JP7654028B2 - Quay structure and method for constructing the quay structure - Google Patents

Description

The present invention relates to a quay structure and a method for constructing a quay structure.

In a quay wall structure, a steel retaining wall driven deeper than the seabed resists the back earth pressure. Steel sheet piles and steel pipe sheet piles are commonly used as the steel material that makes up the retaining wall, as they are easy to drive into the ground. The back earth pressure acting on the retaining wall is transmitted to a jacket structure built on the sea side, for example, but because the retaining works are placed intermittently in the horizontal direction in which the retaining wall extends, the back earth pressure is supported by the bending rigidity of the retaining wall in the areas between the jacket structures. Therefore, when the back earth pressure is large, it is necessary to increase the cross-section of the steel sheet piles or steel pipe sheet piles that make up the retaining wall to increase their rigidity, or to add wale-raising works that extend across the steel sheet piles or steel pipe sheet piles to increase the bending rigidity of the retaining wall.

In response to this, Patent Document 1 proposes a technique for constructing an arch-shaped retaining wall that convexly faces the sea using sheet-like members, such as straight steel sheet piles. In this case, the flexural rigidity of the retaining wall can be low, since the backside earth pressure is supported by the horizontal tension of the retaining wall. Therefore, it is possible to construct a steel sheet pile wall that can withstand the backside earth pressure while suppressing the increase in the amount of steel material due to an increase in the cross section or the addition of wale construction.

JP 2005-194867 A

However, in the technology described in Patent Document 1, the bending rigidity of the members that make up the earth retaining wall is low, which makes it difficult to cast the wall. In other words, the bending rigidity of the members is intentionally low so that the back earth pressure can be supported by tension after casting, so the members cast into the ground during construction of the earth retaining wall are prone to bending in the wall thickness direction.

The present invention aims to provide a quay wall structure and a method for constructing a quay wall structure that can improve workability while suppressing increases in the amount of steel used by constructing an earth retaining wall using members with appropriate bending rigidity.

According to one aspect of the present invention, a wharf structure is provided that includes a plurality of steel pipe sheet piles arranged in a convex shape that is convex toward the ground in horizontal cross section, joints that connect the plurality of steel pipe sheet piles to each other, and a support pile structure that is connected to the steel pipe sheet piles located at both ends of the convex shape.

The above-mentioned quay wall structure may further include a support pile structure located on the seaward side of the support pile structure, and a compression member connecting the support pile structure to the support pile structure.

The above-mentioned quay wall structure may further include an anchor body that penetrates the ground and a tension member that connects the support pile structure to the anchor body.

In the above-mentioned quay wall structure, the convex shape may be a circular arc, a parabolic or hyperbolic arch, or an inverted V-shape.

In the above-mentioned wharf structure, the driving depth of the multiple steel pipe sheet piles may be shallower in the center of the convex shape than at both ends of the convex shape.

In the above-mentioned wharf structure, each of the multiple steel pipe sheet piles may be driven deeper than the circular arc slide surface of the ground.

In the above-mentioned quay wall structure, the multiple steel pipe sheet piles include a first steel pipe sheet pile and a second steel pipe sheet pile, and the joint includes a pair of female joint members joined to the peripheral surface of the first steel pipe sheet pile with a gap therebetween, a pair of male joint members joined to the peripheral surface of the second steel pipe sheet pile with a gap therebetween, and a filler material filled in the area surrounded by the peripheral surfaces of the first and second steel pipe sheet piles, and the pair of female joint members are arranged so that each of them forms an inverted L-shape facing inward, and the pair of male joint members may be arranged so that each of them forms an inverted L-shape facing outward and engage with the inside of the pair of female joint members.

According to another aspect of the present invention, a method for constructing a quay wall structure is provided, which includes the steps of driving a plurality of steel pipe sheet piles in sequence while connecting them to each other with joints so that a convex shape that is convex toward the ground in a horizontal cross section is formed, and connecting a support pile structure to the steel pipe sheet piles located at both ends of the convex shape.

The above-mentioned method for constructing a quay structure may further include a step of constructing a support pile located on the seaward side of the support pile structure and connected to the support pile structure by a compression member.

The above-mentioned method for constructing a quay wall structure may further include a step of constructing an anchor body that penetrates the ground and is connected to the support pile structure by a tension member.

