JP6977688B2 - Precast footing for embankments and embankments - Google Patents

Description

The present invention relates to a levee body and precast footing for a levee body, and more particularly, the present invention includes a precast wall body (hereinafter referred to as a precast wall body), and depending on conditions such as the height of the levee body. The present invention relates to a levee body and precast footing for a levee body, which can make the wall thickness of the precast wall body thinner than before.

In response to the great damage caused by the large tsunami caused by the 2011 off the Pacific coast of Tohoku Earthquake that occurred on March 11, 2011, the technology for constructing a bank body to prevent or mitigate the damage caused by the large tsunami in a short construction period. Development is urgent, and several new embankments have already been proposed.

For example, Patent Document 1 discloses a technique in which at least a wall body is precast among footing and a wall body.

The bank body 210 described in Patent Document 1 is a precast wall as shown in FIG. 15 (side view of the bank body 210 viewed from the normal direction) and FIG. 16 (vertical end view of the footing 214 of the bank body 210). A wall connecting steel pipe 220 for connecting the body 216 and the footing 214 is provided, the footing 214 has an upper opening hole 214X, and the inner surface of the upper opening hole 214X is provided with a protrusion or a pipe 214A, and the footing 214 has an upper opening hole 214X. The lower opening hole 214Y is provided at intervals in a direction substantially orthogonal to the normal direction of the precast wall body 216 with respect to the upper opening hole 214X, and a pile pod 214B is provided on the inner surface of the lower opening hole 214Y. A protrusion or pipe 214A is inserted into the wall sheath pipe 216A of the precast wall body 216, and a steel pipe 220 for connecting the wall is inserted into the protrusion or pipe 214A to integrate the steel pipe pile. The 212 is integrated by being inserted into the pile sheath pipe 214B, and further, the direct connecting steel materials 214C and 214D for connecting the protrusion and the pipe 214A and the pile sheath pipe 214B are provided in the footing 214. It is a bank body.

The embankment body 210 described in Patent Document 1 is located upward from the footing 214 at the connecting portion between the footing 214 and the precast wall body 216 (the region where the cross-sectional force generated when an external force such as a large tsunami is received is maximum). A triple pipe structure consisting of a protruding protrusion and pipe 214A, a wall sheath pipe 216A, and a steel pipe 220 for connecting walls is used, and stable resistance to a large tsunami can be exhibited. There is. In FIG. 15, the region shown as the joint portion 216C is the region of the triple pipe structure.

On the other hand, the levee body described in Patent Document 1 tends to be cost-effective for a large levee body having a high wall height, but a medium-sized levee body whose wall height is not so high or a low wall height. For small embankments, the cost tends to be higher.

Japanese Patent No. 5339001

The reason for this is that in medium-sized embankments where the wall height is not so high and small embankments where the wall height is low, it is often not necessary to make the lower end of the wall body a triple pipe structure due to stress, and the inside of the footing. In the design of the joint between the directly connected steel material placed in the pod and the protrusion and the pipe, the protrusion and the pipe thickness are stressed by the plate thickness regulation of the pod pipe (1/50 or more of the pod diameter). This is because it is often excessive than the required thickness. In addition, it is necessary to take a certain clearance (about 50 to 100 mm) between each steel pipe of the triple pipe structure, and for this reason, regardless of the magnitude of the stress generated at the lower end of the wall body, the wall body sheath pipe is the most. This is because the small diameter becomes larger than a certain size, and it is difficult to reduce the wall thickness of the precast wall body.

The present invention has been made in view of this point, and is applicable to a bank body and the bank body that can be constructed in a short construction period with good workability without using a triple pipe structure at the lower end of the wall body. The subject is to provide precast footing for embankments.

The present invention solves the above-mentioned problems by the following embankment body and precast footing for embankment body.

That is, the first aspect of the embankment body according to the present invention is a precast having a steel pipe pile, a footing supported by the steel pipe pile, and a wall body through hole arranged above the footing and penetrating in the in-plane direction. A bank body provided with a wall body, further comprising a wall body connecting steel material for connecting the precast wall body and the footing, and the footing extends to a position above the upper surface of the footing. The footing is provided with a protruding steel material, and the footing has at least a downward opening hole opened downward with a space substantially orthogonal to the normal direction of the precast wall body with respect to the protruding steel material when viewed from above. A pile sheath pipe is provided on the inner surface of the lower opening hole, and the wall body connecting steel material is joined to the protruding steel material so as to extend upward to the wall body through hole of the precast wall body. Is inserted into at least one of the protruding steel material and the wall body connecting steel material, and the above-mentioned is inserted between at least one of the protruding steel material and the wall body connecting steel material and the inner surface of the wall body through hole. A gap material is arranged so that a horizontal force can be transmitted between at least one of the protruding steel material and the wall body connecting steel material and the inner surface of the wall body through hole, and the steel pipe pile is the pile sheath pipe. The pile pod pipe and the steel pipe pile inserted into the pile pod pipe are integrated with each other, and further, a directly connected steel material that connects between the protruding steel material and the pile pod pipe. Is a bank body characterized in that is provided in the footing.

Here, in the present application, words such as "upper" and "lower", "upper end", and "lower end" whose vertical direction is included in the concept are used as a levee body or a constituent member of the levee body. The vertical direction shall be judged based on the state.

Further, the steel pipe pile in the present application is formed not only by a steel pipe pile having a total length of a steel pipe, but also by a steel pipe at the upper end (head) and a member other than the steel pipe (for example, a member made of concrete) below the steel pipe. It shall also include piles that look like concrete pipes.

Further, 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 embankment body extends (in many cases, it is a direction substantially along the coastline). ..

Further, the "normally connected steel material" is a steel material that connects members in a direction substantially orthogonal to the normal direction of the precast wall body (direction in which the embankment body extends).

Further, "the pile sheath pipe and the steel pipe pile inserted into the pile sheath pipe are integrated" means that the pile sheath pipe and the steel pipe pile inserted into the pile sheath pipe are integrated. It means that the axial force, shearing force and bending moment can be transmitted between them. A structure equipped with a shear resistance mechanism (shear key joining mechanism) in which a concave (or convex) portion is formed and a filler such as a grout material is filled between the outer surface of the steel pipe pile and the inner surface of the pile sheath. be.

A second aspect of the embankment according to the present invention has a steel pipe pile, a footing supported by the steel pipe pile, and a wall hole arranged above the footing and extending in the in-plane direction and opening only downward. A bank body provided with a precast wall body, further comprising a wall body connecting steel material for connecting the precast wall body and the footing, and the footing extends to a position above the upper surface of the footing. The footing is provided with a protruding steel material, and the footing has at least a downward opening hole opened at least in a direction substantially orthogonal to the normal direction of the precast wall body with respect to the protruding steel material when viewed from above. A pile sheath pipe is provided on the inner surface of the lower opening hole, and the protruding steel material is joined to the wall body connecting steel material so as to extend upward to the wall body hole of the precast wall body. Is inserted into at least one of the protruding steel material and the wall connecting steel material, and the protruding steel material and the wall connecting steel material are between at least one of the protruding steel material and the wall connecting steel material and the inner surface of the wall hole. A gap material is arranged so that a horizontal force can be transmitted between at least one of the steel material and the wall body connecting steel material and the inner surface of the wall body hole, and the steel pipe pile is inserted into the pile pod. The pile pod pipe and the steel pipe pile inserted into the pile pod pipe are integrated, and the directly connected steel material connecting the protruding steel material and the pile pod pipe is described above. It is a bank body characterized by being provided in the footing.

