JP2018009361A - Gravity type tide embankment - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a gravity type embankment that helps reduce an amount of ready-mixed concrete used.SOLUTION: A foundation structure 20 further includes therein plural first reinforcing bars 32A, 32B extending in an almost normal direction to a precast wall body 40, in an almost horizontal direction roughly orthogonal to the normal direction of the precast wall body 40 at a prescribed pitch A, and plural second reinforcing bars 34a, 34B extending almost in the horizontal direction roughly orthogonal to the normal direction of the precast wall body 40, in the almost normal direction of the precast wall body 40 at a prescribed pitch B. Each of the plural first reinforcing bars 32A, 32B is disposed at the prescribed pitch A at both of locations above a top edge of a horizontal-direction skeletal member 28 and below a bottom edge of the horizontal-direction skeletal member 28. Each of the plural second reinforcing bars 34A, 34B is disposed at the prescribed pitch B at both of locations above the top edge of the horizontal-direction skeletal member 28 and below the bottom edge of the horizontal-direction skeletal member 28.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a gravity-type seawall, and more particularly, to a gravity-type seawall that includes a precast wall body and can contribute to a reduction in the amount of raw material used.

  The great tsunami caused by the 2011 off the Pacific coast of Tohoku Earthquake on March 11, 2011 caused significant damage to the Sanriku coastal area. Due to this great damage, restoration and maintenance of the seawalls are currently underway in the Sanriku coastal area.

  For restoration and maintenance of seawalls in the Sanriku coastal area, pile-type seawalls may be considered from the viewpoint of resistance to large tsunamis.

  However, the Sanriku coastal area has a complicated stratum structure, and hard ground such as rocks often appears near the surface. In such places, it is very difficult to place piles, and it is difficult to install pile-type seawalls.

  In such a case, it is unavoidable to consider a seawall with a structure other than the pile type, and a gravity seawall without a pile will emerge as a powerful option. Gravity-type seawalls without a pile are described in Patent Documents 1 and 2, for example.

  On the other hand, in the Sanriku coastal area, there is still a shortage of ready-mixed concrete, and it is desired to reduce the amount of live-container used at the site. However, the gravity-type seawall tends to increase the amount of live-container used at the site.

JP 2012-62750 A Japanese Patent Laying-Open No. 2015-229896

  This invention is made | formed in view of this condition, Comprising: It makes it a subject to provide the gravity-type seawall which can contribute to reduction of raw material consumption.

  This invention solves the said subject with the following gravity type seawalls.

  That is, the first aspect of the gravity-type seawall according to the present invention includes a foundation structure formed using cast-in-place concrete, and a wall through hole that is disposed above the foundation structure and penetrates in the in-plane direction. A gravitational tide embankment comprising a precast wall body having a wall sheath and a pipe on an inner surface of the wall body through-hole, and a core member connecting the foundation structure and the precast wall body, The structure has at least an upper opening hole opened upward, and an inner surface of the upper opening hole is provided with a protrusion or a pipe extending to a position above the upper surface of the foundation structure, and the precast wall body The protruding sheath or tube is inserted into the wall sheath or tube, the core material is inserted into the protruding sheath or tube, and the core material inserted into the protruding sheath or tube is above the upper end of the protruding sheath or tube. Stretched and inside the wall sheath It is inserted and reaches near the top end of the precast wall body, the projecting sheath or tube is integrated with the wall sheath sheath tube into which the projecting sheath or tube is inserted, and the core material is inserted with the core material. Further, the projecting sheath and the wall sheath sheath tube through which the core member is inserted are integrated, and the foundation structure has a horizontal direction in a substantially horizontal direction substantially orthogonal to the normal direction of the precast wall body. The horizontal skeleton member is connected to the projecting sheath and the pipe, and the basic structure further includes a first reinforcing bar extending in a substantially normal direction of the precast wall body in the base structure. A plurality of second reinforcing bars provided in a substantially horizontal direction substantially orthogonal to the normal direction of the precast wall body at a predetermined pitch A and extending in a substantially horizontal direction substantially orthogonal to the normal direction of the precast wall body are provided on the precast wall body. In the direction of the normal A plurality of the first reinforcing bars are provided at the predetermined pitch A at both a position above the upper end of the horizontal skeleton member and a position below the lower end of the horizontal skeleton member. A plurality of the second reinforcing bars are arranged at the predetermined pitch B both at a position above the upper end of the horizontal skeleton member and at a position below the lower end of the horizontal skeleton member. It is a gravity type seawall characterized by being arranged.

  Here, the normal direction of the precast wall body is an extension direction of the wall surface of the precast wall body, and is a direction in which the gravitational tide embankment extends (in many cases, a direction substantially along the coastline). That is. Hereinafter, the normal direction of the precast wall body may be simply referred to as a normal direction, and the horizontal direction orthogonal to the normal direction of the precast wall body may be referred to as a normal direction.

