JP2018123633A - Joint pile type pier, and method for constructing joint pile type pier - Google Patents

Abstract

PROBLEM TO BE SOLVED: To achieve a pile type pier having high workability with low cost.SOLUTION: A joint pile type pier 1 comprises: a plurality of joint piles 100 having steel pipe piles 110 protruding onto a seabed G and concrete piles 130 joined to the steel pipe piles 110 as upper piles of the steel pipe piles 110; a superstructure 200 supported by the plurality of joint piles 100; and steel pipes 210 which are provided so as to protrude from the bottom surface side of the superstructure 200 and which cover the heads of the joint piles 100. A method for constructing the joint pile type pier 1 comprises driving the plurality of steel pipe piles 110 into the seabed G, forming the plurality of joint piles 100 by joining the concrete piles 130 to each of the plurality of steel pipe piles 110 as upper piles, and installing the superstructure 200 supported by the plurality of joint piles 100.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a pile-type pier and a method for constructing the pile-type pier.

  Patent Document 1 describes a foundation pile structure in which an SC pile having a bending strength greater than that of a steel pipe pile is bonded to the upper portion of the steel pipe pile. According to this foundation pile structure, it is possible to suppress a lack of proof strength against a large load generated by a horizontal force from a building in an earthquake or the like and a ground displacement in the underground.

JP 2010-242498 A

  As shown in FIG. 20, the conventional pile-type pier has a plurality of steel pipe piles 400 embedded in the seabed ground G, and a superstructure 500 supported by the plurality of steel pipe piles 400 and positioned above the sea level S. With. Compared with concrete piles such as PHC piles, steel pipe piles are superior in terms of workability because they can penetrate the seabed ground G by hammering. On the other hand, steel pipe piles are generally more expensive than concrete piles. In addition, since steel pipe piles must be protected against seawater, maintenance costs are generally higher than concrete piles.

  The present invention has been made under the above-described background, and provides means for realizing a pile-type jetty with high workability at low cost.

  The present invention provides a steel pipe pile protruding on the seabed ground, a plurality of joint piles having a concrete pile joined to the steel pipe pile as an upper pile of the steel pipe pile, and an upper structure supported by the plurality of joint piles. A joint-type pier provided with the above is proposed as a first aspect.

  In the construction of the joint pile pier according to the first aspect of the present invention, penetration of the steel pipe pile into the seabed ground can be performed by hammering. In addition, compared to a pile-type pier in which steel pipe piles are used for all of the piles, the joint pile-type pier according to the first aspect of the present invention has a low material cost for the piles and has a portion that requires corrosion protection against seawater. Because it is limited to a small part of the pile, maintenance costs are low.

  1st aspect of this invention WHEREIN: The structure of providing the steel pipe which covers the head of the said joint pile may be employ | adopted as a 2nd aspect.

  According to the 2nd aspect of this invention, since the pile head with the largest bending moment by a horizontal load in a pile is covered with a steel pipe, the specification of the upper pile (concrete pile) required in order to ensure required intensity | strength is reduced. it can.

  1st aspect of this invention WHEREIN: The structure that the diameter of the head of the said concrete pile is expanded may be employ | adopted as a 3rd aspect.

  According to the 3rd aspect of this invention, the bending tolerance of the pile head with the largest bending moment by a horizontal load in a pile is ensured by diameter expansion. Therefore, compared with the case where the concrete pile which is not expanded to an upper pile is used, the pile diameter of the upper pile (part other than a pile head) required in order to ensure required intensity | strength becomes small.

  In any one of the first to third aspects of the present invention, the inner diameter of the head portion of the steel pipe pile is larger than the outer diameter of the portion to be joined to the steel pipe pile of the concrete pile, The structure that a part of concrete pile is inserted may be employ | adopted as a 4th aspect.

  According to the 4th aspect of this invention, those piles are joined by inserting the lower end part of an upper pile (concrete pile) inside the head of the steel pipe pile penetrated into the seabed ground, and construction is easy. It is.

  4th aspect of this invention WHEREIN: The structure that a part of said concrete pile inserted in the said steel pipe pile and the said steel pipe pile is joined by underwater grout filling may be employ | adopted as a 5th aspect. .