A third aspect of the embankment according to the present invention is a steel pipe pile, a footing supported by the steel pipe pile, and a plurality of precasts arranged above the footing and having a wall through hole penetrating in the in-plane direction. A ridge body provided with a wall body, further comprising a plurality of the precast wall bodies and a wall body connecting steel material for connecting the footings, and the footings extend to a position above the upper surface of the footings. The footing is provided with a protruding steel material, and the footing is spaced at least in a direction substantially orthogonal to the normal direction of the precast wall body with respect to the protruding steel material, when the lower opening hole opened downward is viewed from above. A pile sheath pipe is provided on the inner surface of the lower opening hole, the protruding steel material is joined to the wall body connecting steel material so as to extend upward, and the precast wall body is the wall body. A plurality of through holes are stacked in the vertical direction so as to be connected to each other, and at least one of the protruding steel material and the wall body connecting steel material is inserted into the wall body through hole of the precast wall body to connect the wall bodies. The steel material reaches the vicinity of the top end of the precast wall body at the uppermost stage of the precast wall body in which a plurality of steel materials are stacked in the vertical direction, and at least one of the protruding steel material and the wall body connecting steel material and the wall body through hole. A gap material is arranged between the inner surface of the wall body and the protruding steel material and at least one of the wall body connecting steel materials so that a horizontal force can be transmitted between the inner surface of the wall body through hole. The steel pipe pile is inserted into the pile sheath pipe, and the pile sheath pipe and the steel pipe pile inserted into the pile sheath pipe are integrated, and further, the protruding steel material and the pile sheath pipe It is a bank body characterized in that a directly connected steel material connecting between the piles is provided in the footing.

A fourth aspect of the embankment according to the present invention is that, in the embankment of the third aspect, the uppermost precast wall among the plurality of vertically stacked precast walls is in-plane. It is a bank body characterized by being replaced with a precast wall body having a wall body hole that extends and opens only downward.

In the third or fourth aspect of the embankment according to the present invention, the upper end of the wall connecting steel material is the height of the uppermost precast wall among the plurality of stacked precast walls in the vertical direction. It is preferable to reach a height position of one half or more of the above.

As the gap material, for example, a grout material may be used.

A grout material may be filled in the gap between the pile sheath pipe and the steel pipe pile inserted into the pile sheath pipe.

When there are a plurality of the pile pods, the protruding steel material and the plurality of pile pods are arranged at intervals in a direction substantially orthogonal to the normal direction of the precast wall body when viewed from above. Moreover, when viewed from above, the protruding steel material may be configured to be located between the pile pods and pipes arranged in a direction substantially orthogonal to the normal direction of the precast wall body.

When there are a plurality of the pile pods, the protruding steel material and the plurality of pile pods are arranged at intervals in a direction substantially orthogonal to the normal direction of the precast wall body when viewed from above. Moreover, when viewed from above, the protruding steel material may be configured so as not to be located between the pile pods and pipes arranged in a direction substantially orthogonal to the normal direction of the precast wall body. In this configuration, at least two of the pile pods and pipes are located in a direction substantially orthogonal to the normal direction of the precast wall and adjacent to each other when viewed from above. If they match, it seems that the footing is further provided with a directly connected steel material that is connected between the pile pods and pipes that are adjacent to each other but not connected to the protruding steel material. It may be configured as.

The directly connected steel material may be manufactured by building up from a steel plate.

When there are a plurality of the pile pods, at least two of the pile pods are arranged at intervals in the substantially normal line direction of the precast wall when viewed from above. A steel material connecting between the pile pods and pipes adjacent to each other among at least two pile pods and pipes arranged in the substantially normal direction is further provided in the footing. It may be configured.

The steel material for connecting the wall body may be a ready-made shaped steel.

The wall body connecting steel material may be manufactured by building up from a steel plate.

The wall body connecting steel material may have an H-shaped cross section.

The footing may be a precast member.

The precast wall body may be configured to be provided with the wall body through holes at both ends.

A wall sheath tube may be provided on the inner surface of the wall through hole.

The precast footing for a bank body according to the present invention is a precast footing for a bank body provided with a protruding steel material extending to a position above the upper surface, and the precast footing for the bank body is used as a constituent member of the bank body. In the state, the precast footing for the embankment has at least a lower opening hole opened downward at a distance in a direction substantially orthogonal to the normal direction of the wall of the embankment with respect to the protruding steel material when viewed from above. The inner surface of the lower opening hole is provided with a scabbard for piles, and further, a directly connected steel material for connecting between the protruding steel material and the scabbard for piles is provided inside. It is a precast footing for the embankment that is characterized by this.

According to the embankment body and the precast footing for the embankment body according to the present invention, it is possible to construct the embankment body in a short construction period with good workability without using a triple pipe structure at the lower end portion of the wall body.

A perspective view showing a bank body 10 according to the first embodiment of the present invention. A perspective view showing a state in which a plurality of embankments 10 are arranged adjacent to each other in a certain direction. Side view of the embankment body 10 according to the first embodiment of the present invention as viewed from the normal direction of the embankment body 10. FIG. 3 is a sectional view taken along line IV-IV. Side view of the precast footing 14 according to the first embodiment of the present invention as viewed from the normal direction of the embankment body 10. A perspective view showing an enlarged view of the connecting portion between the protruding steel material 14A and the directly connected steel material 14C and the joint portion between the protruding steel material 14A and the wall body connecting steel material 20. Enlarged perspective view of the joints between the wall connecting steel materials 20 Front view of precast wall body 16 IX-IX line sectional view of FIG. Front view of the top precast wall body 18 XI-XI line sectional view of FIG. A perspective view showing the embankment body 30 of the first modification of the first embodiment. A perspective view showing the embankment body 36 of the second modification of the first embodiment. Side view of the embankment body 60 according to the second embodiment of the present invention as viewed from the normal direction of the embankment body 60. Side view of the embankment body 210 described in Patent Document 1 as viewed from the normal direction. Vertical end view of footing 214 of the embankment body 210 described in Patent Document 1.

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

(1) First Embodiment FIG. 1 is a perspective view showing a levee body 10 according to the first embodiment of the present invention, and FIG. 2 shows a plurality of levee bodies 10 arranged adjacent to each other in a certain direction. It is a perspective view which shows the state. FIG. 1 shows the completed state of one embankment body 10, but in FIG. 2, the description of some members is omitted, and each is in order from the front (in order from (A) to (F)). The construction stage is also shown.

FIG. 3 is a side view of the embankment body 10 according to the first embodiment of the present invention as viewed from the normal direction of the embankment body 10, and FIG. 4 is a sectional view taken along line IV-IV of FIG. However, in FIGS. 3 and 4, for the convenience of making the illustration easier to understand, there are places where the internal structure that is not originally visible is described, and in these places, the lines that should be described by broken lines as hidden lines are also described by solid lines. There are also places. Further, FIGS. 3 and 4 show a state after the grout material 22 is filled in the internal space of the wall through holes 16X and 18X, but the wall through holes 16X and 18X before the grout material 22 is filled. Reference numerals 16X1 and 18X1 are attached to the inner surface of the above.

FIG. 5 is a side view of the precast footing 14 according to the first embodiment of the present invention as viewed from the normal direction of the bank body 10, and FIG. 6 shows the connecting portion between the protruding steel material 14A and the normal connecting steel material 14C and the joint portion. FIG. 3 is an enlarged perspective view showing a joint portion between the protruding steel material 14A and the wall body connecting steel material 20. FIG. 7 is an enlarged perspective view showing a joint portion between the wall body connecting steel materials 20. However, in FIG. 5, for the sake of easy understanding, concrete is represented by a two-dot chain line and other components are represented by a solid line.

The embankment body 10 according to the first embodiment includes a steel pipe pile 12, a precast footing 14, a wall body portion 15, and a wall body connecting steel material 20. The wall body portion 15 is composed of a precast wall body 16 stacked in the first to third stages and an uppermost precast wall body 18 stacked in the uppermost stage (fourth stage).

As shown in FIG. 1, one bank body 10 includes one wall body portion 15, two precast footings 14 that support both ends of the wall body portion 15 (both ends in the normal direction) from below, and two. It is provided with a total of four steel pipe piles 12 that support each of the precast footings 14 from below with two each.

