JP2005264666A - Pile head joining structure - Google Patents

Pile head joining structure Download PDF

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Publication number
JP2005264666A
JP2005264666A JP2004082915A JP2004082915A JP2005264666A JP 2005264666 A JP2005264666 A JP 2005264666A JP 2004082915 A JP2004082915 A JP 2004082915A JP 2004082915 A JP2004082915 A JP 2004082915A JP 2005264666 A JP2005264666 A JP 2005264666A
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Japan
Prior art keywords
pile
steel pipe
head
footing
pipe
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JP2004082915A
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JP4604529B2 (en
Inventor
Hideaki Nagayama
Kunihiko Onda
Kimihisa Takano
Hiroshi Wakiya
邦彦 恩田
泰士 脇屋
秀昭 長山
公寿 高野
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Jfe Steel Kk
Jfeスチール株式会社
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a pile head joining structure capable of providing a highly rigid and strong structure even when the ground is soft and a large horizontal force is applied thereto, manufacturable at low cost, and having excellent construction efficiency. <P>SOLUTION: In this pile head joining structure for joining the head of a pile 10 to a footing 13 by burying the head of the pile 10 into the footing 13, the pile 10 comprises a pile body 11, an outer tube 12 inserted into the upper end of the pile body 11, and a filler receiving member 15 disposed between the outer tube 12 and the pile body 11 and receiving a filler 14 filled between the outer tube 12 and the pile body 14. The pile 10 also comprises a moment load transmission means 18 reducing the strength of the head of the outer tube 12 to the footing 13 in the vertical direction less than that of the pile body 11 to the footing and transmitting a moment load to the head of the outer tube 12. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

  The present invention relates to a pile head joint structure in a pile foundation of civil engineering and building structures.
  FIG. 5 shows a pile head joint structure of a steel pipe pile that is generally adopted. This pile head joint structure includes a steel pipe pile 2 filled with concrete inside the steel pipe, and the steel pipe pile. The head of the pile 2 is embedded and joined in a reinforced concrete footing 3 formed in the lower part of the column 1. In addition, the code | symbol 4 is a flat bar welded to the head peripheral surface of the steel pipe pile 2 in order to prevent slippage.
By the way, the pile head joint is usually required to have a yield strength and rigidity equal to or higher than those of a pile body (steel pipe pile). However, the pile head joint structure shown in FIG. 5 has the following problems.
Fig. 6 shows the distribution of the bending moment generated in the steel pipe pile 2 when a horizontal force is applied to the footing 3 during an earthquake. A in the figure is the case of the pile head rigid connection condition, and B is the footing. This is the case where the joint between 3 and the pile head is destroyed and the pile head pin condition is met.
The maximum bending moment Mt of A is generated at the pile head, and the maximum bending moment Mg in the case of B is generated in the ground. In designing pile bodies, it is necessary to set the pile body strength so that it can withstand bending moments of both Mt and Mg. Generally, Mt is about twice as large as Mg, so the pile body strength is determined by Mt. Is done.
Therefore, in the pile head joint structure of FIG. 5, it is necessary to increase the plate thickness of the steel pipe so that the steel pipe pile 2 can withstand Mt, and the cost is high. Although it is conceivable to increase the thickness of the steel pipe only at the pile head, it is not realistic in terms of manufacturing cost, workability, and the like.
Further, when a horizontal force and a bending force are transmitted from the footing 3 to the steel pipe pile 2 buried in the ground, a supporting pressure is generated in the footing concrete. The horizontal bearing stress level of the footing concrete is expressed by the following equation (1) and is almost inversely proportional to the pile diameter.
σch = (H / DL) + (6M / DL 2 ) ≦ σca (1)
Where σch: horizontal bearing stress (N / mm 2 )
σca: Allowable bearing stress level of concrete (N / mm 2 )
H: Pile head horizontal force (N)
M: Pile head moment (N · mm)
L: Length of pile embedded in footing (mm)
D: Outer diameter of pile (mm)
Therefore, when a large horizontal force and moment are applied, it is necessary to increase the embedding length of the head of the steel pipe pile 2 in the footing 3 or to make the footing concrete have high strength, both of which reduce the cost. Will be a hindrance.