  According to the 5th aspect of this invention, joining of the steel pipe pile and the concrete pile which is an upper pile is implement | achieved easily.

  In any one of the first to third aspects of the present invention, a configuration in which the steel pipe pile and the concrete pile are joined using a joint may be adopted as a sixth aspect.

  According to the sixth aspect of the present invention, the steel pipe pile and the concrete pile which is the upper pile can be joined without welding.

  Further, the present invention includes a plurality of steps formed by a step of driving a plurality of steel pipe piles into the seabed ground, a step of joining concrete piles as upper piles to each of the plurality of steel pipe piles, and a step of joining the concrete piles. The construction method of a joint pile type pier provided with the process of installing the superstructure supported by a joint pile is proposed as a 7th aspect.

  According to the seventh aspect of the present invention, the joint pile jetty according to the first aspect of the present invention is realized.

  In the seventh aspect of the present invention, a configuration in which the step of installing the superstructure includes a step of installing a beam portion of precast concrete on the joint pile may be adopted as an eighth aspect.

  According to the 8th aspect of this invention, construction is easy compared with the case where the beam part of the superstructure is installed on the joint pile by the spot casting of concrete.

  According to the present invention, a pile-type pier having high workability is realized at low cost.

The schematic diagram which looked at the joint pile type pier concerning 1st Embodiment in the horizontal direction. The flowchart which shows the construction method of the joint pile type pier concerning 1st Embodiment. The figure explaining the drive-in process concerning a 1st embodiment. The figure explaining the drive-in process concerning a 1st embodiment. The figure which looked at the steel pipe pile concerning a 1st embodiment from the top. The figure explaining the joining process concerning a 1st embodiment. The figure which looked at the steel pipe pile and concrete pile concerning 1st Embodiment from the top. The figure which showed the junction part of the steel pipe pile and concrete pile concerning 1st Embodiment. The figure explaining the installation process concerning 1st Embodiment. The figure explaining the installation process concerning 1st Embodiment. The figure explaining the installation process concerning 1st Embodiment. The schematic diagram which looked at the joint pile type jetty concerning 2nd Embodiment in the horizontal direction. The figure explaining the installation process concerning 2nd Embodiment. The figure explaining the installation process concerning 2nd Embodiment. The figure explaining the installation process concerning 2nd Embodiment. The figure explaining the installation process concerning 2nd Embodiment. The figure which looked at the junction part vicinity of the steel pipe pile and concrete pile concerning one modification from the front. The figure which looked at the steel pipe pile and concrete pile concerning one modification from the top. The figure which showed the junction part of the steel pipe pile and concrete pile concerning one modification. Schematic view of a conventional pile-type pier viewed horizontally.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings.

[First Embodiment]
Drawing 1 is a mimetic diagram which looked at the joint pile type pier 1 concerning this embodiment in the horizontal direction. The joint pile pier 1 includes a plurality of joint piles 100 constituting a pile foundation and an upper work 200 supported by the plurality of joint piles 100.

  Each of the plurality of joint piles 100 includes a steel pipe pile 110 and a concrete pile 130. As for the steel pipe pile 110, the pile head protrudes on the seabed ground G, and parts other than a pile head are penetrated into the seabed ground G. In the example of FIG. 1, all the joint piles 100 are installed such that the pile axial direction is along the vertical direction, but at least a part of the joint piles 100 is a direction in which the pile axial direction is inclined with respect to the vertical direction. It may be installed so that.

  The steel pipe pile 110 conforms to the standard described in JIS A5525, for example. The concrete pile 130 is joined to the steel pipe pile 110 as an upper pile of the steel pipe pile 110. The concrete pile 130 is, for example, a PHC mine, but may be a PRC pile, an ST pile, an SC pile, or other concrete piles. The concrete pile 130 conforms to a standard described in JIS A5373, for example.

  The superstructure 200 is installed on the plurality of joint piles 100. The superstructure 200 is located above the sea level S. The superstructure 200 includes a beam portion 220, a plurality of steel pipes 210 provided so as to protrude to the bottom surface side of the beam portion 220, and a floor slab 230 disposed on the beam portion 220. Each of the plurality of steel pipes 210 is put on one of the heads of the plurality of joints 100 as a sheath pipe.