  In addition, the phrase “the horizontal skeleton member is connected to the protrusion or the tube” is not limited to the case where the horizontal skeleton member is directly connected to the protrusion or the tube. It is a concept including the case where the horizontal skeleton member is indirectly connected to the projecting portion or the tube via a member.

  The second aspect of the gravity type seawall according to the present invention has a foundation structure formed using cast-in-place concrete, and a wall body through-hole disposed above the foundation structure and penetrating in the in-plane direction. A gravity tide embankment comprising a plurality of precast wall bodies having wall sheaths and pipes on the inner surface of the wall body through-hole, and a core material connecting the foundation structure and the plurality of precast wall bodies, The foundation structure has at least an upper opening hole opened upward, and an inner surface of the upper opening hole is provided with a protrusion or a pipe extending to a position above the upper surface of the foundation structure, and the precast wall body Are stacked in the vertical direction so that the wall through-holes are connected to each other, and the wall sheath sheath tube of at least the lowermost precast wall body among the precast wall bodies stacked in the vertical direction is Protrusion The core material is inserted into the protrusion and the tube, and the core material inserted into the protrusion and the tube extends above the upper end of the protrusion and the tube, and the wall sheath It penetrates the inside of the tube and reaches the vicinity of the top end of the uppermost precast wall body of the precast wall body stacked in the vertical direction, and the projecting sheath or tube is inserted into the projecting sheath or tube. The core is integrated with the wall sheath and the core is integrated with the projecting sheath and tube into which the core is inserted, and the wall sheath and tube through which the core is inserted. And a horizontal skeleton member in a substantially horizontal direction substantially orthogonal to the normal direction of the precast wall body, the horizontal skeleton member being connected to the protruding sheath and the tube, In addition, the precast wall A plurality of first reinforcing bars extending in a substantially normal direction are provided at a predetermined pitch A in a substantially horizontal direction substantially orthogonal to the normal direction of the precast wall, and substantially horizontal that is substantially orthogonal to the normal direction of the precast wall. A plurality of second reinforcing bars extending in the direction are provided at a predetermined pitch B in a substantially normal direction of the precast wall, and the first reinforcing bars are positioned above the upper end of the horizontal skeleton member and the horizontal A plurality of the second reinforcing bars are arranged at both the predetermined pitch A at both positions below the lower end of the directional skeleton member, and the second rebar is positioned above the upper end of the horizontal skeleton member and the horizontal skeleton. A gravitational tide embankment characterized in that a plurality of them are arranged at the predetermined pitch B at both positions below the lower end of the member.

  The plurality of first reinforcing bars positioned above the upper end of the horizontal skeleton member are respectively opposed to the plurality of first reinforcing bars positioned below the lower end of the horizontal skeleton member in a substantially vertical direction. And the plurality of second reinforcing bars positioned above the upper end of the horizontal frame member are positioned below the lower end of the horizontal frame member. Are arranged substantially parallel so as to face each other in a substantially vertical direction, and are located above the upper end of the horizontal skeleton member and the first reinforcing bar located above the upper end of the horizontal skeleton member. Below the intersection X with the second rebar in the substantially vertical direction, the first rebar located below the lower end of the horizontal frame member and the lower end of the horizontal frame member are positioned below. Said second rebar The base structure has a plurality of third rebars having hooks at both ends so that the longitudinal direction thereof is substantially vertical, and the third rebar is It is preferable that the hooks at both ends of the hook are arranged to be hooked on the first reinforcing bar and the second reinforcing bar at the intersection X and the intersection Y.

  The foundation structure has a plurality of first band reinforcing bars closed in a substantially rectangular shape, and a plane including the first band reinforcing bars is a substantially vertical plane substantially parallel to the normal direction of the precast wall body. And the shape of the cut surface obtained by cutting the foundation structure at the plane including the first band reinforcing bar is substantially rectangular, and the first band reinforcing bar is arranged along four sides of the substantially rectangular cutting surface. It is arrange | positioned and it may be comprised so that both the upper bar of the said 1st strip reinforcement and the lower bar may become the said 1st reinforcement.

  Here, the shape of the cut surface obtained by cutting the basic structure on the plane including the first rebar is “substantially rectangular”. The contour of the figure in which most of the contour line of the cut surface can be determined to be a rectangle. If it is included in the line, it is a concept that it is “substantially rectangular”. This is a concept in which the shape is determined by ignoring the protruding portion or the like if the most part is included in the outline of a figure that can be determined to be a rectangle.

  In addition, the “plane including the first band reinforcing bar” is a plane including all four sides of the substantially rectangular figure formed by the first band reinforcing bar.

  The foundation structure has a plurality of second rebars closed in a substantially rectangular shape, and the plane including the second rebars is substantially orthogonal to the normal direction of the precast wall, The shape of the cut surface obtained by cutting the foundation structure on the plane including the second rebar is substantially rectangular, and the second rebar is arranged along the four sides of the substantially rectangular cut surface. In addition, both the upper and lower reinforcing bars of the second rebar may be configured as the second reinforcing bar.

