JP5024489B1 - Embankment - Google Patents

Abstract

The present invention provides a bank body using a precast wall body and having excellent workability.
A steel pipe pile 12, a footing 16 supported by the steel pipe pile 12, and a wall body through-hole 18X which is disposed above the footing 18 and penetrates in an in-plane direction are provided. The inner wall of 18X is a bank body having a precast wall body 18 having a wall sheath and a pipe 18A, and the footing 16 has a footing through hole 16X penetrating in the thickness direction. A footing sheath 16A is provided on the inner surface, the footing sheath 16A extends to a position above the upper surface of the footing 16, and a steel pipe pile 12 is inserted into the footing sheath 16A. The footing sheath 16A is a precast wall. A grout is inserted into the wall sheath 18A of the body 18 and the gap between the footing sheath 16A and the steel pipe pile 12 inserted into the footing sheath 16A. 22 are filled.
[Selection] Figure 1

Description

  The present invention relates to a bank body, and more particularly to a bank body having a precast wall body.

  The great tsunami caused by the 2011 off the Pacific coast of Tohoku Earthquake that occurred on March 11, 2011 caused devastating damage to the Pacific coast of the Tohoku and Kanto regions, and the release of a large amount of radioactive material from nuclear power plants Brought.

  In response to this major damage, countermeasures against large tsunamis have become an urgent issue in coastal areas and nuclear power plant locations throughout Japan, such as dykes and chest walls that are structures that play a part in countermeasures against large tsunamis. It is demanded to construct a dam body (for example, Non-Patent Document 1) in a short construction period.

  In order to shorten the local construction period, it is conceivable to precast the dam body. However, in the breakwater, a structure in which a precast wall body is attached to a pile has already been used (for example, Patent Documents 1, 2, Non-patent document 2).

JP 2001-3331 A JP 2005-248661 A

"Technical Standards and Explanations for Coastal Conservation Facilities", Coastal Conservation Facility Technology Study Group, published in June 2004 “Technical Standards and Explanations for Harbor Facilities”, Japan Port Association, September 2007, p.873-p.874

  However, the structure described in Patent Documents 1 and 2 and Non-Patent Document 2 in which the wall body precast is attached to the pile has no footing, and it is considered difficult to prevent a large tsunami from the viewpoint of stability. .

  On the other hand, when the footing is provided, the wall body and the footing are integrated and precast, and the weight becomes large. Therefore, it may be difficult to construct due to restrictions on construction equipment such as a crane.

  Therefore, the present inventor considered that it is effective to precast at least the wall body of the footing and the wall body, and devised and studied to assemble the levee body using the precast wall body.

  However, if a large tsunami is assumed, the cross-sectional force applied to the joint between the footing and the wall will increase, and the amount of reinforcing bars required at the joint will increase. When assembling the levee body using the precast wall, It became clear that there was difficulty in construction of.

  This invention is made | formed in view of this problem, Comprising: It makes it a subject to provide the bank body which the wall body made into the precast is used and is excellent in construction property.

  This invention solves the said subject with the following bank bodies.

  That is, the first aspect of the dam body according to the present invention has a steel pipe pile, a footing supported by the steel pipe pile, and a wall body through hole that is disposed above the footing and penetrates in the in-plane direction. An inner wall of the wall body through hole includes a precast wall body having a wall sheath and a pipe, and the footing has a footing through hole penetrating in a thickness direction, and the footing through hole A footing sheath and a pipe are provided on the inner surface of the footing, the footing sheath and the tube extend to a position above the upper surface of the footing, and the steel pipe pile is inserted into the footing sheath and the tube. The wall body sheath is inserted into the wall sheath tube, and a grouting material is filled in a gap between the footing sheath tube and the steel pipe pile inserted into the footing sheath tube.

  From the viewpoint of the stability of the precast wall body, it is preferable that the upper end of the steel pipe pile reaches a height position that is at least one half of the height of the precast wall body.

  A second aspect of the dam body according to the present invention includes a steel pipe pile, a footing supported by the steel pipe pile, a wall body through-hole disposed above the footing and penetrating in an in-plane direction, A wall body including a plurality of precast wall bodies having wall sheaths and pipes on an inner surface of the wall body through hole, wherein the footing has a footing through hole penetrating in a thickness direction, and the footing through hole A footing sheath or tube is provided on the inner surface of the footing, the footing sheath or tube extends to a position above the upper surface of the footing, and the steel pipe pile is inserted into the footing sheath or tube. Plurally stacked in the vertical direction so that the body through-holes are connected to each other, the wall sheath of the precast wall at the lowest stage of the precast walls stacked in the vertical direction includes the foot The steel pipe piles inserted into the footing sheaths and pipes are vertically inserted into the wall sheaths and pipes of the precast walls stacked in the vertical direction, and the uppermost precast wall is inserted. The embankment is characterized in that a grout material is filled in a gap between the footing sheath and the pipe and the steel pipe pile inserted into the footing sheath and the pipe.

  From the viewpoint of the stability of the precast wall body, the upper end of the steel pipe pile is at least half the height of the uppermost precast wall body among the precast wall bodies stacked in the vertical direction. It is preferable that the position is reached.

  The outer diameter of the wall body sheath and the tube of the precast wall body stacked in the vertical direction may be as small as the wall body sheath and the tube of the precast wall body disposed above within a range in which safety can be ensured. Good. Moreover, the wall thickness of the precast wall body stacked in a plurality in the vertical direction may be smaller as the precast wall body disposed above is within a range in which safety can be ensured.