  Next, the construction method of the joint pile type pier 1 is demonstrated. FIG. 2 is a flowchart showing a construction method of the joint pile type pier 1. The construction method of the joint pile pier 1 is roughly divided into a driving process, a joining process, and an installation process.

<Punching process>
The driving process is a process of driving a plurality of steel pipe piles 110 into the seabed ground G. FIG. 3 is a diagram for explaining the driving process. FIG. 3 shows the steel pipe piles 110 in three states that have been built, driven, and driven in order from the left.

  In the driving step, first, the steel pipe pile 110 is suspended in the sea by a crane (not shown), and the steel pipe pile 110 is installed (built) so that the lower end is in contact with a predetermined position of the seabed ground G (FIG. 3). (Figure on the left). Subsequently, the Yatco 300 is installed on the head of the steel pipe pile 110 that has been built, and the head of the Yatco 300 is hit downward with a pile driver (not shown). The steel pipe pile 110 is driven into the seabed ground G by the striking force of the pile driving machine through the Yatco 300 (the middle diagram in FIG. 3). When the pile head position of the steel pipe pile 110 reaches a designed height, the hitting by the pile driving machine is terminated, the Yatco 300 is removed from the steel pipe pile 110, and the driving process is completed (right side of FIG. 3). Figure). In addition, although illustration is abbreviate | omitted, when driving a steel pipe pile, it is common to install a conducting material (ruler material).

  The above driving process is performed for each of the plurality of steel pipe piles 110. As a result, as shown in FIG. 4, the pile heads of a plurality of steel pipe piles 110 that are mostly inserted into the seabed ground G and have the same height protrude from the seabed ground G upward.

  Most of the steel pipe pile 110 in a state where the driving process has been completed is penetrated into the seabed ground G, and the portion in contact with seawater is limited to the pile head and the vicinity thereof. Therefore, it is not necessary for all of the steel pipe piles 110 to be anticorrosive, and only a limited portion in contact with seawater needs to be anticorrosive as necessary.

<Joint process>
The joining process is a process of joining the concrete pile 130 to the steel pipe pile 110 as the upper pile of the steel pipe pile 110 to form the joint pile 100.

  In the joining process, first, the lower end portion of the concrete pile 130 suspended in the sea by a crane is inserted inside the head of the steel pipe pile 110. Therefore, the steel pipe pile 110 having a larger inner diameter at the head than the outer diameter at the lower end portion of the concrete pile 130 (part joined to the steel pipe pile 110) is used.

  As described above, since the inner diameter of the head of the steel pipe pile 110 is larger than the outer diameter of the lower end of the concrete pile 130, the steel pipe pile 110 is prevented from dropping more than necessary inside the steel pipe pile 110. A support member 120 functioning as a stopper is provided on the inner peripheral surface in the vicinity of the head.

Figure 5 is a view of the steel pipe 110 in the direction of arrow X ₁ in FIG. 4. The support member 120 includes a plurality of fixing members 121 and a filler leakage prevention member 122 provided on the plurality of fixing members 121. Each of the plurality of fixing members 121 is fixed to the inner peripheral surface of the steel pipe pile 110 by welding, for example. In the example shown in FIG. 5, the eight fixing members 121 are arranged at substantially the same angle, but the number of fixing members 121 and their intervals are not limited to this.

  The leakage preventing member 122 is a circular plate member having a circular hole in the center. The diameter of the hole in the center of the leakage preventing member 122 is smaller than the outer diameter of the concrete pile 130. The leakage preventing member 122 is fixed on the plurality of fixing members 121 in a state where the outer periphery is in contact with the inner peripheral surface of the steel pipe pile 110.

  FIG. 6 shows a state in which the concrete pile 130 is installed on each of the plurality of steel pipe piles 110. That is, when the lower end of the concrete pile 130 suspended in the sea by a crane is inserted inside the head of the steel pipe pile 110 in the state of FIG. 4, the lower end of the concrete pile 130 is in contact with the support member 120. In this state, the steel pipe pile 110 is supported from below.