In the above-mentioned method for constructing a quay wall structure, the steel pipe sheet piles may be driven shallower in the center of the convex shape than at both ends of the convex shape.

According to the above configuration, by making the shape of the retaining wall made of multiple steel pipe sheet piles convex toward the ground, the back earth pressure is transmitted as a compressive force inside the retaining wall, so the retaining wall can be constructed with steel pipe sheet piles that have at least a bending rigidity that does not cause bending during construction, thereby improving workability. In addition, because the retaining wall made of multiple steel pipe sheet piles arranged in a convex shape has a large overall bending rigidity against the back earth pressure, it is not necessary to increase the cross section of each steel pipe sheet pile or to place additional components such as waling works. In other words, in this invention, by constructing the retaining wall with components that have appropriate bending rigidity, it is possible to improve workability while suppressing an increase in the amount of steel material.

FIG. 1 is a plan view of a quay wall structure according to a first embodiment of the present invention. FIG. 2 is an enlarged view of the joint shown in FIG. 1 . FIG. 2 is a cross-sectional view taken along line III-III in FIG. FIG. 11 is a plan view of a quay wall structure according to a second embodiment of the present invention. 13 is a graph showing the results of a study on the arch shape of the retaining wall in the first and second embodiments. 11 is a graph showing the results of a study on the width of the joint in the first and second embodiments. FIG. 11 is a plan view of a quay wall structure according to a third embodiment of the present invention. FIG. 11 is a plan view of a quay wall structure according to a fourth embodiment of the present invention. A diagram showing the forces acting on the first steel pipe sheet pile when the arrangement of the retaining wall is arch-shaped. This is a diagram showing the force applied to the first steel pipe sheet pile when the arrangement of the retaining wall is in an inverted V shape. 11 is a graph showing the relationship between the angle at which the first steel pipe sheet pile is connected to the steel pipe pile and the compressive force acting on the first steel pipe sheet pile.

A preferred embodiment of the present invention will be described in detail below with reference to the accompanying drawings. Note that in this specification and the drawings, components having substantially the same functional configuration are designated by the same reference numerals to avoid redundant description.

First Embodiment
Fig. 1 is a plan view of a quay wall structure according to a first embodiment of the present invention. As shown in Fig. 1, the quay wall structure 1 includes a plurality of steel pipe sheet piles 2 arranged in an arch shape convex toward the ground G side in a horizontal cross section, joints 3 connecting the plurality of steel pipe sheet piles 2 to each other, and a support pile structure 4 including a steel pipe pile 4A and a jacket leg 4B connected to the steel pipe sheet pile 2A located at both ends of the arch shape via the joints 3. The joints 3 transmit a compressive load and a shear load between the plurality of steel pipe sheet piles 2. In the illustrated example, the quay wall structure 1 further includes a support pile structure 5 located on the sea side of the support pile structure 4, and a beam 6 which is a compression member connecting the support pile structure 4 to the support pile structure 5, and the support pile structure 5 includes a steel pipe pile 5A and a jacket leg 5B.

2 is an enlarged view of the joint shown in FIG. The joint 3 is a joint capable of transmitting compressive loads and shear loads while connecting steel pipe sheet piles 2 in the horizontal direction, as described in, for example, JP-B-49-22404 and Journal of Geotechnical Engineering, Vol. 62, No. 4 (2014), pp. 42-43, "Wide Junction (registered trademark) joint for steel pipe sheet piles". Specifically, the joint 3 includes a pair of female joint members 3A joined to the circumferential surface of one steel pipe sheet pile 2 with a gap W ₂ , a pair of male joint members 3B joined to the circumferential surface of the other steel pipe sheet pile 2 with a gap W ₁ , and a filler 3C filled in the area surrounded by the female joint member 3A, the male joint member 3B, and the circumferential surface of each steel pipe sheet pile 2. The pair of female coupling members 3A are, for example, angle irons, and are arranged so that each of them faces inward to form an inverted L-shape. The pair of male coupling members 3B are, for example, angle irons, and are arranged so that each of them faces outward to form an inverted L-shape, and engage with the inside of the pair of female coupling members 3A. Here, "inverted L-shape" refers to the cross-sectional shape when viewed from the side of each steel pipe sheet pile 2 to which the female coupling member 3A and the male coupling member 3B are joined. Mortar, cement, concrete, or the like can be used as the filler material 3C.