The precast footing 14 is arranged so that the horizontal direction (hereinafter, may be referred to as the normal direction) orthogonal to the normal direction of the wall body portion 15 (the direction in which the bank body 10 extends) is the longitudinal direction. , The end portion (end portion in the normal direction) of the wall body portion 15 is located above the central portion of the precast footing 14. Both ends of the precast footing 14 (both ends in the normal direction) are supported from below by the steel pipe pile 12. Two steel pipe piles 12 are arranged in the normal direction so that the wall body portion 15 is at the center of each of both ends of the wall body portion 15 (both ends in the normal direction), and one bank body 10 is provided. A total of 4 pipes are arranged per.

Hereinafter, each member will be described.

(1-1) Steel pipe pile 12
The steel pipe pile 12 is a cylindrical steel pipe, which is driven into the ground to a depth where a predetermined bearing capacity can be secured, and supports the precast footing 14 from below to stabilize the embankment body 10 against a large tsunami. Also has a role of preventing the entire bank body 10 from tipping over.

As described above, both ends of the precast footing 14 (both ends in the normal direction) are supported from below by the steel pipe pile 12, and the steel pipe pile 12 is the end portion (end in the normal direction) of the wall body portion 15. In the part), two pieces are arranged in the normal direction so that the wall body part 15 is at the center.

The upper end of the steel pipe pile 12 is inserted into the pile pod 14B of the precast footing 14. A grout material 22 is filled between the steel pipe pile 12 and the pile sheath pipe 14B, whereby the steel pipe pile 12 is integrated with the precast footing 14. The grout material 22 is filled up to the top end of the precast footing 14, and the upper end of the steel pipe pile 12 is covered with the grout material 22.

In the embankment body 10 according to the first embodiment, the steel pipe pile 12 having a total length of steel pipe is used, but the piles applicable to the embankment body according to the present invention are limited to steel pipe piles having a total length of steel pipe. Instead, for example, a pile in which the upper end (head) is a steel pipe and the portion below it is made of concrete can also be used for the embankment body according to the present invention.

(1-2) Precast footing 14
The precast footing 14 is a precast footing. The precast footing 14 is a base that is connected to the steel pipe pile 12 and is firmly fixed to the ground and has a large pressure receiving area. Has a role of supporting the stable.

As shown in FIGS. 3 to 5, the precast footing 14 includes one protruding steel material 14A, two pile sheath pipes 14B, one directly connected steel material 14C, and concrete 14D. Further, as shown in FIG. 5, the precast footing 14 has two pile pods and pipe through holes 14X, and the inner surface of the pile pods and pipe through holes 14X is provided with pile pods 14B. The pile sheath pipe 14B is a cylindrical steel pipe.

As described above, the upper end portion of the steel pipe pile 12 is inserted into the pile pod 14B, and the grout material 22 is filled between the pile pod 14B and the steel pipe pile 12. The precast footing 14 is integrated with the steel pipe pile 12.

The grout material 22 to be filled is filled up to the top end of the precast footing 14, and the upper end of the steel pipe pile 12 is covered with the grout material 22. Normally, the height position of the upper end of the steel pipe pile 12 is about 100 mm lower than the top end of the precast footing 14, so that the cover of the upper end of the steel pipe pile 12 is usually about 100 mm.

Further, instead of the pile sheath pipe through hole 14X, the precast footing 14 may be provided with a non-through hole for piles whose top end is closed.

As shown in FIG. 6, the protruding steel material 14A is erected by being joined by welding to the upper surface near the center of the upper flange 14C1 of the directly connected steel material 14C. Then, in order to reinforce this joint portion, the directly connected steel material 14C has a plate-shaped rib material 14C4 at a portion below the protruding steel material 14A, the lower surface of the upper flange 14C1, the upper surface of the lower flange 14C2, and the web 14C3. It is welded and attached along.

The shape of the protruding steel material 14A is not particularly limited as long as it has the required performance, but as shown in FIG. 6, for example, a steel material having an H-shaped cross section can be used. Further, as shown in FIGS. 2 and 6, a wall body connecting steel material 20 is joined to the upper end of the protruding steel material 14A by a splicing plate 50 and a bolt 50A, and the precast walls 16 and 18 are received. An external force such as a tsunami flow is transmitted from the wall body connecting steel material 20 to the protruding steel material 14A, and is transmitted from the protruding steel material 14A to the direct connecting steel material 14C.

Therefore, the protruding steel material 14A transmits the external force such as the tsunami flow received by the wall body portions 15 (precast wall bodies 16 and 18) of the embankment body 10 to the precast footing 14 and transmits the external force to the ground through the steel pipe pile 12. Has a role. That is, the protruding steel material 14A mechanically has a wall body portion 15 (precast wall bodies 16 and 18) which is an upper structure of the embankment body 10 and a lower structure of the embankment body 10 (precast footing 14 and steel pipe pile 12). It is a key member to be connected, and is an indispensable member for the bank body 10 to exert its function.

Therefore, the protruding steel material 14A needs to have strength and rigidity capable of transmitting a cross-sectional force generated by an external force such as a tsunami flow, and the cross-sectional shape of the protruding steel material 14A corresponds to an assumed external force such as a tsunami flow. It is calculated by calculation. For this reason, it is possible that there is no suitable projecting steel material 14A among the ready-made shaped steels based on various standards. In such a case, the flange and web are cut out from the steel plate and welded to form an H-shaped cross section. It is preferable to manufacture the member by build-up to produce a protruding steel material 14A having an optimum cross section.

When the protruding steel material 14A is made into a build-up and manufactured steel material having an H-shaped cross section, it is easy to adjust the height and flange width of the H-shaped material and the thickness of the web and the flange, and it is economical to make the optimum H-shaped cross section. Easy to design. The steel material having an H-shaped cross section is a steel material having an H-shaped cross section, and the same applies to the description of other parts of the present application. Further, a steel material having an H-shaped cross section may be referred to as an H-shaped steel.

The length of the protruding steel material 14A protruding upward from the upper surface of the precast footing 14 needs to be long enough to be joined to the splicing plate 50 used for joining the wall body connecting steel material 20 with sufficient yield strength. It is preferable that at least 50 cm protrudes upward from the upper surface of the precast footing 14. Considering the thickness of the precast footing 14 (usually about 1.2 to 1.5 m) and the laws and regulations of Japan's roads (the laws and regulations of Japan's roads regarding the height of the object to be transported), the protruding steel material 14A is precast. It is considered that the length of the footing 14 protruding upward from the upper surface is usually set to about 1.5 to 1.8 m.

As the splicing plate 50 used for joining the protruding steel material 14A and the wall body connecting steel material 20, any member can be used as long as it has sufficient joining strength, but usually a steel plate having a thickness of about 6 to 20 mm is used. It is thought that it will be used more often. Further, the bolt 50A used for joining the splicing plate 50 to the protruding steel material 14A and the wall body connecting steel material 20 is preferably a high-strength bolt.

In the precast footing 14, two pods 14B for piles are arranged on the sea side and the land side of the protruding steel material 14A for each protruding steel material 14A, and the center (horizontal cross section) of the protruding steel material 14A is arranged. And the center of the two pile pods 14B (the center of the horizontal cross section) are in the horizontal direction (normal direction) orthogonal to the normal direction of the precast wall body 16 (direction in which the bank body 10 extends). It is located in a straight line. The protruding steel material 14A and the pile sheath pipe 14B having such a positional relationship are connected by a directly connected steel material 14C. The directly connected steel material 14C is arranged so that the axial direction thereof is the normal direction of the precast wall body 16. Here, the center of the protruding steel material 14A (center of the horizontal cross section) is the center of the cross section obtained by cutting the protruding steel material 14A in a plane perpendicular to the longitudinal direction thereof. In the present specification, when the projecting steel material 14A, the wall body connecting steel material 20, and the pile sheath pipe 14B are described as “center”, they are interpreted in the same manner below.

The straight-line connecting steel material 14C has a role of transmitting the force received by the wall body portions 15 (precast wall bodies 16 and 18) from the tsunami current and the like from the wall body connecting steel material 20 and the protruding steel material 14A to the steel pipe pile 12. The shape of the directly connected steel material 14C is not particularly limited as long as it has the required performance, but as shown in FIG. 6, for example, a steel material having an H-shaped cross section can be used.