  The height of the wall sheath or tube of the precast wall is at least half the height of the precast wall including the wall sheath or tube, and both ends of the wall sheath or tube are It is preferable that the upper surface and the lower surface of the precast wall are not reached.

  Specifically, for example, the footing sheath is extended upward to a height position capable of supporting the cross-sectional force assumed to be applied to the joint portion between the precast footing and the precast wall body, and is applied to the joint portion. In view of the cross-sectional force assumed, there is no problem such as peeling between the footing sheath or the tube and the grout material.

  In terms of efficiently transmitting the cross-sectional force when subjected to a large tsunami to the steel pipe pile, the gap between the footing sheath and the precast wall body in which the footing sheath is inserted is further It is preferable that the grout material is filled, and it is also preferable that the grout material is further filled in the gap between the wall body sheath of the precast wall body and the steel pipe pile. Moreover, it is also preferable to arrange | position the member which enables transmission of a bearing pressure between the said wall body sheath and a pipe, and the said steel pipe pile in the clearance gap between the said wall body sheath and the said steel pipe pile of the said precast wall body.

  A precast member may be used for the footing.

  Specifically, the said precast wall body can be made to be equipped with the said wall body sheath and pipe | tube at both ends, for example.

  A dam body according to the present invention has a steel pipe pile, a footing supported by the steel pipe pile, a wall body through-hole disposed above the footing and penetrating in an in-plane direction. An inner wall including a precast wall body having a wall body sheath and a pipe on an inner surface, the footing having a footing through hole penetrating in a thickness direction, and the footing sheath pipe on an inner surface of the footing through hole. The footing sheath extends to a position above the upper surface of the footing, the steel pipe pile is inserted into the footing sheath, and the footing sheath is connected to the wall sheath sheath of the precast wall. Since the grout material is filled in the gap between the inserted footing sheath and the pipe and the steel pipe pile inserted into the footing sheath, the precast wall is used and the workability is improved. It is possible to provide a dam.

The perspective view of the embankment concerning an embodiment of the present invention Vertical end view of precast footing in an embodiment of the present invention Vertical end view of precast footing in an embodiment of the present invention Vertical end view of precast footing in an embodiment of the present invention The front view of the lower stage precast wall in the embodiment of the present invention Sectional view taken along line VI-VI in FIG. The front view of the upper stage precast wall body in the embodiment of the present invention VIII-VIII line sectional view of FIG. The partially enlarged view of the vertical end view of the lower stage precast wall body in embodiment of this invention The partially enlarged view of the vertical end view of the lower stage precast wall body in embodiment of this invention The side view which looked at the embankment which concerns on embodiment of this invention when providing a taper from the direction parallel to the wall surface of a lower stage precast wall body and an upper stage precast wall body The expanded sectional view which expanded the sea part footing sheath part vicinity in the section which cut the embankment body concerning the embodiment of the present invention in the horizontal plane so that the sea side footing sheath may be cut Longitudinal end view of a modification of a bank body according to an embodiment of the present invention FIG. 11 is an enlarged vertical sectional view of the XIV portion. Longitudinal end view of a modification of a bank body according to an embodiment of the present invention

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

  FIG. 1 is a perspective view of a bank body according to an embodiment of the present invention. However, for convenience of illustration, there are places where internal structures that are not originally visible are described, and there are also places where lines that should be originally described as hidden lines are indicated by solid lines. In addition, for convenience of illustration of the internal structure, some contour lines are omitted.

  The dam body 10 according to the present embodiment includes a sea side steel pipe pile 12, a land side steel pipe pile 14, a precast footing 16, a lower precast wall body 18, and an upper precast wall body 20.

  The sea side steel pipe pile 12 and the land side steel pipe pile 14 are cylindrical members made of steel and are driven into the ground to a depth where a predetermined supporting force can be secured, and the dam body 10 is supported by supporting the precast footing 16 from below. It has a role to stabilize and prevent the entire dam body 10 from falling over a large tsunami.

  Moreover, the sea side steel pipe pile 12 is longer than the land side steel pipe pile 14, and the sea side steel pipe pile 12 has the sea side footing sheath 16A of the precast footing 16 and the wall body sheath 18A of the lower precast wall body 18 and the upper stage. The precast wall 20 is inserted into the wall sheath 20A and has a role of connecting the precast footing 16, the lower precast wall 18, and the upper precast wall 20. For this reason, the length of the sea side steel pipe pile 12 is a length that reaches a position slightly below the top end of the upper precast wall body 20.

  The precast footing 16 is a precast footing, and FIG. 2 is a vertical end view of the precast footing 16 cut along a vertical plane passing through the center of the sea side steel pipe pile 12 and the center of the land side steel pipe pile 14. Here, the center of the sea side steel pipe pile 12 is the center of the circular cross section obtained by cutting the sea side steel pipe pile 12 with a plane perpendicular to the longitudinal direction. In the present specification, when “center” is described for a cylindrical solid, the same applies hereinafter.

  As shown in FIG. 2, the precast footing 16 has a sea-side footing through hole 16X (hereinafter sometimes referred to as a sea-side through hole 16X) and a land-side footing through-hole 16Y (hereinafter referred to as a land-side through hole 16Y). A sea-side footing sheath 16A (hereinafter sometimes referred to as sea-side sheath 16A) on the inner surface of the sea-side through hole 16X, and the land-side through-hole 16Y on the land side A footing sheath 16B (hereinafter sometimes referred to as a land-side sheath 16B) is provided. The sea side steel pipe pile 12 is inserted into the sea side sheath pipe 16A, and the land side steel pipe pile 14 is inserted into the land side sheath pipe 16B.

