part 5 has a circular cross-section, the equivalent diameter is equal to its diameter. Also for a base part with a circular cross-section, the equivalent diameter is equal to the diameter of this cross-section.
    The invention furthermore also relates to a method for manufacturing a foundation pile 1 in a substrate 3. To this end, a hollow cylindrical foundation tube 16 is screwed through the earth surface 2 into the substrate 3. The foundation tube 16, which is schematically shown in Figure 2, comprises a base tube 17 and a shaft tube 18 which connect to each other in line with each other via a collar.
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    The base tube 17 has a free end 19 and has a smaller diameter d s than the shaft tube 18 which has a diameter D s . In the vicinity of this free end 19, the foundation tube 16 has a closable opening 20. In order to allow the foundation tube 16 to be screwed into the substrate 3, the outer wall of the base tube 17 is provided with at least a part of its height. thread formed by a helicoidal screw blade.
    Furthermore, the diameter of the upper part of the shaft tube 18 is possibly somewhat smaller than the diameter Ds of that part that connects to the base tube 17 via said collar, as is shown in Figure 2.
    The foundation tube 16 is thus screwed through the earth surface 2 into the underlying substrate 3 until it has reached a desired depth. Hereby the soil is displaced by the foundation tube 16, which gives rise to the formation of said fracture volume 9 and fracture volume 10. Subsequently, this tube 16 is removed in accordance with its axis direction 21 from the substrate 3, while concrete is poured into the tube 16 simultaneously. When removing the tube 16, this concrete flows through the opening 20 to the cavity formed at the free end 19, which is filled with concrete. The space underneath the foundation tube 16 is thus filled with concrete as this tube is removed from the substrate until the volume of the foundation tube in the substrate 3 is completely occupied by concrete. After this concrete has hardened, a foundation pile is thus formed in situ in the substrate. This concrete is preferably reinforced by introducing a reinforcement into the liquid concrete before it has hardened.
    For the foundation tube 16 which is employed in the manufacture of such a foundation pile, in accordance with the present invention, dimensions are selected such that the ratio of the length l b of the base tube 17 with respect to the D s diameter of the shaft tube 18 is comprised between 2 and 5. It is further ensured that the ratio between the diameter db of the base tube 17 and the diameter Ds of the shaft tube 18 is between 0.5 and 0.8.
    The invention is of course not limited to the above-described embodiments of the foundation pile and to the methods for manufacturing this foundation pile described in the accompanying figures.
    It goes without saying that different techniques can be applied for placing a foundation pile in the subsurface.
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    Furthermore, it is possible that the cross-sectional shape of the shaft part and the base part of the foundation pile is different. For example, it is possible that in a prefabricated foundation pile, according to the invention, the base part has a circular cross-section, while the shaft part has a polygonal cross-section.
    For the sake of completeness, it is also stated that a commonly used diameter for the shaft part 5 of the foundation pile 1, according to the invention, is comprised between 0.3 and 0.5 meters, the diameter of the base part 6 consequently being 0.24 to 0.4 meters taking into account the condition is 0.5 <- <0.8.
    权利要求:
    Claims (12)
    [1]
    Conclusions
    A method for manufacturing a foundation pile (1) in situ, said foundation pile (1) having a central axis (4) and having a shaft part (5) and a base part (6), the shaft part (5) and the connecting base part part (6) to each other and extending along said central axis (4) so that said base part (6) has a free end (8), said shaft part (5) having a larger cross section than said base part (6), the ratio of the length (lb) of said base part (6) to an equivalent diameter (D s ) of the shaft part (5) is comprised between 2 and 5, while the ratio between the equivalent diameter (d b ) of the base part (6), and the equivalent diameter (D s) of the shaft section (5) is comprised between 0.5 and 0.8, in which, for the manufacture of the foundation pile, a hollow cylindrical foundation tube (16) is used which comprises a base tube ( 17) and a shaft tube (18) which is in line with each other r connecting, wherein the base tube (17) has a free end and has a smaller diameter than the shaft tube (18), while the outer wall of the base tube (17) is threaded over at least a part of its height, in the in particular in the form of a helicoidal screw blade, wherein, according to the method, said foundation tube (16) is screwed through an earth surface (2) into an underlying substrate (3) until it has reached a desired depth and then this tube (16) is remove its axis direction from the substrate (3) while simultaneously filling the cavity thus formed at said free end with concrete until the volume of the foundation tube (16) below the earth surface (2) is completely occupied by concrete.
    [2]
    2. A method as claimed in claim 1, wherein a foundation tube (16) employs in which the ratio of the length (l b) of said base tube (17) with respect to the diameter (D s) of the shaft tube (18) is comprised between 2 and 5, while the ratio between the diameter (d b ) of the base tube (17) and the diameter (D s ) of the shaft tube (18) is between 0.5 and 0.8.