Under such circumstances, conventionally, as shown in FIG. 7, an outer steel pipe 6 is extrapolated to a pile main body 5 made of a steel pipe pile or a ready-made concrete pile, and the pile main body 5 and the outer steel pipe 6 are separately provided with a soil cement column 7. A pile head joint structure of a double pipe pile in which the heads of the pile main body 5 and the outer steel pipe 6 are embedded in the footing 8 and joined together is proposed (for example, see Patent Document 1).
Japanese Patent Laid-Open No. 62-268421
In the pile head joint structure of Patent Document 1, it is desired to reduce the thickness of the steel pipe in order to further reduce the cost. However, the vertical load and the horizontal load on both the pile main body 5 and the outer steel pipe 6 are desired. Since the load of the moment and the moment load will be borne, the balance between the vertical and horizontal support force and the bending force is poor, and there is a limit to reducing the thickness of the outer steel pipe 6, which hinders cost reduction. Yes.
Moreover, since it is necessary to create the soil cement 7 over the substantially full length of a pile body, a problem arises also in terms of workability or construction cost.
The present invention has been made to eliminate such inconveniences, and even when soft ground or a large horizontal force is applied, it is possible to obtain a structure with high rigidity and high yield strength, and at a low cost for workability. An object is to provide an excellent pile head joint structure.
In order to achieve the above object, the invention according to claim 1 is a pile head joint structure for joining the head of the pile and the footing by embedding the head of the pile in the footing,
The pile is disposed between the outer body and the pile body, the pile body, the outer pipe that is extrapolated to the upper end portion of the pile body, and the outer pipe and the pile body. A stuffing material receiving member for receiving the stuffing material, the vertical joint strength with the footing at the head of the outer pipe is made smaller than that of the pile body, and a moment load is transmitted to the head of the outer pipe. Moment load transmission means is provided.
The invention according to claim 2 is characterized in that, in claim 1, the upper end portion of the outer tube is covered with a cushioning material.
The invention according to claim 3 is characterized in that, in claim 1 or 2, the upper end portion of the pile main body is protruded from the outer tube.
The invention according to a fourth aspect is characterized in that, in any one of the first to third aspects, the padding material receiving member is attached in advance between the outer pipe and the pile body.
  In the invention of claim 1, a pile to be joined with the head embedded in the footing is disposed between the pile main body, the outer pipe extrapolated to the upper end portion of the pile main body, and the outer pipe and the pile main body. A padding material receiving member for receiving the padding material packed between the outer pipe and the main body of the pile, and making the vertical joint strength with the footing in the head of the outer pipe smaller than the pile main body, Since the moment load transmission means that transmits the moment load to the head of the outer pipe is provided, of the loads acting on the pile head joint, the vertical load is mainly supported by the pile body, and the moment is generated by the pile body and the outer pipe. By supporting the horizontal load, the pile head structure in which the vertical and horizontal supporting forces and bending forces are balanced can be obtained. As a result, even when soft ground or large horizontal forces act, Cost-effective board Range using more thin-walled steel pipe in (9 ≦ t ≦ 25) within, pile head structure of the high rigidity and high strength can be obtained at low cost.
In addition, since the filling material is packed between the outer pipe and the pile main body and received by the filling material receiving member, the horizontal force acting from the outer pipe is transmitted to the pile main body. As described above, it is not necessary to create a soil cement over substantially the entire length of the pile body, so that the workability can be improved and the construction cost can be reduced.
Furthermore, since the moment burden rate can be changed by changing the ratio of the bending stiffness between the pile body and the outer pipe, an appropriate pile head structure can be designed according to the ground properties and vertical load conditions.
Furthermore, since the vertical joint strength with the footing at the head of the outer pipe is made smaller than that of the pile body, the outer pipe and the pile are connected to the connecting portion between the outer pipe and the pile body and the padding material receiving member at the time of construction. It is sufficient if the strength is sufficient to hold the main body integrally, and the welding specifications of the connecting portion can be simplified.
In the invention of claim 2, in addition to the invention of claim 1, by covering the upper end portion of the outer tube with a cushioning material, the vertical joint strength with the footing at the head of the outer tube is easily made smaller than that of the pile body. can do.
In the invention of claim 3, in addition to the invention of claim 1 or 2, by allowing the upper end portion of the pile body to protrude from the outer tube, it is possible to ensure the grip allowance of the placing construction machine on the upper end portion of the pile body, Even in the Nakabori method or the rotary pile method, construction with only the pile body jig can be performed without changing the pile head cap.