  Here, the shape of the cut surface obtained by cutting the basic structure on the plane including the second rebar is “substantially rectangular”. The contour of the figure in which most of the outline of the cut surface can be determined to be a rectangle. If it is included in the line, it is a concept that it is “substantially rectangular”. For example, even if a part of the outline of the cut surface protrudes from a figure that can be determined as a rectangle, the outline of the cut surface This is a concept in which the shape is determined by ignoring the protruding portion or the like if the most part is included in the outline of a figure that can be determined to be a rectangle.

  In addition, the “plane including the second band reinforcing bar” is a plane including all four sides of the substantially rectangular figure formed by the second band reinforcing bar.

  A diaphragm is provided on the outer surface of a portion of the protruding sheath or tube embedded in the foundation structure so as to protrude in a substantially horizontal direction, and the horizontal skeleton member is attached to the diaphragm. May be.

  The protruding sheath or tube may be a steel pipe, the diaphragm may be a steel plate, and the horizontal frame member may be an I-shaped steel material.

  The core material may be a steel pipe.

  The core material may be a steel material manufactured by building up from a steel plate, or a shape steel.

  The gap between the protruding sheath or tube and the wall sheath or tube into which the protruding sheath or tube is inserted is filled with a grout material, and the gap between the core material and the protruding sheath or tube into which the core member is inserted is grouted. A gap between the core material and the wall body or tube through which the core material is inserted may be filled with a grout material.

  The precast wall body has wall thicknesses at both ends in the normal direction that are thicker than the wall thicknesses at other parts, and the wall body sheaths and tubes are provided at the both ends of the precast wall body. You may do it.

  The base structure may have a projecting portion projecting downward extending in a substantially normal direction of the precast wall body on a lower surface thereof.

  The gravity type seawall according to the present invention can contribute to the reduction of the amount of raw concrete used.

The side view which looked at the gravity type breakwater which concerns on embodiment of this invention from the direction where this gravity type breakwater extends II-II sectional view of FIG. The perspective view which shows the connection state of the protrusion sheath 26 and the horizontal frame | skeleton member 28 in the gravity type seawall 10 which concerns on embodiment of this invention. A plan view of the foundation structure 20 as viewed from above (a diagram showing a state of reinforcing bars arranged in the foundation structure 20) Side view of the foundation structure 20 viewed from the normal direction (a diagram showing the state of the reinforcing bars arranged in the foundation structure 20) Side view of the foundation structure 20 viewed from the normal direction (a diagram showing the state of the reinforcing bars arranged in the foundation structure 20) An enlarged vertical sectional view showing a part of the foundation structure 20 as seen from the normal direction (a diagram showing a state of a reinforcing bar arranged in the foundation structure 20) The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10 The figure which shows typically one process among the processes at the time of installing the gravity type seawall 10

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

  FIG. 1 is a side view of a gravity tide embankment according to an embodiment of the present invention as viewed from the direction in which the gravity tide embankment extends, and FIG. 2 is a cross-sectional view taken along the line II-II in FIG. The direction in which the gravity-type seawall according to the embodiment of the present invention extends is a normal direction that is the direction in which the precast wall 40 extends, and is often a direction substantially along the coastline. In addition, although the protrusion and the pipe | tube 26 cannot be visually observed from the outside, in FIG.1 and FIG.2, the protrusion and the pipe | tube 26 are drawn with the continuous line on account of illustration.

  The gravity type seawall 10 according to the present embodiment includes a foundation structure 20, a precast wall body 40 stacked in four stages, and a core member 50 that connects the foundation structure 20 and the precast wall bodies 40 stacked in four stages. , Provided.

  The foundation structure 20 is formed by using cast-in-place concrete 22 and has an upper opening hole 24 opened upward. The inner surface of the upper opening hole 24 extends to a position above the upper surface of the foundation structure 20. A projecting sheath or tube 26 is provided.

  Further, the foundation structure 20 includes a plurality of horizontal skeleton members 28 in a substantially horizontal direction substantially orthogonal to the normal direction of the precast wall body 40, and the two horizontal skeleton members 28 protrude from the sheath 26. Are arranged so as to be sandwiched in a substantially perpendicular direction.

  FIG. 3 is a perspective view showing a connection state between the protruding sheath and the pipe 26 and the horizontal skeleton member 28. As shown in FIG. 3, a diaphragm 27 is provided on the outer surface of a portion of the protruding sheath or tube 26 embedded in the foundation structure 20 so as to protrude in a substantially horizontal direction. Two horizontal skeletal members 28 are attached so as to sandwich the projection 26 and the tube 26 in a substantially normal direction.

  Since the horizontal skeleton member 28 is an I-shaped steel material and is arranged so that its longitudinal direction is substantially the normal direction, the external force received by the gravity tide breakwater 10 according to this embodiment from a large tsunami or the like The gravity-type seawall 10 according to the present embodiment is an important member for exerting the function as a seawall.