Due to the presence of the direct connection steel material 14C, the force received by the wall body 15 (precast walls 16 and 18) from the tsunami flow and the like is applied to the wall body 15 (precast walls 16 and 18) → for wall connection. Steel material 20 → protruding steel material 14A → directly connected steel material 14C → steel pipe pile 12 → ground efficiently transmitted, and the force received by the wall body 15 (precast walls 16 and 18) from the tsunami flow etc. Efficiently transmitted to the ground, the embankment body 10 can exert a strong resistance to the tsunami flow.

Further, since the stress transmission path as described above is secured by the presence of the directly connected steel material 14C, the wall body portions 15 (precast wall bodies 16 and 18) are not located directly above the steel pipe pile 12. However, the force received by the wall body portions 15 (precast wall bodies 16 and 18) from the tsunami flow and the like is transmitted to the steel pipe pile 12 and can be transmitted to the ground. That is, the presence of the directly connected steel material 14C makes it possible to freely set the positional relationship between the wall body portions 15 (precast wall bodies 16 and 18) and the steel pipe pile 12 in the normal direction to some extent.

In order to secure the stress transmission path as described above, the directly connected steel material 14C needs to have strength and rigidity capable of transmitting the cross-sectional force generated by an external force such as a tsunami current, and the cross section of the directly connected steel material 14C. The shape is calculated by calculation according to the assumed external force such as tsunami flow. For this reason, it is possible that there is no suitable ready-made shaped steel based on various standards as the directly connected steel material 14C. In such a case, the flange and web are cut out from the steel plate and welded to the H shape. It is preferable to manufacture the member of the cross section by build-up to obtain the optimum cross section.

When the directly connected steel material 14C is made into a build-up H-shaped steel material, the height and flange width of the H-shaped material and the thickness of the web and flange can be easily adjusted to obtain the optimum H-shaped cross section. Easy to design economically.

In the precast footing 14, both ends of the directly connected steel material 14C are attached to the pile sheath pipe 14B by welding, but if the required stress transmission capacity can be secured, a mechanical connection mechanism is used instead of welding. You may use it.

In addition, the adjacent precast footings 14 shown in FIGS. 2 and 4 (for example, the precast footings 14 represented by reference numerals 14P and 14Q in FIG. 4) are integrated into one precast footing, and two protruding steel materials 14A and two projecting steel materials 14A are combined. It may be provided with four pile sheath pipes 14B, two directly connected steel materials 14C, and concrete 14D. In this case, pile sheath pipes 14B adjacent to each other in the normal direction may be connected to each other with a steel material.

Further, as shown in FIG. 6, the protruding steel material 14A is erected by being joined by welding to the upper surface near the center of the upper flange 14C1 of the directly connected steel material 14C, and is the method used in the first embodiment. The flanges 14C1, 14C2 and the web 14C3 of the directly connected steel 14C are not separated by the protruding steel 14A and are each composed of a single steel, but the lower end of the protruding steel 14A is the lower surface of the lower flange 14C2 of the directly connected steel 14C. It may be configured to extend to the position of and divide the directly connected steel material into two. In that case, one end of each of the two separated directly connected steel materials is welded to the outer surfaces of both flanges of the protruding steel material to form a connecting portion between the protruding steel material and the directly connected steel material.

Next, the pile sheath pipe 14B provided in the precast footing 14 will be described. As described above, the precast footing 14 has a pile sheath pipe through hole 14X (hereinafter, may be referred to as a through hole 14X), and a pile sheath pipe 14B is provided on the inner surface of the pile sheath pipe through hole 14X. It is equipped (see Fig. 5). The pile sheath pipe 14B is a cylindrical steel pipe. The upper end of the steel pipe pile 12 is inserted into the pile sheath pipe 14B and integrated.

In FIGS. 3 and 5, the positions of the upper end and the lower end of the pile pod 14B are drawn so as to be at the same height as the upper surface and the lower surface of the precast footing 14, but the lower end positions of the pile pod 14B are drawn. It may be located above the lower surface of the precast footing 14, and the upper end position of the pile pod 14B may be located below the upper surface of the precast footing 14. That is, the pile pod 14B does not have to completely cover the inner surface of the pile pod through hole 14X. From the viewpoint of preventing corrosion of the pile pod 14B, it is preferable that the lower end position of the pile pod 14B is located above the lower surface of the precast footing 14, and the upper end position of the pile pod 14B is precast. It is preferable that the footing 14 is located below the upper surface of the footing 14. That is, it is preferable to provide a certain amount of cover so that the pile sheath pipe 14B is not exposed to the outside world.

Further, the pile pod 14B serves as a formwork for the pile pod through hole 14X when the precast footing 14 is placed in concrete, and the outer surface of the pile pod 14B is embedded in the precast footing 14 at the same time as the concrete is placed. It is integrated with the precast footing 14 due to its adhesive force with concrete. In other words, the pile pod 14B is attached to the inner surface of the pile pod through hole 14X by the adhesive force with concrete. From the viewpoint of improving the adhesive force with concrete, it is preferable to provide a slip stopper (shear key) on the outer surface of the pile sheath pipe 14B. As the slip stopper (shear key), for example, round steel, weld beads, square steel and the like can be used.

In the embankment 10 according to the first embodiment, a cylindrical steel pipe is used as the pile sheath pipe 14B, but the material of the pile sheath pipe used in the embankment according to the present invention is not particularly limited. Any material having a predetermined strength, elastic modulus, adhesive strength with a grout material or more, and the like may be used, and for example, a steel material can be preferably used. Further, the shape of the pile sheath pipe used in the embankment body according to the present invention may be a square cylinder.

Further, the positional relationship between the upper surface of the precast footing 14 and the ground surface is not particularly limited, and the upper surface of the precast footing 14 may be substantially aligned with the ground surface. Further, there may be an embankment on the upper surface of the precast footing 14, and in this case, the upper surface of the precast footing 14 is below the ground surface. Further, when the impermeable sheet pile is provided on the front surface of the precast footing 14 on the sea side, the lower surface of the precast footing 14 may be substantially aligned with the ground surface. In this case, the upper surface of the precast footing 14 is above the ground surface. become.

Further, in the present embodiment, the pile sheath pipe 14B is provided on the inner surface of the pile sheath pipe through hole 14X, but the hole provided with the pile sheath pipe 14B does not necessarily have to be a through hole, and at least downward. Any hole (lower opening hole) may be used.

(1-3) Wall body portion 15 (precast wall body 16 and uppermost precast wall body 18) and wall body connecting steel material 20
The precast wall body 16 and the uppermost precast wall body 18 constituting the wall body portion 15 are precast wall bodies, and have a role of directly blocking the progress of the tsunami flow and preventing the tsunami flow from invading inland. It has the role of reducing the energy of tsunami currents. In the bank body 10 according to the first embodiment of the present invention, the precast wall bodies are stacked in four stages so that the wall surface is vertical, and the precast wall bodies 16 are used in the first to third stages from the bottom. The uppermost precast wall body 18 is used for the uppermost stage. A protruding steel material 14A is inserted into the wall body through hole 16X of the lowermost (first stage) precast wall body 16, and a grout material 22 is filled between the inner surface 16X1 of the wall body through hole 16X and the protruding steel material 14A. Is integrated. The grout material 22 is a gap material arranged between the inner surface 16X1 of the wall body through hole 16X and the protruding steel material 14A, and the inner surface 16X1 of the wall body through hole 16X and the protruding steel material 14A are integrated. , At least horizontal force can be transmitted between the inner surface 16X1 of the wall through hole 16X and the protruding steel material 14A.

Further, a wall body connecting steel material 20 is joined to the upper end of the protruding steel material 14A and erected, and the wall body through holes 16X of the first to third stages of the precast wall body 16 and the uppermost stage precast wall body 18 are erected. As shown in FIGS. 2 and 3, the wall body connecting steel material 20 is inserted in the 18X in the vertical direction, and the wall bodies stacked in four stages (precast wall bodies 16 in the first to third stages and the most). The upper precast wall body 18) is connected. The protruding steel material 14A and the wall body connecting steel material 20 are steel materials having an H-shaped cross section, and the wall body through holes 16X and 18X are columnar shapes. However, the shape of the wall through hole of the precast wall used for the embankment according to the present invention is not limited to a columnar shape, and may be, for example, a prismatic shape.