  As shown in FIGS. 1 and 2, the seaside sheath 16 </ b> A penetrates the precast footing 16 in the thickness direction and extends to a position above the upper surface of the precast footing 16. On the other hand, the land-side sheath 16B also penetrates the precast footing 16 in the thickness direction, but does not extend to a position above the upper surface of the precast footing 16, and the position of the upper end of the land-side sheath 16B is The height is the same as the top surface of the precast footing 16. Further, the lower end positions of the sea side sheath 16A and the land side sheath 16B are both at the same height as the lower surface of the precast footing 16.

  In FIGS. 1 and 2, the lower end positions of the sea-side sheath pipe 16A and the land-side sheath pipe 16B are both at the same height as the lower surface of the precast footing 16, and the upper end of the land-side sheath pipe 16B. The position is set to the same height as the upper surface of the precast footing 16, but as shown in FIGS. 3 and 4, the lower end positions of the sea side sheath pipe 16A and the land side sheath pipe 16B are both precast footings. The upper end of the land side sheath 16B may be positioned lower than the upper surface of the precast footing 16. That is, the sea-side sheath 16A may not cover the entire inner surface of the sea-side through hole 16X, and the land-side sheath 16B may not cover the entire inner surface of the land-side through hole 16Y. From the viewpoint of preventing corrosion of the sheath pipes 16A and 16B, it is preferable that the lower end positions of the sea side sheath pipe 16A and the land side sheath pipe 16B are both positioned above the lower surface of the precast footing 16, and the land side sheath The upper end position of the tube 16B is preferably positioned below the upper surface of the precast footing 16. That is, it is preferable to provide a certain amount of fog so that the sheath tubes 16A and 16B are not exposed to the outside.

  Further, FIG. 3 shows that the inner surface of the sea-side through hole 16X and the land-side through-hole 16Y has recesses corresponding to the thicknesses of the sea-side sheath pipe 16A and the land-side sheath pipe 16B, respectively. This is a case where apparently no step is eliminated on the inner surfaces of the sea side through hole 16X and the land side through hole 16Y with the sea side sheath 16A and the land side sheath tube 16B attached to the inner surface of the side through hole 16Y, respectively. FIG. 4 does not include recesses on the inner surfaces of the sea-side through-hole 16X and the land-side through-hole 16Y. This is a case where an apparent level difference is generated on the inner surfaces of the sea-side through-hole 16X and the land-side through-hole 16Y by the thickness of the sea-side sheath 16A and the land-side sheath 16B. In this specification, in all cases of FIGS. 1 to 4, that is, the entire inner surface of the footing through hole (the sea side through hole 16X and the land side through hole 16Y) is covered with a footing sheath (the sea side sheath tube 16A and the land side sheath). When the pipe 16B is covered (in the case of FIGS. 1 and 2), when the entire inner surface of the footing through hole (the sea side through hole 16X and the land side through hole 16Y) is not covered (in the case of FIGS. 3 and 4) ), When there is no apparent level difference (in the case of FIGS. 1 to 3) on the inner surface of the footing through hole (the sea side through hole 16X and the land side through hole 16Y), or when there is an apparent level difference (in the case of FIG. 4). In any case, it is assumed that the footing sheath (the sea-side sheath tube 16A and the land-side sheath tube 16B) is provided on the inner surface of the footing through-hole (the sea-side through-hole 16X and the land-side through-hole 16Y).

  Further, the sea side sheath pipe 16A and the land side sheath pipe 16B serve as the molds of the sea side through hole 16X and the land side through hole 16Y, respectively, when the precast footing 16 is poured into the concrete, and the sea side sheath pipe 16A and the land side sheath pipe 16B. The outer surface of the side sheath 16B is embedded in the precast footing 16 at the same time as placing the concrete, and is integrated with the precast footing 16 by adhesion with concrete. In other words, the sea-side sheath pipe 16A and the land-side sheath pipe 16B are attached to the inner surface of the sea-side through hole 16X and the inner surface of the land-side through hole 16Y, respectively, by adhesion with concrete. From the viewpoint of improving the adhesion to concrete, it is preferable to provide a shear stopper on the outer surface of the sea side sheath 16A and the land side sheath 16B. As the stopper (shear key), for example, round steel, weld bead, square steel or the like can be used. It is preferable that the seaside sheath pipe 16A has entered the precast footing 16 more than the length necessary to ensure that the cross-sectional force when subjected to a large tsunami can be transmitted to the footing.

  Further, the material of the footing sheath (the sea sheath sheath 16A and the land sheath sheath 16B) is not particularly limited, and may be a material having a predetermined strength or more, an elastic modulus, and a predetermined strength or greater adhesion to the grout material. For example, a steel material can be preferably used.

  Further, the positional relationship between the upper surface of the precast footing 16 and the ground surface is not particularly limited, and the upper surface of the precast footing 16 may substantially coincide with the ground surface. Moreover, there may be embankment on the upper surface of the precast footing 16, and in this case, the upper surface of the precast footing 16 is lower than the ground surface. Moreover, when providing a water-impervious sheet pile on the seaside front surface of the precast footing 16, the lower surface of the precast footing 16 may be substantially coincident with the ground surface. In this case, the upper surface of the precast footing 16 is above the ground surface. become.