The steel pipe sheet piles 2 are connected to each other by, for example, the joints 3 as described above to form an arch-shaped earth retaining wall that is convex toward the ground G. Since the arch-shaped earth retaining wall has a large bending rigidity as a whole against the back earth pressure, the bending rigidity of each steel pipe sheet pile 2 does not need to be high enough to withstand the back earth pressure alone. The back earth pressure is transmitted as a compressive force inside the earth retaining wall, and is ultimately transmitted from the steel pipe sheet piles 2A located at both ends of the arch shape to the support pile structure 4. Therefore, in the quay wall structure 1, it is not necessary to provide members such as waling works for transmitting the back earth pressure from the steel pipe sheet piles 2 to the support pile structure 4. In addition, unlike the case where the back earth pressure is transmitted as tension inside the earth retaining wall, the members that constitute the earth retaining wall are allowed to have bending rigidity, so that the earth retaining wall can be constructed with steel pipe sheet piles 2 that have a bending rigidity that does not cause bending during construction, thereby improving construction efficiency.

Figure 3 is a cross-sectional view taken along line III-III in Figure 1. Note that some of the steel pipe sheet piles 2 and joints 3 are omitted from Figure 3. As shown in Figure 3, in the support pile structure 4, the jacket legs 4B are arranged to cover the tops of the steel pipe piles 4A. The steel pipe sheet piles 2A located at both ends of the arch shape may be driven deeper than the jacket legs 4B as in the illustrated example, and connected to the jacket legs 4B and the steel pipe piles 4A using joints 3 (not shown) of different dimensions. Alternatively, if the steel pipe sheet piles 2A are driven shallowly, the steel pipe sheet piles 2A may be connected only to the jacket legs 4B.

As shown in Fig. 3, in the quay wall structure 1, the installation depth of the multiple steel pipe sheet piles 2 is shallower in the center of the arch shape of the earth retaining wall than at both ends of the arch shape. Specifically, the installation depth of the steel pipe sheet pile 2B in the center of the arch shape shown in Figs. 1 and 3 is shallower than the installation depth of the steel pipe sheet piles 2A at both ends of the arch shape. Here, when constructing the earth retaining wall, it is desirable to install each of the multiple steel pipe sheet piles 2 deeper than the circular slip surface C of the ground G. Since the circular slip surface C becomes shallower as it moves away from the coast, by arranging the multiple steel pipe sheet piles 2 in an arch shape convex toward the ground G, the installation depth of the steel pipe sheet pile 2B in the center of the arch shape can be shallower than the installation depth of the steel pipe sheet piles 2A at both ends of the arch shape.

Next, an example of a method for constructing a quay wall structure according to this embodiment will be described in brief. First, the steel pipe piles 4A of the support pile structure 4 are driven, then the jacket structure including the jacket legs 4B, beams 6, and jacket legs 5B is installed on the steel pipe piles 4A, and the steel pipe piles 5A of the support pile structure 5 are driven using the jacket legs 5B as guides. This completes the construction of the support pile structure 4 and the support pile structure 5. Then, the following steps are carried out: a process of driving multiple steel pipe sheet piles 2 in sequence while connecting them to each other with joints 3 so as to form the arch shape as described above; and a process of connecting the jacket legs 4B (or steel pipe piles 4A) that constitute the support pile structure 4 to the steel pipe sheet piles 2A located at both ends of the arch shape.

The construction method of the quay structure according to this embodiment is not limited to the above example. For example, the jacket structure (jacket leg 4B, beam 6, and jacket leg 5B) may be installed in advance using temporary piles, and the steel pipe piles 4A, 5A may be driven using the jacket legs 4B, 5B as guides. In addition, a superstructure (not shown) that constitutes the apron portion of the quay may be installed above the jacket structure.