The wall body connecting steel material 20 is erected by being joined to the upper end of the protruding steel material 14A of the precast footing 14 by high-strength bolt joint via a splicing plate 50, and the precast wall body is arranged in the first to third stages. The precast footing 14 inserted into the wall through hole 16X of 16 and the wall through hole 18X of the uppermost precast wall 18 arranged at the uppermost stage, the precast footing 14 and the precast wall 16 arranged at the first to third stages, and the uppermost stage. It has a role of connecting to the uppermost precast wall body 18 arranged in. Therefore, the length of the wall body connecting steel material 20 reaches a position slightly below (for example, about 100 mm below) the top end of the uppermost precast wall body 18. Further, the grout material 22 is filled and integrated between the protruding steel material 14A and the wall body connecting steel material 20 and the inner surfaces 16X1 and 18X1 of the wall body through holes 16X and 18X. The grout material 22 is a gap material arranged between the inner surfaces 16X1, 18X1 of the wall body through holes 16X, 18X, the protruding steel material 14A, and the wall body connecting steel material 20, and is a wall body through hole 16X, 18X. The inner surfaces 16X1, 18X1 of the above are integrated with the protruding steel material 14A and the wall body connecting steel material 20, and between the inner surfaces 16X1, 18X1 of the wall body through holes 16X, 18X and the protruding steel material 14A and the wall body connecting steel material 20. At least horizontal force can be transmitted.

Here, the wall body connecting steel material 20 does not have to be integrally formed, and as shown in FIG. 7, it is connected on-site by a splicing plate 54, a bolt 54A, or the like to secure a required length. You may try to do it. Further, the outer shape (size) and the position of the center (center of the horizontal cross section) of the wall body connecting steel material 20 may change depending on the height position. For example, the higher the height of the wall body connecting steel material 20, the smaller the horizontal force received from the wall body portion 15 (precast wall bodies 16 and 18). Therefore, after confirming the safety by design calculation, the wall body The higher the height of the connecting steel material 20, the smaller the outer shape (size) of the wall body connecting steel material 20 may be.

FIG. 8 is a front view of the precast wall body 16, and FIG. 9 is a sectional view taken along line IX-IX of FIG. 10 is a front view of the uppermost precast wall body 18, and FIG. 11 is a sectional view taken along line XI-XI of FIG. For convenience of explanation, the wall sheath tube 16A is added to FIGS. 8 and 9, and the wall sheath tube 18A is added to FIGS. 10 and 11.

As shown in FIGS. 8 and 9, the precast wall body 16 has wall body through holes 16X penetrating in the in-plane direction (vertical direction after the completion of the embankment body 10) at both ends. The wall thickness at both ends is thicker than the wall thickness at the center, and the wall thickness changes at the tapered portion 16B.

The standard shape of the precast wall 16 is a width of 5 to 6 m in the normal direction, a height of 1.5 to 2 m, a wall thickness of 1.0 to 1.4 m at both ends, and a central part. The wall thickness is 0.5 to 0.8 m.

Further, as shown in FIGS. 10 and 11, the uppermost precast wall body 18 (hereinafter, may be referred to as a precast wall body 18) is a wall penetrating in the in-plane direction (vertical direction after the completion of the embankment body 10). It has body through holes 18X at both ends. 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 standard shape of the uppermost precast wall body 18 is the same as the standard shape of the precast wall body 16 described above.

As shown in FIGS. 8 and 9, a wall sheath tube 16A may be provided on the inner surface 16X1 of the wall through hole 16X of the precast wall 16. The height position of the upper end of the wall sheath tube 16A should be the same as the upper surface of the precast wall body 16, and the height position of the lower end of the wall sheath tube 16A should be the same as the lower surface of the precast wall body 16. The wall sheath tube 16A may cover the inner surface 16X1 of the wall through hole 16X so as to be in the position.

Further, the lower end position of the wall sheath tube 16A may be positioned above the lower surface of the precast wall body 16, and the upper end position of the wall body sheath tube 16A may be located below the upper surface of the precast wall body 16. You may let me. That is, the wall sheath tube 16A does not have to completely cover the inner surface 16X1 of the wall through hole 16X.

Further, as shown in FIGS. 10 and 11, a wall sheath tube 18A may be provided on the inner surface 18X1 of the wall through hole 18X of the uppermost precast wall 18. The height position of the upper end of the wall sheath tube 18A should be slightly below the upper surface of the precast wall body 18 (for example, about 100 mm below), which ensures a cover and is a wall body. This is to prevent corrosion of the sheath tube 18A. The height position of the lower end of the wall sheath tube 18A may be the same as the lower surface of the uppermost precast wall body 18, or the height position above the lower surface of the uppermost precast wall body 18. You may do it.

The wall sheath pipes 16A and 18A surround the outer periphery of the wall body connecting steel material 20 and restrain the grout material 22 between the wall body sheath pipes 16A and 18A and the wall body connecting steel material 20 and receive a large tsunami. It can play a role of surely transmitting the cross-sectional force at the time from the precast wall bodies 16 and 18 to the wall body connecting steel material 20. Therefore, when the wall body sheath tube 16A is provided on the precast wall body 16 and the wall body sheath tube 18A is provided on the uppermost precast wall body 18, the height of the wall body sheath tube 16A is 2 minutes of the height of the precast wall body 16. The height of the wall sheath tube 18A is preferably one or more, and the height of the uppermost precast wall body 18 is preferably one or more.

Further, cylindrical steel pipes can be used as the wall sheath pipes 16A and 18A according to the shapes of the wall through holes 16X and 18X. However, when the shape of the wall through hole of the precast wall used for the embankment according to the present invention is, for example, a prismatic shape, a square tubular steel pipe is used as the wall sheath pipe according to the shape. The material of the wall sheath tube that can be used in the embankment body according to the present invention is not particularly limited, and may be any material having a predetermined strength, elastic modulus, adhesive strength with a grout material, or the like. For example, a steel material can be preferably used.

In addition, the cross-sectional force generated in the precast walls 16 and 18 when receiving a large tsunami is considered to be smaller as the wall is located above, so the precast walls located above within the range where safety can be ensured. The thickness of the precast wall may be smaller than the thickness of the precast wall located below. However, the bottom wall thickness of the upper precast wall should be the same as the top wall thickness of the lower precast wall so that there is no step between the upper and lower precast walls. It is preferable to provide a tapered portion at the lower part of the precast wall body to be located so that the wall thickness gradually decreases from the lowermost part to the upper part.

Further, although the precast walls 16 and 18 have tapered portions 16B and 18B, respectively, the tapered portions 16B and 18B may not be provided, as in the bank body 30 of the first modification of the first embodiment shown in FIG. , The precast wall 32 and the uppermost precast wall 34, which are rectangular in shape, may be used to form the embankment.

In the precast wall body 32 and the uppermost precast wall body 34 used in the bank body 30 of the first modification of the first embodiment shown in FIG. 12, one wall body through hole is provided in one precast wall body 32. One uppermost precast wall body 34 is provided with one wall body through hole, and one precast wall body 32 has one core material (at least one of the protruding steel material 14A and the wall body connecting steel material 20). Since it is inserted and only one core material (steel material 20 for connecting the wall body) is inserted into one uppermost precast wall body 34, they are adjacent to each other in the normal direction from the viewpoint of the stability of the wall body. It is preferable to provide shear keys (not shown) that are fitted to each other on the opposite side surfaces of the precast wall body 32, and to face each other on the opposite side surfaces of the uppermost precast wall bodies 34 adjacent to each other in the normal direction. It is preferable to provide shear keys (not shown) that are fitted to each other.

Further, as in the levee body 36 of the second modification of the first embodiment shown in FIG. 13, only one wall surface is made a flat surface, and the other wall surface is formed by projecting a portion provided with a wall body through hole. The embankment body may be constructed by using the precast wall body 38 and the uppermost precast wall body 40.