  The lower precast wall 18 and the upper precast wall 20 are both precast walls. FIG. 5 is a front view of the lower precast wall 18, and FIG. 6 is a cross-sectional view taken along the line VI-VI in FIG. 7 is a front view of the upper precast wall body 20, and FIG. 8 is a cross-sectional view taken along line VIII-VIII in FIG. As shown in FIGS. 5 and 6, the lower precast wall body 18 has wall body through holes 18 </ b> X penetrating in the in-plane direction (vertical direction after completion of the bank body 10) at both ends. The inner surface has a wall sheath 18A. The wall thickness at both ends is thicker than the wall thickness at the center, and the wall thickness changes at the tapered portion 18B. The height position of the upper end of the wall body sheath 18A is the same as the upper end surface of the lower precast wall body 18, and the height position of the lower end of the wall body sheath 18A is the lower end surface of the lower stage precast wall body 18. Is at the same height. Moreover, as shown in FIGS. 7 and 8, the upper precast wall body 20 has wall body through holes 20X penetrating in the in-plane direction (vertical direction after completion of the bank body 10) at both ends, and the wall body through holes A wall sheath 20A is provided on the inner surface of 20X. The wall thickness at both ends is thicker than the wall thickness at the center, and the wall thickness changes at the tapered portion 20B. The height position of the upper end of the wall body sheath 20A is the same height position as the upper end surface of the upper precast wall body 20, and the height position of the lower end of the wall body sheath 20A is the lower end surface of the upper stage precast wall body 20. Is at the same height.

  5 and 7, the lower end positions of the wall sheaths 18A and 20A are set to the same height as the lower surfaces of the precast wall bodies 18 and 20, respectively, and the upper end positions of the wall sheaths 18A and 20A. Are positioned at the same height as the top surfaces of the precast wall bodies 18 and 20, respectively, but FIG. 9 (a partially enlarged view of the vertical end view of the lower precast wall body 18) and FIG. 10 (lower precast wall body). As shown in FIG. 18 (partially enlarged view of the vertical end view), the lower end of the wall sheath 18A may be positioned above the lower surface of the lower precast wall 18 and the wall sheath 18A. The upper end position may be located below the upper surface of the lower precast wall 18. That is, the wall sheath 18A may not cover the entire inner surface of the wall through hole 18X. Although illustration and description are omitted, the wall body sheath and tube 20A of the upper precast wall body 20 cover the entire inner surface of the wall body through hole 20X in the same manner as the wall body sheath and tube 18A of the lower stage precast wall body 18. It does not have to be.

  Further, FIG. 9 shows a state in which a concave portion is formed on the inner surface of the wall body through hole 18X by the thickness of the wall body tube 18A, and the wall body sheath tube 18A is attached to the inner surface of the wall body through hole 18X. FIG. 10 shows a case where no step is apparently formed on the inner surface of the body through hole 18X. FIG. 10 shows that the inner surface of the wall body through hole 18X is not provided with a recess, and the wall body sheath 18A is provided on the inner surface of the wall body through hole 18X. This is a case where an apparent level difference is generated on the inner surface of the wall through-hole 18X by the amount of the wall body and the thickness of the pipe 18A in the attached state. Although illustration is omitted, the case of the upper precast wall body 20 can take both the case where an apparent step is generated on the inner surface of the wall through hole 20X and the case where it does not occur, as in the case of the lower precast wall body 18. . In this specification, in any of FIGS. 5, 7, 9, and 10, that is, when the wall body sheath pipes 18A and 20A cover the entire inner surface of the wall through holes 18X and 20X (FIG. 5, In the case of FIG. 7), when the entire inner surface of the wall through holes 18X and 20X is not covered (in the case of FIGS. 9 and 10), there is no apparent step on the inner surface of the wall through holes 18X and 20X (FIG. 5). 7 and 9), and in the case where there is an apparent level difference (in the case of FIG. 10), the wall through-holes 18X and 20X are provided with wall sheaths 18A and 20A. And

  The wall sheaths 18A and 20A contribute to the strength of the precast walls 18 and 20. The wall sheath pipes 18A and 20A surround the outer periphery of the sea side steel pipe pile 12, and when the grout material between the wall body sheath pipes 18A and 20A and the sea side steel pipe pile 12 is restrained and subjected to a large tsunami This also serves to ensure that the cross-sectional force can be transmitted from the precast wall bodies 18 and 20 to the sea side steel pipe pile 12. Therefore, it is preferable that the height of the wall sheath 18A is equal to or more than one half of the height of the lower precast wall 18 and the height of the wall sheath 20A is 2 minutes of the height of the upper precast wall 20. It is preferable that there is one or more of the following.

  Further, from the viewpoint of preventing the corrosion of the wall sheath 18A, 20A, the lower end position of the wall sheath 18A, 20A is preferably located above the lower surface of the precast walls 18, 20, respectively. The upper end positions of the body sheaths 18A and 20A are preferably positioned below the upper surfaces of the precast wall bodies 18 and 20, respectively. That is, it is preferable to provide a certain amount of fog so that the wall sheaths and tubes 18A and 20A are not exposed to the outside.

  The material of the wall sheaths and the tubes 18A and 20A is not particularly limited as long as the material has a predetermined strength or higher, an elastic modulus, and a predetermined adhesive strength to the grout material. For example, a steel material is preferably used. Can be used.

  Further, the precast walls 18 and 20 have tapered portions 18B and 20B, respectively, but the tapered portions 18B and 20B may not be provided, and the shapes of the precast walls 18 and 20 are cut surfaces similar to those in FIGS. It may have a shape such that the cross section when it is cut with a rectangle is rectangular.