Figure 7 is a view of the steel pipe piles 110 and concrete piles 130 in the direction of arrow X ₂ in FIG. The bottom surface of the gap generated between the inner peripheral surface of the steel pipe pile 110 and the outer peripheral surface of the concrete pile 130 is in a state of being blocked by the leakage preventing member 122.

  In the joining step, when the concrete pile 130 is installed on the steel pipe pile 110, the steel pipe pile 110 and the concrete pile 130 are subsequently subjected to underwater grout joining. Specifically, the grout material is filled in the gap formed between the inner peripheral surface of the steel pipe pile 110 and the outer peripheral surface of the concrete pile 130. As the grout material, for example, an underwater curing type non-shrink mortar is used. The grout material filled in the gap is cured and the steel pipe pile 110 and the concrete pile 130 are fixed.

  FIG. 8 is a view showing a joint between the steel pipe pile 110 and the concrete pile 130 in a state where the underwater grout joining is completed. The steel pipe pile 110 and the concrete pile 130 fixed by the grout material 140 form the joint pile 100.

<Installation process>
The installation process is a process of installing the superstructure 200 on top of the plurality of joint piles 100. 9-11 is a figure explaining an installation process.

  In the installation process, first, one beam assembly 201 is installed on each of the joint piles 100. As shown in FIG. 9, the beam assembly 201 includes a steel pipe 210 provided so as to protrude to the bottom surface side. The beam assembly 201 is a precast concrete block. The steel pipe 210 is fixed to the beam assembly 201 so as to protrude downward in the approximate center of the bottom surface of the beam assembly 201. A configuration in which the steel pipe 210 does not protrude downward from the bottom surface of the beam assembly 201 may be employed.

  The inner diameter of the steel pipe 210 is larger than the outer diameter of the head of the concrete pile 130. Therefore, when the position of the steel pipe 210 of the beam assembly 201 hung by the crane is adjusted to the position of the head of the concrete pile 130 and the beam assembly 201 is lowered, the steel pipe 210 covers the head of the concrete pile 130. In this state, the beam assembly 201 is placed on the concrete pile 130.

  After the beam assembly 201 is disposed on each of the plurality of concrete piles 130, the concrete pile 130 and the steel pipe 210 are grouted together. Thereafter, the adjacent beam assembly 201 is connected, for example, by placing concrete. FIG. 10 is a diagram showing a state where adjacent beam assembly 201 is connected. In FIG. 10, the concrete cast to connect adjacent beam assembly 201 is shown as concrete 224. In this way, the beam portion 220 including the plurality of beam portion assemblies 201 is configured.

  Subsequently, the floor slab 230 is installed on the beam portion 220. FIG. 11 shows a state where the installation of the floor slab 230 is completed. Installation of the floor slab 230 completes the installation process. Moreover, construction of the joint pile pier 1 is completed by completing the installation process.

  A steel pipe pile is used for the portion of the pile foundation of the joint pile pier 1 described above that penetrates into the seabed ground G. Therefore, the pile can be penetrated by driving into the seabed ground G. Moreover, a concrete pile is used for the most part in seawater, the tidal zone, and the part of a splash zone among the pile foundations of the joint pile type pier 1 mentioned above. Therefore, the part which requires anticorrosion among pile foundations is very limited.

  Moreover, the pile head of the joint pile type pier 1 mentioned above (head part of the joint pile 100) is covered with the steel pipe. In piles, the pile head has the greatest bending moment due to horizontal load, but the head of a concrete pile that is inferior in bending resistance compared to steel pipe piles of the same diameter is reinforced by steel pipes. Therefore, the diameter of the concrete pile 130 required to ensure the necessary strength is often small.

  Moreover, a concrete pile is used for the most part in seawater among the pile foundations of the joint pile type pier 1 mentioned above. Concrete piles generally have less horizontal displacement than steel pipe piles of the same diameter. Therefore, compared with the pier provided with the pile foundation only of a steel pipe pile, the joint pile type pier 1 is excellent in the point that horizontal displacement is suppressed.