    [3]
    Method for manufacturing in a bottom of a foundation pile with a shaft part and a base part, said foundation pile (1) having a central axis (4) and having a shaft part (5) and a base part (6), wherein the
    2019/5203
    BE2019 / 5203 shaft part (5) and base part part (6) connect to each other and extend along said central axis (4) so that said base part (6) has a free end (8), said shaft part (5) having a larger cross section than said base part (6), wherein the ratio of the length (lb) of said base portion (6) relative to an equivalent diameter (D s) of the shaft part (5) is comprised between 2 and 5, while the ratio between the equivalent diameter (db) of the base part (6) and the equivalent diameter (D s ) of the shaft part (5) is comprised between 0.5 and 0.8, forming the shaft part (5) with a diameter (D s) ) which is larger than the diameter (d b ) of said base part and the shaft part (5) and the base part (6) are allowed to connect to each other via a collar (7) such that the shaft part (5) and the base part (6) extend coaxially along a central axis, said base member (6) having a free end, thereby g characterized in that a fracture volume (9) is determined around the foundation pile with an increased grain stress in the soil relative to an initial free state of the soil as a result of the pressure exerted on the soil by said free end, the length (lb) of the base part according to said axis is selected such that said collar (7) extends within said fracture volume (9).
    [4]
    A method according to any one of claims 1 to 3, wherein a foundation pile is manufactured from which said shaft part (5) connects over its entire circumference to said base part (6) via a collar (7) inclined relative to said shaft (4) .
    [5]
    A method according to any one of claims 1 to 4, wherein a foundation pile is manufactured from which said base part (6) extends completely within a fracture volume (9) present around said free end (8) of the foundation pile (1) when it is placed in the substrate (3) and in which, compared to an initial free state of this substrate (3), an increased grain tension (a k ) is present in the substrate (3) as a result of pressure exerted on the substrate (3) by said free end (8), such that said collar (7) also extends within said fracture volume (9).
    [6]
    Method according to one of claims 1 to 5, wherein said foundation pile (1) has a cylindrical body and wherein said equivalent diameter of the shaft part (5) corresponds to the diameter (D s ) of the
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    14 shaft part (5), while said equivalent diameter of the base part (6) is equal to the diameter (db) of this base part (6).
    [7]
    A method according to any of claims 1 to 6, wherein said diameter (D s ) of the shaft part (5) and / or the diameter (db) of said base part (6) is constant, the diameter (D s ) of the shaft part (5) is larger than the diameter (d b ) of the base part (6).
    [8]
    The method of any one of claims 1 to 7, wherein said cross-section has a circular circumference such that said equivalent diameter corresponds to the diameter of said circular circumference.
    [9]
    A method according to any one of claims 1 to 8, wherein said ratio of the length ( 1b ) of said base part (6) to an equivalent diameter (D s ) of the shaft part (5) is of the order of magnitude of 3 , 6, while said ratio between the diameter (db) of the base part (6) and the equivalent diameter (D s ) of the shaft part (5) is of the order of magnitude of 0.7.
    [10]
    The method according to any of claims 1 to 9, wherein it has a substantially smooth external surface.
    [11]
    The method of any one of claims 1 to 10, wherein said foundation pile is made in reinforced concrete.
    [12]
    Method for manufacturing in a bottom of a foundation pile with a shaft part and a base part, according to claim 1 or 2, wherein the shaft part (5) is formed with a diameter (D s ) that is larger than the diameter (d b ) of said base part and the shaft part (5) and the base part (6) are connected to each other via a collar (7) such that the shaft part (5) and the base part (6) extend coaxially along a central axis, said base part (6) has a free end, while a fracture volume (9) is determined around the foundation pile with an increased grain stress in the soil relative to an initial free state of the soil as a result of the pressure exerted on the soil by said free end, wherein the length ( 1b ) of the base part along said axis is selected such that said collar (7) extends within said fracture volume (9).
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    同族专利:
    公开号 | 公开日
    BE1026118A1|2019-10-14|
    BE1026156B1|2019-10-29|
    BE1026156A1|2019-10-22|
    引用文献:
    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    FR438488A|1911-12-06|1912-05-18|Heinrich Gassmann|Device for the construction of piles or foundation piles|
    JPH08246448A|1995-03-08|1996-09-24|Nippon Hume Pipe Co Ltd|Friction pile|
    JP2003027471A|2001-07-18|2003-01-29|Zengoro Ando|Foundation pile|
    JP2003293361A|2002-04-01|2003-10-15|Nippon Steel Corp|Rotary press-in steel-pipe sheet pile and rotary press-in steel-pipe sheet pile wall|
    US20060013656A1|2004-07-13|2006-01-19|Berkel & Company Contractors, Inc.|Full-displacement pressure grouted pile system and method|
    EP2868807A1|2012-05-23|2015-05-06|Skinearth Co. Ltd.|Hybrid foundation structure, and method for building same|
    JP2015175193A|2014-03-17|2015-10-05|新日鐵住金株式会社|Both-end tapered pile, connected tapered pile, construction method of connection tapered pile and liquefaction countermeasure structure|
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    法律状态:
    2020-04-02| FG| Patent granted|Effective date: 20200205 |
    2021-09-30| PD| Change of ownership|Owner name: J. DE ROUCK BV; BE Free format text: DETAILS ASSIGNMENT: CHANGE OF OWNER(S), ASSIGNMENT; FORMER OWNER NAME: DE GROOT FUNDERINGSTECHNIEKEN N.V. Effective date: 20210728 |
    优先权:
    申请号 | 申请日 | 专利标题
    BE2018/0039A|BE1026156B1|2018-03-30|2018-03-30|Foundation pile and method for manufacturing a foundation pile|
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