  Since the cross-sectional force generated in the upper precast wall body 20 when subjected to a large tsunami is considered to be smaller than the cross-sectional force generated in the lower precast wall body 18, the thickness of the upper precast wall body 20 is set within a range that can ensure safety. It may be thinner than the thickness of the lower precast wall 18. Further, the wall of the upper precast wall 20 and the diameter of the pipe 20A may be smaller than the wall of the lower precast wall 18 and the diameter of the pipe 18A within a range in which safety can be ensured. However, the lowermost wall thickness of the upper precast wall 20 is the same as the wall thickness of the lower precast wall 18 so that no step is generated between the lower precast wall 18 and the upper precast wall 20. It is preferable to provide a taper portion 20C at the lower portion of the upper precast wall body 20 as shown in FIG.

  Next, the joint portion between the precast footing 16 and the lower precast wall 18 will be described in more detail. A seaside sheath 16A of the precast footing 16 is disposed at the joint between the precast footing 16 and the lower precast wall 18. In the present specification, the joint between the precast footing 16 and the lower precast wall body 18 is the lower precast wall in the height range where the seaside sheath 16A of the precast footing 16 exists after the completion of the bank body 10. It means a part of the body 18, and is a range indicated by reference numeral 18C in FIG.

  FIG. 12 is a cross section of the dam body 10 of FIG. 1 cut along a horizontal plane so as to cut the seaside sheath pipe 16A (ie, a cross section obtained by cutting the joint portion 18C between the precast footing 16 and the lower precast wall body 18 along the horizontal plane). FIG. 5 is an enlarged cross-sectional view in which the vicinity of the site of the seaside sheath 16A is enlarged. As shown in FIG. 12, the joint 18C between the precast footing 16 and the lower precast wall body 18 that generates a large cross-sectional force when subjected to a large tsunami surrounds the sea side steel pipe pile 12 with the sea side sheath pipe 16A, Further, the wall-side sheath 18A surrounds the sea-side sheath 16A. The cross-sectional force generated when a large tsunami is received is most excessive at the joint 18C between the precast footing 16 and the lower precast wall 18; however, at the joint 18C, the seaside sheath pipe 16A surrounds the sea side steel pipe pile 12. The grout material 22 between the sea side steel pipe pile 12 and the sea side sheath pipe 16A is sandwiched between the sea side steel pipe pile 12 and the sea side sheath pipe 16A and is strongly restrained. The cross-sectional force is efficiently transmitted from the pipe 16A to the sea side steel pipe pile 12 through the grout material 22, and can resist a large tsunami. Further, in this embodiment, the wall sheath 18A surrounds the sea side sheath 16A, and the grout material 22 between the sea side sheath 16A and the wall sheath 18A is also the sea side sheath 16A. It is sandwiched and strongly restrained by the wall sheath 18A, and the cross-sectional force is efficiently transmitted from the wall sheath 18A to the sea-side sheath 16A. It is efficiently transmitted to the steel pipe pile 12. Therefore, the cross-sectional force generated when receiving a large tsunami is efficiently transmitted to the precast footing 16, the sea side steel pipe pile 12 and the land side steel pipe pile 14, and can resist the large tsunami.

  In addition, most of the cross-sectional force applied to the sea side steel pipe pile 12 by the large tsunami is transmitted as the sea side steel pipe pile 12 → the grout material 22 → the sea side sheath pipe 16A → the precast footing 16; Since the stress transmission between the seaside sheath 12 and the seaside sheath pipe 16A is mainly performed by the adhesion force through the grout material 22, the adhesion force between the seaside steel pipe pile 12 and the grout material 22 and the seaside sheath pipe 16A. It is preferable to improve the adhesion between the grouting material 22 and the grout material 22. For this reason, it is preferable to provide a stopper (shear key) on the outer surface of the sea side steel pipe pile 12 and the inner surface of the sea side sheath pipe 16A. As the stopper (shear key), for example, round steel, weld bead, square steel or the like can be used.

  When considering the joint 18C between the precast footing 16 and the lower precast wall 18 in terms of strength, the horizontal cross section of the joint 18C has a seaside sheath 16A of the sea side steel pipe pile 12 and the precast footing 16 and a lower precast. The wall 18 and the wall 18A of the wall 18 are present, the amount of steel can be earned by these three steel pipes, and a sufficient amount of steel can resist the cross-sectional force generated when subjected to a large tsunami. Can do. Further, even when the amount of steel material by the sea side steel pipe pile 12, the sea side sheath 16A, the wall body, and the tube 18A is insufficient, it is only necessary to add a relatively small amount of reinforcing bars, so that good workability can be secured. On the other hand, if it is going to secure the amount of steel materials necessary only with reinforcing bars, the arrangement of reinforcing bars may become too dense, making it difficult to arrange reinforcing bars while ensuring the workability at the time of grout material filling. . Moreover, even if it can ensure the amount of steel materials required only by a reinforcing bar, the process of arrange | positioning a reinforcing bar will be needed on-site, and a local construction period will become long.

  As described above, the seaside sheath 16A of the precast footing 16 and the wall sheath 18A of the lower precast wall 18 are a viewpoint of restraining the grout material 22, and a viewpoint of earning a steel material amount in the horizontal section of the joint 18C. Therefore, it is preferable to have a plate thickness of a certain level or more. Specifically, for example, the thickness of the sea side sheath 16A is 1/70 to 1/9 of the radius (distance from the center to the outer edge) of the sea side sheath 16A, and the minimum thickness is 7.9 mm. Preferably, the wall thickness of the wall sheath 18A is not less than 1/70 and not more than 1/9 of the radius (distance from the center to the outer edge) of the wall sheath 18A, and the minimum thickness is 7.9 mm. It is preferable. The upper limit value of the preferable range is determined from the viewpoints of effects and economy.