[Second Embodiment]
The joint pile type pier 1A concerning 2nd Embodiment is demonstrated below. The joint pile-type pier 1A is different from the joint pile-type pier 1 according to the first embodiment described above in terms of the structure of the connecting portion between the pile foundation and the superstructure. The joint pile pier 1A is common or similar to the joint pile pier 1 in many respects. Therefore, in the following description, the same reference numerals as those used in the description of the joint pile pier 1 are used for components that the joint pile pier 1A includes in common with the joint pile pier 1. In addition, among the components provided in the joint pile pier 1A, those corresponding to the components provided in the joint pile pier 1 have “A” at the end of the reference numerals used for the components of the corresponding pile pile pier 1. Use the attached ones.

  FIG. 12 is a schematic view of the joint pile pier 1A viewed in the horizontal direction. The joint pile type pier 1A includes a plurality of joint piles 100A constituting a pile foundation and an upper work 200A supported by the plurality of joint piles 100A. Each of the plurality of joint piles 100 </ b> A includes a steel pipe pile 110 protruding from the seabed ground G, and a concrete pile 130 </ b> A joined to the steel pipe pile 110 as an upper pile of the steel pipe pile 110. The superstructure 200A includes a beam portion 220A and a floor slab 230.

  FIGS. 13-16 is a figure explaining the installation process (process which installs the superstructure 200A on a pile foundation). FIG. 13 shows a state in which the concrete pile 130A is arranged on each of the plurality of steel pipe piles 110 driven into the seabed ground G, and the steel pipe pile 110 and the concrete pile 130A are fixed by underwater grouting. As shown in FIG. 13, the concrete pile 130 </ b> A has a head 131 whose diameter is larger than that of other portions. That is, the outer diameter of the head 131 is larger than the outer diameter of the portion other than the head 131 of the concrete pile 130A.

  As shown in FIG. 14, the beam portion 220A includes a plurality of beam portion assemblies 201A made of precast concrete blocks. The beam assembly 201A includes a bar 226 disposed at the center so as to bridge the inside of a hole 225 that is pierced in the vertical direction in the horizontal direction. The bar 226 is, for example, H steel. The diameter of the hole 225 is larger than the outer diameter of the head 131 of the concrete pile 130A. The configuration of the beam portion 220A is merely an example, and other configurations may be used.

  In the installation process, the beam assembly 201A is lowered with the holes 225 and the head 131 aligned. As a result, the lower surface of the bar 226 is in contact with the upper surface of the head 131 with the head 131 inserted in the hole 225, and the beam assembly 201A of the beam 220A is placed on the joint pile 100 through the bar 226. It becomes a state.

  Subsequently, grouting of the head 131 and the hole 225 is performed. Thereafter, the adjacent beam assembly 201A is connected. The method of connecting the adjacent beam assembly 201A is the same as that in the joint pile pier 1, for example. FIG. 15 shows a state in which the adjacent beam assembly 201A is connected. Thereafter, as shown in FIG. 16, the floor slab 230 is installed on the beam portion 220A. Thereby, construction of the joint pile type pier 1A is completed.

  The steel pipe 210 used in the joint pile pier 1 is not used for the joint pile pier 1A. That is, in the joint pile type pier 1A, the head portion of the concrete pile is not reinforced by the steel pipe. However, since the concrete pile 130A used in the joint pile type pier 1A has the enlarged head 131, the bending resistance required in the pile head is secured.

  The head 131 may be integrally formed with a portion other than the head 131 of the concrete pile 130A, or may be manufactured by covering the head of a concrete pile that has not been enlarged in diameter with a diameter-expanding member. Good.

[Modification]
The present invention may be implemented in a form different from the above-described embodiment. Moreover, you may combine each of the modification shown below.
The concrete pile 130 may be a concrete pile (for example, a PHC pile with a node) in which nodes are formed at regular intervals in the pile axis direction. Since the contact area between the concrete pile 130 and the grout material 140 is increased as compared with the case where no node is formed, the adhesion force between the steel pipe pile 110 and the concrete pile 130 is also increased, and the strength of the joint pile as a whole is increased. It is.

The steel pipe pile and the concrete pile may be joined by a method other than grout joining. As a joining method, there is a joining method using a joint. FIG. 17 is a front view of the vicinity of the boundary between the steel pipe pile 110 and the concrete pile 130B according to this modification. FIG. 18 is a view showing a joint portion between the steel pipe pile 110 and the concrete pile 130B. Figure 19 is a steel pipe pile 110, and a concrete pile 130B, a view looking in the direction of arrow X ₃ in FIG. 18.