  The precast wall body 40 is disposed above the foundation structure 20, has a wall body through hole 42 penetrating in the in-plane direction, and has a wall body sheath tube 44 on the inner surface of the wall body through hole 42. As shown in FIG. 2, the precast wall body 40 has wall thicknesses at both ends in the normal direction that are thicker than the wall thicknesses at other portions. 44 is provided. The precast wall body 40 has a thick wall thickness only at both ends where the wall body sheath and the tube 44 are provided, and the wall thickness is not thick at other portions, so that the weight of the entire precast wall body 40 may increase. It is suppressed.

  The precast wall body 40 is stacked in four stages in the vertical direction so that the wall body through-holes 42 are connected to each other, and the wall body of at least the lowermost precast wall body 40 among the precast wall bodies 40 stacked in the vertical direction. A protruding sheath 26 is inserted into the sheath tube 44, and a core member 50 is inserted into the protruding sheath 26.

  Further, the precast wall body 40 is arranged so that the outer surface that directly receives the assumed external force is directed to the assumed traveling direction of the external force (for example, the direction in which a large tsunami is expected to travel). In the gravity type seawall 10 according to the present embodiment, the left side of FIG. 2 is the sea side. As shown in FIG. 2, by arranging a plurality of gravity-type seawalls 10 so as to be continuous in the horizontal direction, for example, a seawall extending along the coastline can be constructed.

  The core member 50 inserted into the protruding sheath 26 is a precast wall that extends upward from the upper end of the protruding sheath 26 and passes through the inside of the wall sheath 44 and is stacked in four stages in the vertical direction. It has reached the vicinity of the top end of 40 uppermost precast wall bodies 40.

  The gap between the protruding sheath 26 and the wall sheath tube 44 into which the protruding sheath 26 is inserted is filled and integrated with a grout material, and the core member 50 and the protruding sheath 26 into which the core member 50 is inserted. The gap between the core material 50 and the wall body sheath tube 44 through which the core material 50 is inserted is integrated with the grout material. Thereby, the foundation structure 20 and the precast wall body 40 piled up in four steps are integrated, and the gravity-type seawall 10 which concerns on this embodiment is comprised.

  In the gravity-type seawall 10 according to the present embodiment, the horizontal section of the connecting portion between the foundation structure 20 and the lowermost precast wall body 40 includes a protruding sheath 26, a wall sheath sheath 44, and a core member 50. Since there is a large amount of steel material, the base structure 20 and the precast can be connected to the connecting portion between the base structure 20 and the lowermost precast wall 40 without increasing the thickness of the precast wall 40. Stress transmission between the wall body 40 is sufficiently performed.

  The core member 50 has a role of connecting the base structure 20 and the precast wall body 40 stacked in four stages. The material and shape of the core material 50 are not particularly limited as long as the core material 50 has sufficient cross-sectional force transmission ability to connect the foundation structure 20 and the precast wall body 40 stacked in four stages. For example, a steel pipe can be used. Specifically, for example, a steel material or a shape steel produced by building up from a steel plate can be used. When a steel material or a shape steel manufactured by building up from a steel plate is used for the core material 50, the cross-sectional shape thereof is not particularly limited. For example, a steel material having a H-shaped cross section can be used. Further, the core member 50 may not be formed of only one member, and a plurality of members can be connected by welding or mechanical joining as long as the assumed cross-sectional force can be sufficiently transmitted. It may be made.

  As shown in FIG. 1, the foundation structure 20 has, on its lower surface, a protruding portion 30 that protrudes downward and extends in a substantially normal direction of the precast wall body 40. The protruding portion 30 is a precast wall. Located below the body 40. The protrusion 30 exhibits a function of preventing sliding when the gravity-type seawall 10 according to the present embodiment receives an external force such as a large tsunami.

  Further, in the gravity type seawall 10 according to the present embodiment described above, the precast wall 40 is configured to be stacked in four stages in the vertical direction, but the number of stages in which the precast wall 40 is stacked is limited to four. Instead, it may be 1 to 3 stages, or 5 or more stages, depending on the installation location and required performance.

  The gravity type seawall 10 according to the present embodiment has been described above. However, in the gravity type seawall 10 according to the present embodiment, the basic structure 20 includes various reinforcing bars inside. Since the cast-in-place concrete 22 is firmly integrated and the cast-in-place concrete 22 functions as a structural member, the basic structure 20 of the gravity tide breakwater 10 according to the present embodiment is significant. Will be described in more detail.

  4-7 is drawing which shows the state of the reinforcing bar arrange | positioned in the foundation structure 20, FIG. 4 is a top view of the foundation structure 20 seen from upper direction, FIG. 5 was seen from the normal direction. FIG. 6 is a side view of the foundation structure 20, FIG. 6 is a side view of the foundation structure 20 viewed from the normal direction, and FIG. 7 is an enlarged vertical cross-sectional view illustrating a part of the foundation structure 20 viewed from the normal direction. FIG.

  As shown in FIGS. 4 to 7, the foundation structure 20 further includes a plurality of first and second band rebars 32 and 34 each closed in a substantially rectangular shape. 32 is arranged so that the plane including the first rebar 32 is a substantially vertical plane substantially parallel to the normal direction of the precast wall 40, and the second rebar 34 is the second band The plane including the reinforcing bars 34 is arranged so as to be substantially orthogonal to the normal direction of the precast wall body 40.