  The length of the seaside sheath pipe 16A of the precast footing 16 determines the cross-sectional force generated when a large tsunami is received, between the seaside steel pipe pile 12 and the seaside sheath pipe 16A, and between the seaside sheath pipe 16A and the wall sheath. The length is set so as to be efficiently transmitted to and from the pipe 18A. Specifically, for example, it is conceivable to set the length so that no separation occurs between the seaside sheath 16A and the grout material 22 before destruction of other parts. Further, in order to improve the adhesion between the seaside sheath 16A and the grout material 22, mechanical irregularities or the like are provided on both the outer and inner surfaces of the seaside sheath 16A, or between the grout material 22 and the like. It is also preferable to apply a base agent or the like that improves the adhesive strength.

  Transmission of cross-sectional force between the sea side steel pipe pile 12 located above the sea side sheath pipe 16A and the wall body sheath pipes 18A, 20A, and a cross section between the sea side sheath pipe 16A and the wall body sheath pipe 18A. As long as the force can be transmitted in the horizontal direction, the force can be transmitted between the sea side steel pipe pile 12 and the wall body sheath pipes 18A and 20A and between the sea side sheath pipe 16A and the wall body sheath pipe 18A. Although the grout material 22 may be injected, as shown in FIG. 13 (vertical end view of a modification of the bank body), between the sea side steel pipe pile 12 and the wall body sheath pipes 18A and 20A and the sea side sheath pipe. The section force may be transmitted by installing a steel bearing plate 23 that transmits the bearing pressure between 16A and the wall sheath 18A. The shape of the bearing plate 23 is a shape that matches the outer surface of the seaside steel pipe pile 12 and the shape of the inner surface of the sheath 18A, 20A, or the shape of the outer surface of the seaside sheath 16A and the inner surface of the wall sheath 18A. In contact with the outer surface of the sea side steel pipe pile 12 and the inner surface of the wall body sheath 18A, 20A in an area of a predetermined size or more (for example, an area necessary for preventing buckling or breakage due to the punching shear force). Thus, the bearing pressure can be satisfactorily transmitted between the sea side steel pipe pile 12, the sea side sheath 16A and the wall body sheath 18A, 20A. The bearing plate 23 does not need to be arranged over the entire length of the sea side steel pipe pile 12 in the height direction, and may be arranged discretely as necessary to transmit the cross-sectional force. The support plate 23 is not particularly limited as long as it is a material capable of transmitting the support pressure, and is not limited to steel.

  Next, the top end of the upper precast wall body 20 (the top end of the sea side steel pipe pile 12) will be described.

  FIG. 14 is an enlarged vertical sectional view of the XIV portion of FIG.

  As shown in FIG. 14, the wall body sheath of the upper precast wall body 20 and the upper end of the pipe 20 </ b> A are at the same height as the top end of the upper precast wall body 20 or slightly lower than that, and the sea side steel pipe pile 12 The upper end of the upper side is slightly lower than the top end of the upper precast wall body 20, a removable rubber packing 24 that covers the upper end of the sea side steel pipe pile 12 from above is disposed, and a temporary lid 25 A is disposed above the rubber packing 24. The seaside steel pipe pile 12 is provided, and a curing material 25B such as sand, grout material, and urethane foam is disposed thereon, and a removable lid 26 is provided to cover the curing material 25B from above. The rubber packing 24 is in direct contact with the upper end of the sea side steel pipe pile 12 and protects the upper end of the sea side steel pipe pile 12, but may not be the rubber packing 24 as long as it can protect the upper end of the sea side steel pipe pile 12. However, the curing material that is in direct contact with the upper end of the sea side steel pipe pile 12 is preferably made of a flexible material such as the rubber packing 24. Moreover, the material of the lid | cover 26 is not specifically limited, For example, it can be made from concrete or steel.

  It is preferable that the upper end of the sea-side steel pipe pile 12 reaches a height position that is at least one half of the height of the upper precast wall body 20 in terms of stably supporting the upper precast wall body 20.

  Moreover, although it is preferable that the height position of the upper end of the sea side steel pipe pile 12 is a structure which can extend the sea side steel pipe pile 12 upwards, the curing material which protects the upper end of the sea side steel pipe pile 12 from upper direction is installed. In terms of ease, it is preferable that the height position of the upper end of the sea-side steel pipe pile 12 be 5 to 30 cm below the top end of the upper precast wall body 20. When the height position of the upper end of the sea side steel pipe pile 12 is a height position lower than 5 cm below the top end of the upper precast wall body 20, it is difficult to install a curing material that protects the upper end of the sea side steel pipe pile 12 from above. Become. On the other hand, if the height position of the upper end of the sea side steel pipe pile 12 exceeds 30 cm downward from the top end of the upper precast wall body 20, a large amount of curing material is necessary to protect the upper end of the sea side steel pipe pile 12 from above. turn into. If there is no possibility of extending the sea side steel pipe pile 12 upward, the wall through hole 20X reaching the top end of the upper precast wall 20 may not be provided, and the upper stage is replaced with the wall through hole 20X. A non-through hole in which the top end of the precast wall 20 is closed may be used.