In the invention of claim 4, in addition to the invention of any one of claims 1 to 3, piles having different diameters can be obtained by attaching the interlining material receiving member in advance between the outer tube and the pile body by welding or the like. Since the main body and the outer pipe can be built simultaneously with the construction machine, the construction period can be shortened and the construction cost can be reduced.
Hereinafter, an example of an embodiment of the present invention will be described with reference to the drawings.
As shown in FIG. 1, the pile head joining structure which is an example of the embodiment of the present invention includes an inner steel pipe (pile main body) 11, and a pile 10 to be joined with a head embedded in a footing 13. A double pipe structure including an outer steel pipe 12 that is extrapolated to the upper end portion of the steel pipe 11 is provided between the outer steel pipe 12 and the inner steel pipe 11 between the lower end of the outer steel pipe 12 and the inner steel pipe 11. A flange (space-filling material receiving member) 15 for receiving the space-filling material 14 to be packed in is attached in advance by joining means such as welding.
Further, the upper end portion of the inner steel pipe 11 protrudes from the outer steel pipe 12, and a protrusion 16 for transmitting a vertical load is provided on the inner and outer surfaces of the inner steel pipe 11 in the concrete embedded portion of the footing 13 of the inner steel pipe 11. . Furthermore, the embedded length of the inner steel pipe 11 conforms to a conventional design standard (Road Bridge Specification IV Substructure H14) and is set to an embedded length equal to or greater than the outer diameter D of the inner steel pipe 11.
Here, in this embodiment, by attaching a cushion material 17 having a low rigidity such as urethane to the upper end portion of the outer steel pipe 12, the joint strength in the vertical direction with the footing 13 at the head of the outer steel pipe 12 is increased. The steel pipe 12 is made smaller to suppress the transmission of the vertical load of the outer steel pipe 12, and a fixing reinforcing bar (moment load transmitting means) 18 is welded to the concrete embedded portion of the footing 13 of the outer steel pipe 12 in the circumferential direction of the outer steel pipe 12. A plurality of bolts are attached at substantially equal intervals to transmit the moment to the outer steel pipe 12 via the reinforcing bar 18.
The interstice 14 packed between the outer steel pipe 12 and the inner steel pipe 11 is made of a material having higher rigidity than the ground such as concrete or steel, and the moment and horizontal load received by the outer steel pipe 12 are used. Is transmitted to the inner steel pipe 11.
Since the filling material 14 is blocked by the flange 15 at the lower end portion of the outer steel pipe 12, it is not lost even if a load is applied (there is no escape area). There is no need for fixing, but when the length of the outer steel pipe 12 is short, a concentrated load may be generated on the flange 15, so that it may be adhered to the interlining material 14 by an inner surface projection or the like. The outer diameter Do of the outer steel pipe 12 is about 1.1D ≦ Do ≦ 1.5D as a standard with respect to the outer diameter D of the inner steel pipe 11 in consideration of the filling property of the filling material 14 and the basic footing width. Is preferred.
  As described above, in this embodiment, the vertical joint strength with the footing 13 at the head of the outer steel pipe 12 is made smaller than that of the inner steel pipe 11, and transmission of the vertical load of the outer steel pipe 12 is suppressed. By adopting a structure that transmits the moment load to the outer steel pipe 12 via the reinforcing bar 18 attached to the head, the vertical load is supported mainly by the inner steel pipe 11 among the loads acting on the pile head joint, and the steel pipe in the pile 11 and the outer steel pipe 12 can support a moment and a horizontal load to form a pile head structure in which a vertical and horizontal supporting force and a bending force are balanced.
As a result, even when soft ground or a large horizontal force is applied, a thin steel pipe is used within a plate thickness range (9 ≦ t ≦ 25) which is advantageous in terms of manufacturing cost of the steel pipe, and high rigidity and high yield strength are achieved. A pile head structure can be obtained at low cost.
Moreover, the filling material 14 is packed between the outer steel pipe 12 and the inner steel pipe 11, and the horizontal force acting from the outer steel pipe 12 through the filling material 14 is applied to the inner steel pipe 11 by the flange 15. Since it is transmitted, it is no longer necessary to build a soil cement over substantially the entire length of the pile body as in the conventional case, so that the workability can be improved and the construction cost can be reduced. .