In FIGS. 12 and 13, the same members as those constituting the bank body 10 of the first embodiment are designated by the same reference numerals, and the description of the members will be omitted.

Next, the transmission of force between the wall body connecting steel material 20 and the inner surfaces 16X1 and 18X1 of the wall body through holes 16X and 18X will be described.

Since it is sufficient that the force can be transmitted between the wall connecting steel material 20 and the inner surfaces 16X1 and 18X1 of the wall body through holes 16X and 18X in the horizontal direction, the wall body connecting steel material 20 and the wall body can be transmitted to each other. The grout material 22 may be injected between the inner surfaces 16X1 and 18X1 of the through holes 16X and 18X. For example, between the wall body connecting steel material 20 and the inner surfaces 16X1 and 18X1 of the wall body through holes 16X and 18X. Cross-sectional force may be transmitted by installing a steel bearing plate (not shown) that transmits bearing pressure. The shape of the bearing plate may be a shape that matches the outer shape of the wall body connecting steel material 20 and the shapes of the inner surfaces 16X1 and 18X1 of the wall body through holes 16X and 18X, and also to transmit the assumed horizontal force. The shape may be such that the steel material 20 for connecting the wall body and the inner surfaces 16X1 and 18X1 of the wall body through holes 16X and 18X are in contact with each other in an area larger than a required predetermined area. The bearing plate does not need to be arranged over the entire length of the wall connecting steel material 20 in the height direction, and may be arranged discretely as needed for force transmission. Further, the material of the bearing plate is not particularly limited as long as it is a material capable of transmitting the required bearing pressure, and is not limited to steel.

Next, the fitting of the top end of the uppermost precast wall body 18 (the fitting of the upper end of the wall body connecting steel material 20) will be described.

When it is not necessary to raise the embankment body 10 according to the first embodiment in the future, the wall body through holes 16X and 18X into which the protruding steel material 14A and the wall body connecting steel material 20 joined thereto are inserted (total). The grout material 22 is filled inside the wall through holes 16X, 18X) of the precast walls 16 and 18 stacked in four stages up to the top end of the uppermost precast wall 18, and the steel material 20 for connecting the walls is used. Cover up to the upper end with grout material 22. Normally, the height position of the upper end of the wall body connecting steel material 20 is about 100 mm lower than the top end of the uppermost precast wall body 18, so the cover of the upper end of the wall body connecting steel material 20 is usually about 100 mm. It becomes.

When there is a possibility that the embankment body 10 according to the first embodiment will be raised in the future, the filling height of the grout material 22 is set to a position below the upper end of the wall body connecting steel material 20 by a predetermined length. It is possible to connect the raising steel material (not shown) to the upper end of the wall connecting steel material 20 at the time of raising the height in the future. The upper end of the wall connecting steel material 20 that is not covered with the grout material 22 is cured to prevent corrosion and damage, and a removable lid material is provided on the upper end portion of the uppermost precast wall body 18. It closes the wall through hole 18X.

If it is not necessary to raise the embankment body 10 according to the first embodiment in the future, a non-penetrating hole (downward) having a closed top end is used instead of the wall body through hole 18X that penetrates vertically. A non-through hole that is only open) may be provided in the uppermost precast wall body 18.

Further, the upper end of the wall body connecting steel material 20 reaches a height position of more than half of the height of the uppermost precast wall body 18 in that it stably supports the uppermost precast wall body 18. Is preferable.

Further, although not shown, in the precast walls 16 and 18, the reinforcing bars are arranged vertically and horizontally in the in-plane direction of the wall body and the thickness of the wall body is the same as the wall body of the normal embankment body. Reinforcing bars are also arranged in the direction.

(1-4) Supplementary Explanation of Members In the embankment 10 according to the first embodiment described above, the three precast wall bodies 16 of the first to third stages and the uppermost precast wall body 18 are provided in a total of four stages in the vertical direction. However, in the embankment body according to the present invention, the number of steps of the precast wall body to be stacked in the vertical direction is not limited to four, and may be stacked in five or more. Further, the number of steps of the precast walls stacked in the vertical direction may be 1 to 3 steps. The number of stages of precast walls to be stacked may be appropriately set according to the required height of the embankment, the type of applicable crane, and the like.

Further, the precast wall bodies 16 and 18 used in the embankment body 10 according to the first embodiment are provided with wall body through holes 16X and 18X at both ends, and one precast wall body has two wall body through holes. Although provided, the precast wall body that can be used in the embankment body according to the present invention is not limited to the precast wall body having two wall body through holes, and only one wall body through hole is provided. Even the precast wall body (for example, the precast wall bodies 32 and 34 shown in FIG. 12) can be applied to the embankment body according to the present invention, and is a precast wall body having three or more wall body through holes. Even if there is, it can be applied to the embankment body according to the present invention.

Further, in principle, joint materials are appropriately arranged between the precast walls 16 and 18 adjacent to each other in the normal direction. When a plurality of precast walls 16 and 18 are stacked, joint materials are appropriately arranged between the upper and lower precast walls 16 and 18 in principle.

Further, in the embankment body 10 according to the first embodiment, the precast footing 14 is used for the footing, but in the embankment body according to the present invention, the footing does not have to be a precast member, and the footing formed by cast-in-place concrete is used. You may.

Further, in the precast footing 14 of the embankment 10 according to the first embodiment, the horizontal direction (normal direction) orthogonal to the normal direction (the extending direction of the embankment 10) of the wall body portions 15 (precast wall bodies 16 and 18). ), The row of the steel pipe piles 12 is one row, but the row of the steel pipe piles 12 in the normal direction may not be one row, but may be two or more rows.

Further, in the embankment 10 according to the first embodiment, a cylindrical steel pipe is used as the steel pipe pile 12 and the pod for pile 14B, but the steel pipe pile and the pod for pile can be used in the embankment according to the present invention. Is not necessarily limited to cylindrical steel pipes.

The precast members (precast footing 14, precast wall 16, top precast wall 18) should be manufactured in the vicinity of the site in order to reduce the labor of transportation. Further, from the viewpoint of ease of transportation, the weight of the precast member (precast footing 14, precast wall body 16, top stage precast wall body 18) can be, for example, about 20 to 25 tons as a guide.

(1-5) Installation Procedure An example of the installation procedure of the embankment body 10 according to the first embodiment will be described in steps with reference to FIG. 2 and the like. FIG. 2 is a perspective view of the embankment body 10 according to the first embodiment, but the description of some members is omitted, and the description of each member is omitted (in order from (A) to (F)) at each construction stage. It is in order.

<Step S1>
First, the steel pipe pile 12 is driven into the ground at a predetermined position to a depth where a predetermined bearing capacity can be secured (see FIG. 2A).

<Step S2>
Next, the precast footing 14 is lifted using a crane, the pile sheath pipe 14B of the precast footing 14 is externally inserted into the head of the steel pipe pile 12, and the precast footing 14 is installed at a predetermined position (see FIG. 2B). ). It is preferable that the center of the pile sheath pipe 14B coincides with the center of the steel pipe pile 12, but it is not necessary to obtain an exact coincidence. The principle may be that it should be paid.

Then, the grout material 22 is filled in the gap between the pile sheath pipe 14B of the precast footing 14 and the steel pipe pile 12 inserted into the pile sheath pipe 14B, and the steel pipe pile 12 and the precast footing 14 are integrated. .. The grout material 22 is filled up to the top of the precast footing 14.

<Step S3>
Next, the wall body connecting steel material 20 is lifted by using a crane, and the lower end of the wall body connecting steel material 20 is joined to the upper end of the protruding steel material 14A by high-strength bolt joining via the splicing plate 50 (FIG. 2 (C). )reference).

<Step S4>
Cast-in-place concrete 52 is placed in the area below the precast wall 16 between the precast footings 14 adjacent to each other in the normal direction (see FIG. 2D). The cast-in-place concrete 52 is provided to prevent scouring.