  As shown in FIGS. 17 and 18, the steel pipe pile 110 and the concrete pile 130 </ b> B have the same outer diameter. Further, as shown in FIG. 18, a support member 120 </ b> B that functions as a stopper is provided on the inner peripheral surface near the head of the steel pipe pile 110. The support member 120 </ b> B is a cylindrical member whose outer peripheral surface is fixed to the inner peripheral surface of the steel pipe pile 110. The position of the upper end of the support member 120B is aligned with the position of the upper end of the steel pipe pile 110. In the joining step, the concrete pile 130B is disposed on the steel pipe pile 110. Thereby, the concrete pile 130B will be in the state supported by the steel pipe pile 110 and the support member 120B from the downward direction.

Next, in the joining step, the steel pipe pile 110 and the concrete pile 130B are joined using the joint 150. The joint 150 is a mechanical joint that includes a first portion 151 and a second portion 152. The first portion 151 covers a part of the periphery of the portion near the boundary between the steel pipe pile 110 and the concrete pile 130B. The second portion 152 covers the remaining portion around the portion near the boundary. Both ends of the first portion 151 and the second portion 152 are joined using a plurality of bolts 160, respectively.
By using the joint 150, the steel pipe pile and the concrete pile which is the upper pile can be joined without welding. Moreover, it is not necessary to make the internal diameter of a steel pipe pile larger than the outer diameter of a concrete pile. In addition, the structure of the joint 150 demonstrated in this modification is only an example, and the joint of another structure may be employ | adopted.

  The invention of the present application is not limited to the above-described embodiment, and various modifications can be made within the scope of the invention described in the claims. For example, the shape, the number, and the like of the components of the illustrated pile-type pier 1 or the pile-type pier 1A are examples, and may be variously changed. For example, in the first embodiment described above, after the beam assembly 201 or 201A is installed on each of the plurality of joints 100, the adjacent beam assembly 201 or 201A is connected. It replaces with this and one beam part provided so that a plurality of steel pipes 210 may protrude on the bottom side may be installed on a plurality of joints 100.

DESCRIPTION OF SYMBOLS 1,1A ... Joint pile type jetty, 100, 100A ... Joint pile, 110 ... Steel pipe pile, 120, 120B ... Support member, 121 ... Fixing member, 122 ... Leak prevention member, 130, 130A, 130B ... Concrete pile, 131 ... Head, 140 ... grouting material, 150 ... joint, 151 ... first part, 152 ... second part, 160 ... bolt, 200,200A ... superstructure, 201,201A ... beam assembly, 210 ... steel pipe, 220,220A ... beam part, 224 ... concrete, 225 ... hole, 226 ... bar, 230 ... floor slab, 300 ... Yatco.

Claims (8)

A plurality of joint piles having a steel pipe pile protruding on the seabed ground, and a concrete pile joined to the steel pipe pile as an upper pile of the steel pipe pile;
A pile-type jetty comprising: an upper work supported by the plurality of piles. The pier pile type jetty according to claim 1, further comprising a steel pipe covering a head portion of the pier pile. The joint pile type pier according to claim 1, wherein a head portion of the concrete pile is expanded. The internal diameter in the head of the said steel pipe pile is larger than the outer diameter of the part joined to the said steel pipe pile of the said concrete pile, and a part of said concrete pile is inserted in the said steel pipe pile. The joint pier according to any one of the above. The joint pile type pier according to claim 4, wherein a part of the steel pipe pile and the concrete pile inserted into the steel pipe pile are joined by underwater grout filling. The joint pile type pier according to any one of claims 1 to 3, wherein the steel pipe pile and the concrete pile are joined using a joint. A process of driving a plurality of steel pipe piles into the submarine ground;
Joining a concrete pile as an upper pile to each of the plurality of steel pipe piles;
And a step of installing superstructures supported by a plurality of joints formed by the step of joining the concrete piles. The method for constructing a joint pile pier according to claim 7, wherein the step of installing the superstructure includes a step of installing a beam portion of precast concrete on the joint pile.

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