Furthermore, by changing the ratio of the bending rigidity between the inner steel pipe 11 and the outer steel pipe 12, the load factor of the moment can be changed, so that an appropriate pile head structure can be designed according to the ground properties and vertical load conditions. Become.
Furthermore, since the vertical joint strength with the footing 13 at the head of the outer steel pipe 12 is smaller than that of the inner steel pipe 11, the outer steel pipe 12 and the connecting portion between the inner steel pipe 11 and the flange 15 are connected to the outer steel pipe at the time of construction. 12 and the inner steel pipe 11 need only be strong enough to be held together, and the welding specifications and the like of the connecting portion can be simplified.
Furthermore, since the upper end portion of the inner steel pipe 11 protrudes from the outer pipe 12 outer pipe, it is possible to secure a grip for a driving construction machine on the upper end portion of the inner steel pipe 11, and in the Nakabori method or the rotary pile method The construction with only the jig for the inner steel pipe 11 can be made without changing the pile head cap.
Furthermore, since the flange 15 is attached in advance between the outer steel pipe 12 and the inner steel pipe 11 by welding or the like, the inner steel pipe 11 and the outer steel pipe 12 having different diameters can be built simultaneously by a construction machine, Shortening and construction cost reduction can be achieved.
In addition, this invention is not limited to the said embodiment, In the range which does not deviate from the summary of this invention, it can change suitably.
For example, in the said embodiment, the case where the vertical joining strength with the footing 13 in the head of the outer steel pipe 12 is made smaller than the inner steel pipe 11 by attaching the cushion material 17 to the upper end part of the outer steel pipe 12 is taken as an example. However, instead of this, oil is interposed between the upper end portion of the outer steel pipe 12 and the footing concrete, or a protrusion is provided on the outer peripheral surface of the outer steel pipe 12, and the size of the protrusion is set to the inner steel pipe 11. The joint strength in the vertical direction with the footing 13 at the head of the outer steel pipe 12 may be made smaller than that of the inner steel pipe 11 by making the number smaller than the protrusions 16 provided on the outer steel pipe 12 and reducing the number thereof.
Moreover, in the said embodiment, although the case where the steel pipe pile was used as a pile main body was taken as an example, it replaces with this and a ready-made concrete pile may be used.
Pile head joint structure of double steel pipe piles in the present invention (example of the present invention: FIG. 2) Pile head joint structure of only one steel pipe pile (conventional example 1: FIG. 3), vertical in both inner steel pipe and outer steel pipe Comparison of the bending stiffness and proof strength of the pile head in the pile head joint structure of the double steel pipe pile bearing the load (conventional example 2: Fig. 4) is as follows.
(Example of the present invention)
Referring to FIG. 2, when the long-term design vertical load V1 = 8000 kN, the short-term design vertical load V2 = 12000 kN, and the short-term design horizontal load H1 = 2000 kN are applied to the pile head, the support layer of the ground N value is N> 50 If the pile length is about 30 m and the high bearing capacity steel pipe pile is high, the long-term ground supporting capacity can be secured by setting the outer diameter D of the inner steel pipe 11 to 1200 mm. When the long-term allowable compressive stress of the steel pipe is 180 N / mm 2 and the long-term design vertical load V1 = 8000 kN is supported, the thickness of the inner steel pipe 11 is t = 16 mm.
For horizontal load, if the N value of the ground near the ground surface is sand ground of N = 5 and the pile head moment and horizontal load are supported by the outer steel pipe 12, the outer diameter of the outer steel pipe 12 is Do = 1500 mm and plate thickness t = 11 mm.
In this structure, the pile steel pipe embedding length L1 in the footing concrete needs to be transmitted only in the vertical load, so that the inner steel pipe 11 outer diameter 1200 mm + the outer steel pipe 12 embedding length 100 mm = 1300 mm.
(Conventional example 1)
Referring to FIG. 3, when only a steel pipe pile 2 having an outer diameter of 1200 mm determined from a vertical load is used without using an outer steel pipe, the plate thickness is t when an attempt is made to obtain bending rigidity and yield strength equivalent to those of the present invention example. = 40 mm steel pipe, which is far beyond the production limit of practical steel pipe pile thickness.