The concrete used for the cast-in-place concrete 52 can be any ^{concrete having a design standard strength of 24 N / mm 2 or more.}

<Step S5>
Next, the precast wall body 16 to be arranged in the first stage is lifted by using a crane, and the wall body through hole 16X of the precast wall body 16 is externally inserted into the wall body connecting steel material 20 and the protruding steel material 14A of the precast footing 14. The precast wall body 16 is installed at a predetermined position.

Next, a crane is used to lift the precast wall body 16 to be arranged in the second stage, and the wall body through hole 16X of the precast wall body 16 is externally inserted into the wall body connecting steel material 20 to perform the second stage precast. The wall body 16 is installed on the first-stage precast wall body 16 (see FIG. 2E).

<Step S6>
Next, the precast wall body 16 to be arranged in the third stage is lifted by using a crane, the wall body through hole 16X of the precast wall body 16 is externally inserted into the wall body connecting steel material 20, and the precast wall body in the third stage is used. The body 16 is placed on the second-stage precast wall body 16.

Next, the uppermost precast wall body 18 to be arranged in the fourth stage (uppermost stage) is lifted by using a crane, and the wall body through hole 18X of the uppermost stage precast wall body 18 is outside the wall body connecting steel material 20. The uppermost precast wall body 18 of the fourth stage (top stage) is inserted and installed on the precast wall body 16 of the third stage (see FIG. 2 (F)).

<Step S7>
The grout material 22 is filled in the wall through holes 16X and 18X of the precast walls 16 and 18 stacked in a total of four stages, and the precast walls 16 and 18 and the wall connecting steel 20 and the protruding steel 14A are filled. To be integrated with. The grout material 22 to be filled is not particularly limited, and a cement (mortar) -based grout material, a glass-based grout material, a synthetic resin-based grout material, or the like can be used.

The grout material 22 may be filled at the stage where all of the precast wall body 16 and the uppermost precast wall body 18 arranged in the 1st to 3rd stages are arranged at predetermined positions, or each time the grout material 22 is stacked. You may go, or you may go every two steps.

As described above, if there is no possibility of raising the embankment body 10 in the future, the grout material 22 may be filled up to the top of the uppermost precast wall body 18 and the embankment body 10 may be raised in the future. If so, the filling height of the grout material 22 is stopped at a position below the upper end of the wall body connecting steel material 20 by a predetermined length.

By constructing as described above, the embankment body 10 as shown in FIG. 1 can be obtained.

In the normal case, a plurality of levee bodies 10 are arranged so as to be adjacent to each other in the normal direction, but it is not necessary to structurally connect the levee bodies 10 arranged so as to be adjacent to each other in the normal direction. However, as a general rule, the gaps created by arranging them so that they are adjacent to each other in the normal direction should be closed with a joint material such as a sealing material or a caulking material.

(1-6) Actions and Effects of the First Embodiment In the embankment 10 according to the first embodiment, the protruding steel material 14A and the directly connected steel material 14C are joined by welding at the factory, and the protruding steel material is also formed. The connection between the 14A and the wall body connecting steel material 20 is made by mechanical joining via the splicing plate 50. Therefore, in the embankment 10 according to the first embodiment, the connecting portion between the wall body portion 15 and the precast footing 14 is only surrounded by the grout material 22 around the protruding steel material 14A and the wall body connecting steel material 20. It has a compact structure, and does not have a triple tube structure as in the technique described in Patent Document 1.

Therefore, the diameters of the wall through holes 16X and 18X of the wall 15 (precast walls 16 and 18) can be reduced, and the wall thickness of the wall 15 (precast walls 16 and 18) can be reduced. be able to.

Further, when the protruding steel material 14A and the directly connected steel material 14C are made into a steel material having an H-shaped cross section manufactured by building up, the height and flange width of the H-shaped material and the thickness of the web and the flange can be easily adjusted, which is optimal. It is easy to make an economical design with an H-shaped cross section. This point also contributes to reducing the wall thickness of the wall body portions 15 (precast wall bodies 16 and 18).

Further, in the technique described in Patent Document 1, the directly connected steel material in the footing and the projecting pipe are structurally joined, and the plate thickness of the sheath pipe is specified (the plate thickness of the sheath pipe is the sheath pipe diameter). (1/50 or more), the plate thickness of the sheath pipe may become thicker than the plate thickness required for unexpected force, but in the bank body 10 according to the first embodiment, the direct connection is performed. This does not happen because there is no sheath pipe to join with the steel 14C.

Further, since the embankment body 10 according to the first embodiment is a pile type structure, it can be applied to a place where the ground condition is bad.

In the construction, in the case of the technique described in Patent Document 1, after inserting the wall body connecting steel material into the protrusion or pipe, a grout material is filled between the protrusion or pipe and the wall body connecting steel material to integrate them. After erection of the steel material for connecting the wall body, the precast wall body is installed, but it takes about 3 days until the grout material filled between the protrusion and the pipe and the steel material for connecting the wall body develops the initial strength. It is necessary to secure a curing period for. On the other hand, in the embankment body 10 according to the first embodiment, the protruding steel material 14A and the wall body connecting steel material 20 are connected by mechanical joining via the splicing plate 50. No curing period of about one day is required.

Further, as described above, in the embankment body 10 according to the first embodiment, the wall thickness of the wall body portions 15 (precast wall bodies 16 and 18) can be reduced, so that the weight of the precast wall bodies 16 and 18 can be reduced. Can be made smaller, enabling easier transportation and on-site installation work.

(2) Second Embodiment FIG. 14 is a side view of the embankment body 60 according to the second embodiment of the present invention as viewed from the normal direction of the embankment body 60. Among the members of the embankment body 60 according to the second embodiment, the same members corresponding to the members of the embankment body 10 according to the first embodiment are designated by the same reference numerals and the description thereof will be omitted.

In the bank body 10 according to the first embodiment, the wall body portions 15 (precast wall bodies 16 and 18) were located near the intermediate position between the steel pipe piles 12 arranged in the direction perpendicular to the law. In the bank body 60 according to the second embodiment, the wall body portions 15 (precast wall bodies 16 and 18) are not located between the steel pipe piles 12 arranged in the straight direction, and the steel pipes arranged in the straight direction are arranged. The wall body portions 15 (precast wall bodies 16 and 18) are located on the outside between the piles 12. For this reason, two directly connected steel materials 64C and 64D are arranged in the precast footing 64 of the embankment body 60, and the protruding steel materials 14A and the pile pods 64B arranged in the normal direction are directly connected steel materials 64C. Is connected, and the direct connection steel material 64D is connected between the pile pods 64B arranged in the straight direction.

(3) Positional relationship between the steel pipe pile 12 and the wall body 15 (precast wall bodies 16 and 18) The positional relationship between the steel pipe pile 12 and the wall body 15 (precast wall bodies 16 and 18) in the bank body according to the present invention. May be a positional relationship in which the wall body portions 15 (precast wall bodies 16 and 18) are located between the steel pipe piles 12 arranged in the normal direction as in the bank body 10 according to the first embodiment. Unlike the bank body 60 according to the second embodiment, the wall body portions 15 (precast wall bodies 16 and 18) are not located between the steel pipe piles 12 arranged in the straight direction, but are lined up in the straight direction. The positional relationship may be such that the wall body portions 15 (precast wall bodies 16 and 18) are located outside between the steel pipe piles 12.

When the wall body portion 15 (precast wall bodies 16 and 18) is located between the steel pipe piles 12 arranged in the normal direction, the positions of the steel pipe pile 12 and the wall body portion 15 (precast wall bodies 16 and 18) are located. The relationship is such that the position of the wall body portion 15 (precast wall bodies 16 and 18) is located near the intermediate position between the steel pipe piles 12 arranged in the normal direction as in the embankment body 10 according to the first embodiment. In addition, the position is not near the intermediate position between the steel pipe piles 12 arranged in the legal direction, but is located at a position deviated from the intermediate position between the steel pipe piles 12 arranged in the legal direction. It may be a relationship.