  Further, as shown in FIG. 5, the extending direction of the long side of the first strip reinforcing bar 32 closed in a substantially rectangular shape is a substantially horizontal direction, and the extending direction of the short side is a substantially vertical direction. The reinforcing bars 32 are arranged inside the basic structure 20 so as to be along four sides of a substantially rectangular cut surface obtained by cutting the basic structure 20 along a plane including the first band reinforcing bars 32. A plurality of the first band reinforcing bars 32 are arranged at a predetermined pitch A (for example, 300 mm) in the substantially normal direction. The first rebar 32 can be configured by combining a plurality of reinforcing bars having hooks at the ends and a reinforcing bar joint such as a lap joint. Of course, you may make it comprise the 1st strip reinforcement 32 by one rebar.

  In addition, as shown in FIG. 6, the extending direction of the long side of the second rebar 34 closed in a substantially rectangular shape is a substantially horizontal direction, the extending direction of the short side is a substantially vertical direction, and the second band The reinforcing bars 34 are arranged inside the basic structure 20 along the four sides of a substantially rectangular cut surface obtained by cutting the basic structure 20 along a plane including the second belt reinforcing bars 34. A plurality of second rebars 34 are arranged at a predetermined pitch B (for example, 200 mm) in a substantially normal direction. Note that the second band reinforcing bar 34 can be configured by combining a plurality of reinforcing bars having hooks at end portions and reinforcing bar joints such as lap joints. Of course, you may make it comprise the 2nd strip reinforcement 34 by one rebar.

  The first rebar 32 is disposed so as to include the horizontal skeleton member 28 when viewed from the normal direction, and the second rebar 34 is horizontally disposed therein when viewed from the normal direction. It arrange | positions so that the direction frame | skeleton member 28 may be included.

  When the reinforcing bar on the upper side of the first band reinforcing bar 32 is the first reinforcing bar 32A and the reinforcing bar on the lower side of the first band reinforcing bar 32 is the first reinforcing bar 32B, the foundation structure 20 is from the upper end of the horizontal skeleton member 28. Is provided with a plurality of first reinforcing bars 32A extending in a substantially normal direction at a predetermined pitch A (for example, 300 mm) in a substantially normal direction, and positioned below the lower end of the horizontal skeleton member 28. A plurality of first reinforcing bars 32B extending in a substantially normal direction are provided at a predetermined pitch A (for example, 300 mm) in a substantially normal direction.

  Further, if the reinforcing bar on the upper side of the second band reinforcing bar 34 is the second reinforcing bar 34A and the reinforcing bar on the lower side of the second band reinforcing bar 34 is the second reinforcing bar 34B, the foundation structure 20 has the horizontal skeleton member 28 of the horizontal skeleton member 28. A plurality of second reinforcing bars 34A positioned above the upper end and extending in a substantially normal direction are provided at a predetermined pitch B (for example, 200 mm) in a substantially normal direction, and are positioned below the lower end of the horizontal skeleton member 28. Thus, a plurality of second reinforcing bars 34B extending in a substantially normal direction are provided at a predetermined pitch B (for example, 200 mm) in a substantially normal direction.

  Also, the plurality of first reinforcing bars 32A positioned above the upper end of the horizontal skeleton member 28 respectively opposes the plurality of first reinforcing bars 32B positioned below the lower end of the horizontal skeleton member 28 in a substantially vertical direction. The plurality of second reinforcing bars 34 </ b> A that are disposed substantially parallel to each other and located above the upper end of the horizontal skeleton member 28 are arranged to be lower than the lower end of the horizontal skeleton member 28. It arrange | positions substantially parallel so that it may respectively oppose with the reinforcing bar 34B in the substantially perpendicular direction.

  Therefore, below the intersection X between the first rebar 32A located above the upper end of the horizontal skeleton member 28 and the second rebar 34A located above the upper end of the horizontal skeleton member 28 in the substantially vertical direction. Is located at the intersection Y between the first reinforcing bar 32B positioned below the lower end of the horizontal skeleton member 28 and the second reinforcing bar 34B positioned below the lower end of the horizontal skeleton member 28.

  The foundation structure 20 includes a plurality of third rebars 36 having hooks 36A and 36B at both ends so that the longitudinal direction thereof is substantially vertical, and the third rebar 36 has an upper end portion thereof. The hook 36A is hooked to the first reinforcing bar 32A and the second reinforcing bar 34A at the intersection point X, and the hook 36B at the lower end of the hook 36A is hooked to the first reinforcing bar 32B and the second reinforcing bar 34B at the intersection point Y. Hooked and placed. The third reinforcing bar 36 functions as a shear reinforcing bar.