Further, assuming that the bearing strength of the footing concrete is Fc = 24 N / mm 2 and calculating the pile steel pipe embedding length L1 with respect to the design horizontal load and moment load from the above equation (1), L1 is required to be 1800 mm. It is 500 mm longer than the invention example.
(Conventional example 2)
FIG. 4 shows an example in which the double steel pipe structure disclosed in Japanese Patent Laid-Open No. 62-268421 is applied to the same design load as in the present invention. In addition, in order to compare only the effect | action by the difference in a pile head joining structure, it decided not to consider the change of the pile supporting force by formation of the soil cement part 7 here. In the structure shown in FIG. 4, since the vertical load transmission prevention measure is not applied to the embedded portion of the outer steel pipe 6 in the footing 8, both the inner steel pipe 5 and the outer steel pipe 6 bear the vertical load. . It is considered appropriate that the ratio of both burdens depends on the axial rigidity EA (E: Young's modulus of steel pipe, A: cross-sectional area of steel pipe).
Therefore, when the same outer steel pipe size (outer diameter: 1600 mm) as in the example of the present invention is applied, the distribution ratio of the short-term design vertical load V2 = 12000 kN is about 6500 kN for the inner steel pipe 5 and about 5500 kN for the outer steel pipe 6. In order to bear this, the plate thickness of the outer steel pipe 6 is 16 mm, and it is necessary to make it about 5 mm thicker than the example of the present invention.
On the other hand, the inner steel pipe 5 can be made thinner than the inner steel pipe size (outer diameter: 1200 mm, plate thickness: 16 mm) of the example of the present invention because the vertical load to be borne is reduced. When the plate thickness of 5 is reduced, a plate thickness deeper than the double steel pipe structure needs to be 16 mm, so that a cross-sectional change occurs at the boundary. At that time, joining work and processing of both cross-sections are required, which leads to an increase in construction period and cost. Therefore, it is not realistic to reduce the thickness of the inner steel pipe 5. Further, when the thickness of the inner steel pipe 5 is reduced, the ratio of the vertical load borne by the outer steel pipe 6 is relatively increased, and a further increase in the thickness of the outer steel pipe 6 is required. It is reasonable to keep the thickness uniform at 16 mm.
  Furthermore, in this case, in order to transmit the vertical load received by the outer steel pipe 6 to the inner steel pipe 5, the adhesion between the soil cement and the outer steel pipe 6 and the adhesion between the soil cement and the inner steel pipe 5 are mediated. However, since the adhesive force of soil cement is weaker than that of concrete, the length necessary for transmitting the vertical load (the length of the outer steel pipe 6 in FIG. 7) becomes very long. Also in this point, Conventional Example 2 is expensive.
It is sectional drawing for demonstrating the pile head junction structure which is an example of embodiment of this invention. It is sectional drawing which shows the example of this invention. It is sectional drawing which shows the prior art example 1. It is sectional drawing which shows the prior art example 2. It is sectional drawing for demonstrating the conventional pile head joining structure. It is a figure which shows distribution of the bending moment which arises in a steel pipe pile when the horizontal force at the time of an earthquake is added to the footing of FIG. It is sectional drawing for demonstrating the pile head junction structure of the conventional double pipe pile.
Explanation of symbols
10 Pile 11 Inner steel pipe (Pile body)
12 Outer steel pipe 13 Footing 15 Flange (space filling material receiving member)
17 Cushion material 18 Reinforcing bar (Moment load transmission means)

Claims (4)

  1. A pile head joint structure for joining the head of the pile and the footing by embedding the head of the pile in the footing,
    The pile is disposed between the outer body and the pile body, the pile body, the outer pipe that is extrapolated to the upper end portion of the pile body, and the outer pipe and the pile body. A stuffing material receiving member for receiving the stuffing material, the vertical joint strength with the footing at the head of the outer pipe is made smaller than that of the pile body, and a moment load is transmitted to the head of the outer pipe. Pile head joint structure characterized by comprising moment load transmission means.
  2.   The pile head according to claim 1, wherein the upper end portion of the outer pipe is covered with a cushioning material so that the vertical joint strength with the footing at the head of the outer pipe is smaller than that of the pile body. Junction structure.
  3.   The pile head joint structure according to claim 1 or 2, wherein an upper end portion of the pile body is protruded from the outer pipe.