  Moreover, the accommodation of the upper end of the land side steel pipe pile 14 may be made the same as the accommodation of the upper end of the sea side steel pipe pile 12, and in the same way, the upper end of the land side sheath pipe 16B of the precast footing 16 is the same as that of the precast footing 16. It is the same height as the upper surface or slightly lower, the upper end of the land-side steel pipe pile 14 is slightly lower than the upper surface of the upper precast wall body 20, and the rubber packing is above the upper end of the land-side steel pipe pile 14. (Not shown) is disposed, and the upper portion of the rubber packing is covered with a lid 28. The material of the lid 28 is not particularly limited as in the case of the lid 26, and may be made of concrete or steel, for example. However, since it is almost impossible to extend the land side steel pipe pile 14, it is not necessary to cure the upper end of the land side steel pipe pile 14 with rubber packing. Further, the land-side through hole 16Y reaching the top end may not be provided on the land side of the precast footing 16, but instead of the land-side through hole 16Y, a non-through hole in which the top end of the precast footing 16 is closed is used. Also good. For convenience of illustration, there are some portions in FIG. 1 where the lids 26 and 28 are not shown.

  In the embodiment described above, the lower precast wall 18 and the upper precast wall 20 are stacked in two steps in the vertical direction, but the wall stacked in the vertical direction is not limited to two steps, and is stacked in three or more steps. May be. Further, only one stage of the wall body may be installed. The number of wall layers to be stacked may be appropriately set depending on the required height of the bank body, the type of applicable crane, and the like.

  Moreover, although the precast footing 16 was used for the footing, it does not need to be a precast member, and the footing may be formed by on-site concrete.

  Moreover, in this embodiment, although the row | line | column of the steel pipe pile is two rows, the row | line | column of the sea side steel pipe pile 12 arranged in the sea side, and the row | line | column of the land side steel pipe pile 14 arranged in the land side, May not be two rows and may be one row or three or more rows. For example, when the steel pipe piles are arranged in three rows, a wall body may be arranged on the steel pipe piles in the middle row, for example. Moreover, in this embodiment, although the wall body is arrange | positioned on the row | line | column of the sea side steel pipe pile 12 arranged in the sea side, depending on design conditions, it is above the row | line | column of the land side steel pipe pile 14 arranged in the land side. It is also possible to place a wall on the wall.

  The production of the precast members (precast footing 16, lower precast wall 18 and upper precast wall 20) is preferably performed in the vicinity of the site in order to reduce the labor of transportation. Further, the weight of the precast member (precast footing 16, lower precast wall body 18, upper precast wall body 20) can be about 20 t, for example.

  Next, an example of the installation procedure of the bank body 10 will be described.

  First, the sea side steel pipe pile 12 and the land side steel pipe pile 14 are driven into the ground at a predetermined position to a depth where a predetermined supporting force can be secured.

  Then, the precast footing 16 is lifted using a crane, the seaside sheath pipe 16A is passed through the seaside steel pipe pile 12, and the precast footing 16 is installed at a predetermined position through the landside steel pipe pile 14 through the landside sheath pipe 16B. Precast footing so that the center of the seaside sheath 16A of the footing 16 matches the center of the seaside steel pipe pile 12 and the center of the landside sheath 16B of the precast footing 16 matches the center of the landside steel pipe pile 14. 16 is arranged. In addition, it is preferable that the center of the sea side sheath pipe 16A coincides with the center of the sea side steel pipe pile 12, and the center of the land side sheath pipe 16B coincides with the center of the land side steel pipe pile 14, but exactly coincides. There is no need to ask for it. You may make it a principle that you only pay.

  Moreover, although the center position of the sea-side steel pipe pile 12 shown in FIG. 15 (vertical end view of a modification of the bank body) varies depending on the height position, such a steel pipe pile may be used.

  Next, the lower precast wall body 18 is lifted using a crane, and the wall body sheath 18A of the lower stage precast wall body 18 is passed through the sea side steel pipe pile 12 and the sea side sheath pipe 16A of the precast footing 16 so as to lower the lower stage precast wall body 18. Is installed in a predetermined position, and the lower stage precast wall body 18 so that the center of the wall body sheath 18A of the lower stage precast wall body 18 coincides with the center of the sea side steel pipe pile 12 and the center of the sea side sheath pipe 16A of the precast footing 16. 18 is arranged. Also here, it is preferable that the center of the wall body sheath 18A of the lower precast wall body 18 is coincident with the center of the sea side steel pipe pile 12 and the center of the sea side sheath pipe 16A of the precast footing 16, but exactly matches. There is no need to ask for it. You may make it a principle that you only pay.

  Next, the upper stage precast wall body 20 is lifted using a crane, and the upper stage precast wall body 20 is installed at a predetermined position by passing the wall body sheath and pipe 20A of the upper stage precast wall body 20 through the sea side steel pipe pile 12, and the upper stage precast wall body 20 is installed. The upper stage precast wall body 20 is arranged so that the center of the wall body sheath of the wall body 20 and the pipe 20A coincide with the center of the seaside steel pipe pile 12 and the center of the wall body sheath of the lower stage precast wall body 18 and the pipe 18A. Here, it is preferable that the center of the wall body sheath 20A of the upper precast wall body 20 coincides with the center of the sea side steel pipe pile 12 and the center of the wall body sheath 18A of the lower precast wall body 18, but strictly There is no need to ask for a match. You may make it a principle that you only pay.