  Further, the core structure 20 is provided with a guard rebar 38 in the vicinity of the side surface substantially parallel to the normal direction so that the longitudinal direction is substantially the normal direction, and in the vicinity of the side surface substantially parallel to the normal direction. In addition, the guard rebars 39 are arranged so that the longitudinal direction is substantially the normal direction. The guard reinforcing bars 38 and 39 suppress the occurrence of cracks on the side surfaces of the foundation structure 20.

  Although the foundation structure 20 is formed using the cast-in-place concrete 22, as described above, the horizontal skeleton member 28, the first band reinforcing bar 32 (the first band reinforcing bar) are provided inside the foundation structure 20. 32 includes the first reinforcing bars 32A and 32B), the second reinforcing bar 34 (the second reinforcing bar 34 includes the second reinforcing bars 34A and 34B), and the third reinforcing bar 36 (shear reinforcement). And the core reinforcing bars 38 and 39 are arranged, the in-situ concrete 22 of the foundation structure 20 is firmly integrated, and the in-situ concrete 22 functions as a structural member. The weight of the cast-in-place concrete 22 can be included in the weight of the gravity-type seawall 10 according to this embodiment. This is a major feature of the gravity type seawall 10 according to the present embodiment.

  Here, as a non-gravity type dike body, a pile type dike body using a precast footing and a precast wall body exists as a known technique (for example, Japanese Patent No. 5333001), and this known technique is a pile type In some cases, the space between the precast footings may be filled with in-situ concrete, but this in-situ concrete is placed between the precast footings for the purpose of preventing scouring. It is not functioning as a structural member, and cannot be included in the weight of the pile-type dam body.

  On the other hand, in the gravity type seawall 10 according to the present embodiment, the cast-in-place concrete 22 that forms the foundation structure 20 located below the precast wall 40 functions as a structural member as described above. The total weight of the cast-in-place concrete 22 can be included in the weight of the gravity type seawall 10. For this reason, even if it does not increase the weight of the precast wall body 40 which comprises the upper structure of the gravity type seawall 10 which concerns on this embodiment (As mentioned above, in the gravity type seawall 10 which concerns on this embodiment, precast The connection between the wall body 40 and the foundation structure 20 employs a devised connection structure, and it is not necessary to increase the wall thickness of the lowermost precast wall body 40 as compared to the upper stage precast wall body 40. In addition, since the wall thickness of the precast wall body 40 is thick only at both ends where the wall body sheath and the tube 44 are provided, the total weight of the precast wall body 40 constituting the upper structure is not increased.) The gravity type seawall 10 according to the present embodiment can sufficiently exhibit the function as a gravity type seawall.

  That is, in the gravity-type seawall 10 according to the present embodiment, the total weight of the on-site concrete 22 is included as the weight of the gravity-type seawall 10 by devising so that the on-site concrete 22 functions as a structural member. Therefore, even if the weight of the precast wall 40 constituting the upper structure of the gravity-type seawall 10 is not increased, the function as the gravity-type seawall can be exhibited. ing. Therefore, in the gravity type seawall 10 according to the present embodiment, since the weight of the precast wall body 40 can be reduced, it is easy to adopt the precast wall body in the upper structure even in the case of the gravity type seawall. (If the weight of the precast wall body 40 cannot be reduced and the weight of the precast wall body 40 is increased, the workability when the precast wall body 40 is lifted and installed becomes worse. Is difficult to adopt.).

  In other words, even if the gravity-type seawall 10 according to the present embodiment is a gravity-type seawall, it is not necessary to increase the weight of the upper structure, and therefore, the adoption of a precast wall body for the upper structure is promoted. This can contribute to a reduction in the amount of raw food used.

  Next, an example of the installation procedure of the gravity type seawall 10 will be described. In the description of the gravity-type seawall 10 so far, the description has been made assuming that the precast wall body 40 is stacked in four stages. However, in the following explanation of an example of the installation procedure of the gravity-type seawall 10, The description will be made assuming that the wall bodies 40 are stacked in three stages. When installing the gravity-type seawall 10, for example, construction can be performed in the following procedure.

(1) At the planned installation point of the gravity-type seawall 10, the existing objects that obstruct the installation of the gravity-type seawall 10 are removed.

(2) Abandoned concrete 80 is laid at the planned installation point of the gravity-type seawall 10 (see FIG. 8).

(3) The projecting sheath 26 and the horizontal frame member 28 (see FIG. 3) connected via the diaphragm 27 are discarded and installed on the concrete 80 (see FIG. 9).

(4) The reinforcing bars to be arranged in the foundation structure 20 are arranged and the formwork 82 is assembled (see FIG. 10).

(5) Placing raw concrete and constructing the foundation structure 20 (see FIG. 11).

(6) Backfill is performed (see FIG. 12).

(7) The core material 50 is lifted by the crane 84 to install the core material 50 (see FIG. 13).

(8) The grout material is filled in the gap between the core material 50 and the protrusion into which the core material 50 is inserted or the tube 26 (see FIG. 14).

(9) The first-stage precast wall body 40 is carried in and lifted by the crane 84 to install the first-stage precast wall body 40 (see FIG. 15).