10, 30, 36, 60 ... Embankment body 12 ... Steel pipe pile 14, 14P, 14Q, 64 ... Precast footing 14A ... Overhanging steel material 14B, 64B ... Pile pod 14C, 64C, 64D ... Directly connected steel material 14C1 ... Upper flange 14C2 ... Lower flange 14C3 ... Web 14C4 ... Rib material 14D ... Concrete 14X ... Pile pod through hole 15 ... Wall body 16, 32, 38 ... Precast wall body 16A, 18A ... Wall body pod pipe 16B, 18B ... Tapered part 16X, 18X ... Wall through hole 16X1 ... Inner surface of wall through hole 16X 18, 34, 40 ... Top precast wall body 18X1 ... Inner surface of wall through hole 18X 20 ... Wall connecting steel material 22 ... Grout material 50, 54 ... Splicing plate 50A, 54A ... Bolt 52 ... Cast-in-place concrete

Claims (18)

Steel pipe pile and
The footing supported by the steel pipe pile and
A precast wall body arranged above the footing and having a wall body through hole penetrating in the in-plane direction,
It is a levee body equipped with
Further provided with a wall body connecting steel material for connecting the precast wall body and the footing,
The footing comprises a protruding steel material having an H-shaped cross section, extending to a position above the top surface of the footing.
Further, the footing has at least a lower opening hole opened downward at a distance in a direction substantially orthogonal to the normal direction of the precast wall body with respect to the protruding steel material, and the lower opening. The inner surface of the hole is equipped with a pod for piles,
The upper end of the protruding steel material is joined to the upper end of the wall body connecting steel material by a splicing plate and a bolt so as to extend upward.
At least one of the protruding steel material and the wall body connecting steel material is inserted into the wall body through hole of the precast wall body.
Between at least one of the protruding steel material and the wall body connecting steel material and the inner surface of the wall body through hole, at least one of the protruding steel material and the wall body connecting steel material and the wall body through hole. A gap material is arranged so that horizontal force can be transmitted to and from the inner surface of the body.
The steel pipe pile is inserted into the pile sheath pipe, and the pile sheath pipe and the steel pipe pile inserted into the pile sheath pipe are integrated.
Further, a bank body characterized in that a directly connected steel material for connecting the protruding steel material and the pile sheath pipe is provided in the footing. Steel pipe pile and
The footing supported by the steel pipe pile and
A precast wall that is located above the footing and has a wall hole that extends in-plane and opens only downward.
It is a levee body equipped with
Further provided with a wall body connecting steel material for connecting the precast wall body and the footing,
The footing comprises a protruding steel material having an H-shaped cross section, extending to a position above the top surface of the footing.
Further, the footing has at least a lower opening hole opened downward at a distance in a direction substantially orthogonal to the normal direction of the precast wall body with respect to the protruding steel material, and the lower opening. The inner surface of the hole is equipped with a pod for piles,
The upper end of the protruding steel material is joined to the upper end of the wall body connecting steel material by a splicing plate and a bolt so as to extend upward.
At least one of the protruding steel material and the wall body connecting steel material is inserted into the wall body hole of the precast wall body.
Between at least one of the protruding steel material and the wall connecting steel material and the inner surface of the wall hole, at least one of the protruding steel material and the wall connecting steel material and the inner surface of the wall hole. A gap material is arranged so that horizontal force can be transmitted to and from.
The steel pipe pile is inserted into the pile sheath pipe, and the pile sheath pipe and the steel pipe pile inserted into the pile sheath pipe are integrated.
Further, a bank body characterized in that a directly connected steel material for connecting the protruding steel material and the pile sheath pipe is provided in the footing. Steel pipe pile and
The footing supported by the steel pipe pile and
A plurality of precast walls arranged above the footing and having wall through holes penetrating in-plane,
It is a levee body equipped with
Further provided with a wall body connecting steel material for connecting the plurality of precast walls and the footings.
The footing comprises a protruding steel material having an H-shaped cross section, extending to a position above the top surface of the footing.
Further, the footing has at least a lower opening hole opened downward at a distance in a direction substantially orthogonal to the normal direction of the precast wall body with respect to the protruding steel material, and the lower opening. The inner surface of the hole is equipped with a pod for piles,
The upper end of the protruding steel material is joined to the upper end of the wall body connecting steel material by a splicing plate and a bolt so as to extend upward.
A plurality of the precast walls are stacked in the vertical direction so that the wall through holes are connected to each other, and at least one of the protruding steel material and the wall connecting steel material is formed in the wall through holes of the precast wall. One of them is inserted, and the steel material for connecting the wall body reaches the vicinity of the top end of the precast wall body at the uppermost stage of the precast wall body in which a plurality of steel materials for connecting the wall body are stacked in the vertical direction.
Between at least one of the protruding steel material and the wall body connecting steel material and the inner surface of the wall body through hole, at least one of the protruding steel material and the wall body connecting steel material and the wall body through hole. A gap material is arranged so that horizontal force can be transmitted to and from the inner surface of the body.
The steel pipe pile is inserted into the pile sheath pipe, and the pile sheath pipe and the steel pipe pile inserted into the pile sheath pipe are integrated.
Further, a bank body characterized in that a directly connected steel material for connecting the protruding steel material and the pile sheath pipe is provided in the footing. In the embankment according to claim 3, a precast wall having a wall hole extending in the in-plane direction and opening only downward from the uppermost precast wall body among the plurality of stacked precast wall bodies in the vertical direction. A bank body characterized by being replaced with a body. It is determined that the upper end of the wall body connecting steel material reaches a height position of one half or more of the height of the uppermost precast wall body among the plurality of stacked precast walls in the vertical direction. The embankment body according to claim 3 or 4, which is characterized. The embankment body according to any one of claims 1 to 5, wherein the gap material is a grout material. The bank body according to any one of claims 1 to 6, wherein the gap between the pile sheath pipe and the steel pipe pile inserted into the pile sheath pipe is filled with a grout material. There are multiple pods for piles,
When viewed from above, the protruding steel material and the plurality of pile sheath pipes are arranged at intervals in a direction substantially orthogonal to the normal direction of the precast wall body, and when viewed from above, the protruding steel material. The bank body according to any one of claims 1 to 7, wherein is located between the pile pods and pipes arranged in a direction substantially orthogonal to the normal direction of the precast wall body. There are multiple pods for piles,
When viewed from above, the protruding steel material and the plurality of pile sheath pipes are arranged at intervals in a direction substantially orthogonal to the normal direction of the precast wall body, and when viewed from above, the protruding steel material. The bank body according to any one of claims 1 to 7, wherein is not located between the pile pods and pipes arranged in a direction substantially orthogonal to the normal direction of the precast wall body. At least two of the pile pods and pipes are located in a direction substantially orthogonal to the normal direction of the precast wall and are adjacent to each other when viewed from above.
A claim characterized in that a directly connected steel material which is connected between the pile pods and pipes adjacent to each other but which is not connected to the protruding steel material is further provided in the footing. Item 9. The embankment body. The embankment body according to any one of claims 1 to 10, wherein the directly connected steel material is manufactured by building up from a steel plate. There are multiple pods for piles,
At least two of the pile pods and pipes are arranged at intervals in the normal direction of the precast wall when viewed from above, and are arranged in the normal direction. Any of claims 1 to 11, wherein a steel material connecting between the pile pods and pipes adjacent to each other among at least two pile pods and pipes adjacent to each other is further provided in the footing. The bank body described in Crab. The embankment body according to any one of claims 1 to 12, wherein the steel material for connecting the wall body is a ready-made shaped steel. The embankment body according to any one of claims 1 to 12, wherein the wall body connecting steel material is manufactured by building up from a steel plate. The embankment body according to claim 13 or 14, wherein the wall body connecting steel material has an H-shaped cross section. The embankment body according to any one of claims 1 to 15, wherein the footing is a precast member. The bank body according to any one of claims 1 to 16, wherein the precast wall body is provided with the wall body through holes at both ends. The embankment body according to any one of claims 1 to 17, wherein the wall body sheath pipe is provided on the inner surface of the wall body through hole.

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