  Then, the gap between the seaside sheath 16A of the precast footing 16 and the seaside steel pipe pile 12 inserted into the seaside sheath 16A, and the seaside sheath 16A of the precast footing 16 and the seaside sheath 16A are inserted. The grout material 22 is filled in the gap between the lower precast wall 18 and the wall sheath 18A, and integrated. Further, the grout material 22 is filled into the gap between the wall body sheath 20A of the upper-stage precast wall body 20 and the sea side steel pipe pile 12 inserted into the wall body sheath 20A. The grout material 22 to be filled is not particularly limited, and a cement (mortar) grout material, a glass grout material, a synthetic resin grout material, or the like can be used.

  The filling of the grout material 22 may be performed at a stage where both the lower precast wall body 18 and the upper precast wall body 20 are arranged at predetermined positions, or at the stage where the lower precast wall body 18 is arranged at a predetermined position. After the second filling, the second filling may be performed at the stage where the upper precast wall 20 is disposed at a predetermined position.

  Further, the ground side of the precast footing 16 is also integrated by filling the gap between the land side sheath 16B of the precast footing 16 and the land side steel tube pile 14 inserted into the land side sheath 16B with a grout material 22. Do.

  And the rubber packing 24 is arrange | positioned above the upper end of the sea side steel pipe pile 12, Furthermore, the removable cover 26 is provided above the rubber packing 24. As shown in FIG. Further, a rubber packing (not shown) is disposed above the land side steel pipe pile 14, and the upper portion of the rubber packing is covered with a lid 28.

  By performing the construction as described above, a bank body 10 as shown in FIG. 1 can be obtained.

DESCRIPTION OF SYMBOLS 10 ... Bank body 12 ... Sea side steel pipe pile 14 ... Land side steel pipe pile 16 ... Precast footing 16A ... Sea side footing sheath 16B ... Land side footing sheath 16X ... Sea side footing through hole 16Y ... Land side footing through hole 18 ... Lower precast wall 18A, 20A ... Wall sheath 18B, 20B ... Tapered portion 18X, 20X ... Wall through hole 18C ... Joint 20 ... Upper precast wall 20C ... Tapered portion 22 ... Grout material 23 ... Bearing plate 24 ... Rubber packing 26, 28 ... Lid

Claims (13)

Steel pipe piles,
A footing supported by the steel pipe pile;
A precast wall body disposed above the footing and having a wall body through-hole penetrating in an in-plane direction;
A levee body with
The footing has a footing through-hole penetrating in the thickness direction, and an inner surface of the footing through-hole is provided with a footing sheath or tube, and the footing sheath or tube extends to a position above the upper surface of the footing, The steel pipe pile is inserted into the footing sheath,
The footing sheath is inserted into the wall sheath of the precast wall,
An embankment characterized in that a grout material is filled in a gap between the footing sheath and the pipe and the steel pipe pile inserted into the footing sheath.   The dam body according to claim 1, wherein an upper end of the steel pipe pile reaches a height position equal to or higher than a half of a height of the precast wall body. Steel pipe piles,
A footing supported by the steel pipe pile;
A plurality of precast wall bodies disposed above the footing and having wall body through holes penetrating in an in-plane direction;
A levee body with
The footing has a footing through-hole penetrating in the thickness direction, and an inner surface of the footing through-hole is provided with a footing sheath or tube, and the footing sheath or tube extends to a position above the upper surface of the footing, The steel pipe pile is inserted into the footing sheath,
A plurality of the precast wall bodies are stacked in the vertical direction so that the wall body through-holes are connected to each other, and the wall body sheath of at least the lowermost precast wall body among the plurality of precast wall bodies stacked in the vertical direction. The steel pipe pile inserted into the footing sheath or pipe is vertically inserted into the wall sheath sheath pipe of the precast wall body that is stacked in the vertical direction. Reaching the top of the precast wall,
An embankment characterized in that a grout material is filled in a gap between the footing sheath and the pipe and the steel pipe pile inserted into the footing sheath.   The upper end of the steel pipe pile has reached a height position that is at least one half of the height of the uppermost precast wall body among the precast wall bodies stacked in the vertical direction. The bank body according to claim 3.   4. The outer diameter of the wall sheath or tube of the precast wall stacked in a plurality in the vertical direction is smaller as the wall sheath or tube of the precast wall disposed above. Or the embankment of 4.   The wall according to any one of claims 3 to 5, wherein a plurality of the precast wall bodies stacked in the vertical direction have a smaller wall thickness as the precast wall body disposed above.   The height of the wall sheath or tube of the precast wall is at least half the height of the precast wall including the wall sheath or tube, and both ends of the wall sheath or tube are The dam body according to any one of claims 1 to 6, wherein the dam body does not reach the upper surface and the lower surface of the precast wall body.   The said footing sheath is extended | stretched upwards to the height position which can support the cross-sectional force assumed to be added to the junction part of the said precast footing and the said precast wall body. A levee according to any one of the above.   9. The grout material is further filled in a gap between the footing sheath and the tube and the wall sheath sheath tube of the precast wall body into which the footing sheath is inserted. The listed embankment.   The dam body according to any one of claims 1 to 9, wherein a grout material is further filled in a gap between the wall sheath sheath pipe and the steel pipe pile of the precast wall body.   In the gap between the wall sheath and pipe of the precast wall body and the steel pipe pile, a member that enables transmission of support pressure between the wall sheath and pipe and the steel pipe pile is arranged. The bank body according to any one of claims 1 to 10.   The bank according to claim 1, wherein the footing is a precast member.   The dam body according to any one of claims 1 to 12, wherein the precast wall body is provided with the wall body sheath and pipe at both ends.

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