(10) Grout material is filled in the gap between the protruding sheath 26 and the wall sheath tube 44 into which the protruding sheath 26 is inserted, and the wall sheath sheath 44 and the core material of the first-stage precast wall body 40 are filled. The grout material is filled in the gap with 50 (see FIG. 16).

(11) The second-stage precast wall body 40 is carried in and lifted by the crane 84 to install the second-stage precast wall body 40 (see FIG. 17).

(12) The grout material is filled in the gap between the wall sheath of the second-stage precast wall body 40 and the pipe 44 and the core material 50 (see FIG. 18).

(13) The third-stage precast wall body 40 is carried in and lifted by the crane 84 to install the third-stage precast wall body 40 (see FIG. 19).

(14) The grout material is filled in the space between the wall sheath of the third-stage precast wall body 40 and the pipe 44 and the core material 50 (see FIG. 20).

(15) Raise as necessary (see FIG. 21).

  The grout material to be filled is sufficiently connected to transmit the assumed cross-sectional force, and the foundation structure 20 and the precast wall body 40 stacked in three stages are sufficiently integrated. If it is, it will not specifically limit, For example, a cement (mortar) type grout material, a glass type grout material, a synthetic resin type grout material etc. can be used.

  In the above description, the grout material is filled each time the precast wall body 40 at each stage is installed. However, the filling time of the grout material when the precast wall body 40 is installed in a plurality of stages is not particularly limited. Alternatively, a plurality of stages of grout materials may be filled at once after the precast wall body 40 is stacked in a plurality of stages.

  By constructing as described above, the gravity type seawall 10 according to the present embodiment can be obtained.

  By repeatedly performing such construction, a plurality of gravity-type seawalls 10 are arranged so as to be continuous in the horizontal direction (see, for example, FIG. 2), and for example, a gravity-type seawall that extends along the coastline can be constructed it can.

DESCRIPTION OF SYMBOLS 10 ... Gravity type seawall 20 ... Foundation structure 22 ... Cast-in-place concrete 24 ... Upper opening hole 26 ... Protruding sheath 27 ... Diaphragm 28 ... Horizontal frame | skeleton member 30 ... Protruding part 32 ... 1st strip reinforcement 32A, 32B ... No. 1 rebar 34 ... second belt rebar 34A, 34B ... second rebar 36 ... third rebar 36A, 36B ... hook 38, 39 ... heart rebar 40 ... precast wall body 42 ... wall body through hole 44 ... wall body Saddle pipe 50 ... Core material 80 ... Discarded concrete 82 ... Formwork 84 ... Crane X, Y ... Intersection

Claims (12)