  4.   The pile head joint structure according to any one of claims 1 to 3, wherein the padding material receiving member is attached in advance between the outer pipe and the pile main body.
JP2004082915A 2004-03-22 2004-03-22 Pile head joint structure Expired - Fee Related JP4604529B2 (en)

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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007120232A (en) * 2005-10-31 2007-05-17 Shimizu Corp Base isolation structure of pile head
JP2007285019A (en) * 2006-04-18 2007-11-01 Sumitomo Metal Ind Ltd Foundation pile structure and sc pile
JP2008175055A (en) * 2005-08-24 2008-07-31 Nippon Steel Corp Steel pipe pile with recess and composite steel pipe pile using it
JP2010242498A (en) * 2010-06-28 2010-10-28 Sumitomo Metal Ind Ltd Foundation pile structure
JP2010242499A (en) * 2010-06-28 2010-10-28 Sumitomo Metal Ind Ltd Foundation pile structure and sc pile
JP2010248734A (en) * 2009-04-13 2010-11-04 Jfe Steel Corp Bridge pier foundation structure
JP2013234449A (en) * 2012-05-07 2013-11-21 Nippon Steel & Sumikin Engineering Co Ltd Tide embankment
CN105926591A (en) * 2016-05-24 2016-09-07 黄淮学院 Building pile frame structure

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS61151325A (en) * 1984-12-25 1986-07-10 Tomoegumi Iron Works Ltd Method of reinforcing pile head part against horizontal force
JPH0379350U (en) * 1989-12-06 1991-08-13
JPH04146323A (en) * 1990-10-08 1992-05-20 Heihachi Hayashi Double piles
JPH11117327A (en) * 1997-10-14 1999-04-27 Ishikawa Takao Structure of concrete pile head to be connected to footing
JPH11131497A (en) * 1997-10-29 1999-05-18 Ohbayashi Corp Base isolation structure of pile
JP2001107356A (en) * 1999-10-08 2001-04-17 Tenox Corp Diametrally different combination pile and execution work method therefor
JP2003041578A (en) * 2001-08-02 2003-02-13 Michio Tanaka Reinforced cast-in-place concrete pile

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS61151325A (en) * 1984-12-25 1986-07-10 Tomoegumi Iron Works Ltd Method of reinforcing pile head part against horizontal force
JPH0379350U (en) * 1989-12-06 1991-08-13
JPH04146323A (en) * 1990-10-08 1992-05-20 Heihachi Hayashi Double piles
JPH11117327A (en) * 1997-10-14 1999-04-27 Ishikawa Takao Structure of concrete pile head to be connected to footing
JPH11131497A (en) * 1997-10-29 1999-05-18 Ohbayashi Corp Base isolation structure of pile
JP2001107356A (en) * 1999-10-08 2001-04-17 Tenox Corp Diametrally different combination pile and execution work method therefor
JP2003041578A (en) * 2001-08-02 2003-02-13 Michio Tanaka Reinforced cast-in-place concrete pile

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2008175055A (en) * 2005-08-24 2008-07-31 Nippon Steel Corp Steel pipe pile with recess and composite steel pipe pile using it
JP2007120232A (en) * 2005-10-31 2007-05-17 Shimizu Corp Base isolation structure of pile head
JP4743412B2 (en) * 2005-10-31 2011-08-10 清水建設株式会社 Pile head seismic isolation structure
JP4626562B2 (en) * 2006-04-18 2011-02-09 住友金属工業株式会社 Foundation pile structure and SC pile
JP2007285019A (en) * 2006-04-18 2007-11-01 Sumitomo Metal Ind Ltd Foundation pile structure and sc pile
JP2010248734A (en) * 2009-04-13 2010-11-04 Jfe Steel Corp Bridge pier foundation structure
JP2010242498A (en) * 2010-06-28 2010-10-28 Sumitomo Metal Ind Ltd Foundation pile structure
JP2010242499A (en) * 2010-06-28 2010-10-28 Sumitomo Metal Ind Ltd Foundation pile structure and sc pile
JP2013234449A (en) * 2012-05-07 2013-11-21 Nippon Steel & Sumikin Engineering Co Ltd Tide embankment
CN105926591A (en) * 2016-05-24 2016-09-07 黄淮学院 Building pile frame structure
CN105926591B (en) * 2016-05-24 2017-11-21 黄淮学院 One kind building pile frame construction

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