A foundation structure formed using cast-in-place concrete;
A precast wall body disposed above the foundation structure, having a wall body through hole penetrating in an in-plane direction, and having a wall body sheath and a tube on an inner surface of the wall body through hole;
A core material connecting the foundation structure and the precast wall; and
Gravity type seawall with
The base structure has at least an upper opening hole opened upward, and an inner surface of the upper opening hole is provided with a protrusion or a pipe extending to a position above the upper surface of the base structure,
The projecting sheath or tube is inserted into the wall sheath or tube of the precast wall body, and the core material is inserted into the projecting sheath or tube.
The core material inserted into the protruding sheath or pipe extends upward from the upper end of the protruding sheath or pipe, passes through the interior of the wall sheath pipe and reaches the vicinity of the top end of the precast wall body. ,
The projecting sheath or tube is integrated with the wall sheath sheath tube into which the projecting sheath or tube is inserted, and the core member is the projecting sheath tube into which the core member is inserted and the wall sheath sheath through which the core member is inserted. Integrated with the tube,
The foundation structure includes a horizontal skeleton member in a substantially horizontal direction substantially orthogonal to a normal direction of the precast wall,
The horizontal frame member is connected to the projecting sheath or tube;
The basic structure further includes a plurality of first reinforcing bars extending in a substantially normal direction of the precast wall body at a predetermined pitch A in a substantially horizontal direction substantially orthogonal to the normal direction of the precast wall body, A plurality of second reinforcing bars extending in a substantially horizontal direction substantially perpendicular to the normal direction of the precast wall body at a predetermined pitch B in the substantially normal direction of the precast wall body;
A plurality of the first reinforcing bars are arranged at the predetermined pitch A at both a position above the upper end of the horizontal skeleton member and a position below the lower end of the horizontal skeleton member, respectively. A plurality of reinforcing bars 2 are arranged at the predetermined pitch B at both a position above the upper end of the horizontal skeleton member and a position below the lower end of the horizontal skeleton member. Gravity type seawall. A foundation structure formed using cast-in-place concrete;
A plurality of precast wall bodies arranged above the foundation structure, having wall body through holes penetrating in an in-plane direction, and having wall body sheaths and pipes on the inner surface of the wall body through holes;
A core material connecting the foundation structure and the plurality of precast walls; and
Gravity type seawall with
The base structure has at least an upper opening hole opened upward, and an inner surface of the upper opening hole is provided with a protrusion or a pipe extending to a position above the upper surface of the base structure,
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 protrusion or tube is inserted into the tube, and the core material is inserted into the protrusion or tube,
The precast wall body in which the core material inserted into the projecting sheath or pipe extends upward from the upper end of the projecting sheath or pipe, passes through the inside of the wall sheath sheath pipe, and is stacked in a vertical direction. Reaching the top of the precast wall at the top of the
The projecting sheath or tube is integrated with the wall sheath sheath tube into which the projecting sheath or tube is inserted, and the core member is the projecting sheath tube into which the core member is inserted and the wall sheath sheath through which the core member is inserted. Integrated with the tube,
The foundation structure includes a horizontal skeleton member in a substantially horizontal direction substantially orthogonal to a normal direction of the precast wall,
The horizontal frame member is connected to the projecting sheath or tube;
The basic structure further includes a plurality of first reinforcing bars extending in a substantially normal direction of the precast wall body at a predetermined pitch A in a substantially horizontal direction substantially orthogonal to the normal direction of the precast wall body, A plurality of second reinforcing bars extending in a substantially horizontal direction substantially perpendicular to the normal direction of the precast wall body at a predetermined pitch B in the substantially normal direction of the precast wall body;
A plurality of the first reinforcing bars are arranged at the predetermined pitch A at both a position above the upper end of the horizontal skeleton member and a position below the lower end of the horizontal skeleton member, respectively. A plurality of reinforcing bars 2 are arranged at the predetermined pitch B at both a position above the upper end of the horizontal skeleton member and a position below the lower end of the horizontal skeleton member. Gravity type seawall. The plurality of first reinforcing bars positioned above the upper end of the horizontal skeleton member are respectively opposed to the plurality of first reinforcing bars positioned below the lower end of the horizontal skeleton member in a substantially vertical direction. And the plurality of second reinforcing bars positioned above the upper end of the horizontal frame member are positioned below the lower end of the horizontal frame member. Are arranged substantially parallel so as to face each other in a substantially vertical direction, and are located above the upper end of the horizontal skeleton member and the first reinforcing bar located above the upper end of the horizontal skeleton member. Below the intersection X with the second rebar in the substantially vertical direction, the first rebar located below the lower end of the horizontal frame member and the lower end of the horizontal frame member are positioned below. Said second rebar Intersection Y of is positioned,
The foundation structure includes a plurality of third rebars having hooks at both ends so that the longitudinal direction thereof is substantially vertical, and the third rebar includes the hooks at both ends thereof. The gravity-type tide embankment according to claim 1 or 2, wherein the gravity-type seawall is hooked on the first reinforcing bar and the second reinforcing bar at the intersection point X and the intersection point Y. The foundation structure has a plurality of first band reinforcing bars closed in a substantially rectangular shape, and a plane including the first band reinforcing bars is a substantially vertical plane substantially parallel to the normal direction of the precast wall body. And the shape of the cut surface obtained by cutting the foundation structure at the plane including the first band reinforcing bar is substantially rectangular, and the first band reinforcing bar is arranged along four sides of the substantially rectangular cutting surface. Has been placed,
The gravity-type seawall according to any one of claims 1 to 3, wherein both the upper and lower reinforcing bars of the first strip reinforcing bar are the first reinforcing bars. The foundation structure has a plurality of second rebars closed in a substantially rectangular shape, and the plane including the second rebars is substantially orthogonal to the normal direction of the precast wall, The shape of the cut surface obtained by cutting the foundation structure on the plane including the second rebar is substantially rectangular, and the second rebar is arranged along the four sides of the substantially rectangular cut surface. And
The gravity-type seawall according to any one of claims 1 to 4, wherein both the upper and lower reinforcing bars of the second belt reinforcing bar are the second reinforcing bars.   A diaphragm is provided on the outer surface of a portion of the protruding sheath or tube embedded in the foundation structure so as to protrude in a substantially horizontal direction, and the horizontal skeleton member is attached to the diaphragm. The gravity type seawall according to any one of claims 1 to 5.   The gravity type seawall according to claim 6, wherein the protruding sheath is a steel pipe, the diaphragm is a steel plate, and the horizontal skeleton member is an I-shaped steel material.   The gravity type seawall according to any one of claims 1 to 7, wherein the core material is a steel pipe.   The gravity type seawall according to any one of claims 1 to 7, wherein the core material is a steel material manufactured by building up from a steel plate or a shape steel.   A gap between the protruding sheath and the tube and the wall sheath and tube into which the protruding sheath and the tube are inserted is filled with a grout material. 10. A grout material is filled in a gap between the core material and the wall sheath or tube through which the core material is inserted. Gravity type seawall.   The precast wall body has wall thicknesses at both ends in the normal direction that are thicker than the wall thicknesses at other parts, and the wall body sheaths and tubes are provided at the both ends of the precast wall body. The gravity type seawall according to any one of claims 1 to 10.   The gravitational type according to any one of claims 1 to 11, wherein the foundation structure has, on its lower surface, a downward projecting portion that extends in a substantially normal direction of the precast wall body. Seawall.