Second Embodiment
4 is a plan view of a quay wall structure according to a second embodiment of the present invention. As shown in FIG. 4, the quay wall structure 1A includes a plurality of steel pipe sheet piles 2 and joints 3 similar to those of the first embodiment. As a difference from the first embodiment, in this embodiment, the support pile structure 4 does not include a jacket leg, and the steel pipe sheet piles 2A located at both ends of the arch shape are connected to the steel pipe piles 4A via the joints 3. In the illustrated example, the quay wall structure 1A includes an anchor body 7 penetrating the ground G and a tie rod 8 which is a tension member connecting the steel pipe pile 4A to the anchor body 7. In this way, in this embodiment, the back earth pressure transmitted to the steel pipe pile 4A from the arch-shaped retaining wall convex toward the ground G side is supported by the ground G via the tie rod 8 and the anchor body 7.

In this embodiment, as in the first embodiment described above, the arch-shaped retaining wall has a large overall bending rigidity against back earth pressure, so the cross section of the steel pipe sheet piles 2 does not need to be increased beyond the extent to which rigidity against radial compression is ensured. There is no need for components such as waling works to transmit back earth pressure from the steel pipe sheet piles 2 to the steel pipe piles 4A. Also, in this embodiment, the retaining wall can be constructed with steel pipe sheet piles 2 that have at least a bending rigidity that does not cause bending during construction, improving workability.

In the quay wall structure according to this embodiment, for example, an anchor body 7 is constructed at the tip of a tie rod 8 that is inserted into the ground, and a steel pipe pile 4A of a support pile structure 4 is connected to the tie rod 8. Then, a process of driving a plurality of steel pipe sheet piles 2 in sequence while connecting them to each other with joints 3 so as to form the arch shape as described above, and a process of connecting the steel pipe piles 4A of the support pile structure 4 to the steel pipe sheet piles 2A located at both ends of the arch shape are carried out.

Fig. 5 is a graph showing the results of the study on the arch shape of the earth retaining wall in the first and second embodiments. In the above embodiments, the arch shape of the earth retaining wall formed by a plurality of steel pipe sheet piles 2 can be, for example, a circular arc, a parabolic shape, or a hyperbolic shape, and the shape can be defined by the ratio of the rise f to the span length L of the arch shape shown in Fig. 1 (rise ratio) f/L. The graph in Fig. 5 shows the relationship between the second moment of area per unit width (mm4/mm) of the earth retaining wall and the rise ratio when the diameter (steel pipe diameter) of the steel pipe sheet pile 2 is 800 mm, ¹²⁰⁰ mm, and 1600 mm (plate thickness is 11 mm in each case).

As shown in the graph, when the rise ratio is 0, i.e. when the steel pipe sheet piles 2 are arranged in a straight line rather than an arched shape, the moment of inertia increases as the steel pipe diameter increases. When the retaining wall is arched and the rise ratio is greater than 0, the moment of inertia increases for all steel pipe diameters, but as an indicator, when the rise ratio is 0.27, the moment of inertia for a steel pipe diameter of 800 mm becomes equivalent to the moment of inertia for a steel pipe diameter of 1,600 mm arranged in a straight line (rise ratio 0). Also, when the rise ratio is 0.3, the moment of inertia for a steel pipe diameter of 800 mm becomes approximately five times the moment of inertia for a steel pipe diameter of 800 mm arranged in a straight line.

Based on the above-mentioned study results, the rise ratio of the arch shape in which the steel pipe sheet piles 2 are arranged may be set to 0.27 or more, or 0.3 or more, as one standard. For example, when the steel pipe diameter is 1200 mm or 1600 mm, the rate of increase in the moment of inertia with respect to the rise ratio is high as shown in the graph of Figure 5, so a rise ratio smaller than 0.27 can provide sufficient effect. Also, when the steel pipe diameter is 800 mm, the rise ratio may be smaller than the above range if the required moment of inertia is smaller.

Fig. 6 is a graph showing the results of the study on the width of the joint in the first and second embodiments. As shown in Fig. 2, in the above embodiment, the joint 3 is joined to each steel pipe sheet pile 2 at a predetermined width W (width _W1 on the male side, width _W2 on the female side). The graph in Fig. 6 shows the relationship between the compressive load (kN) applied to the opposite side of the joint 3 in each steel pipe sheet pile 2 and the displacement (mm) due to the strain of the steel pipe sheet pile 2 for each joint width W of the joint 3 when the diameter (steel pipe diameter) of the steel pipe sheet pile 2 is 800 mm and the plate thickness t is 1.3 mm.

As shown in the graph, when the joint width W is 0, i.e., in the case of a pin-shaped joint with virtually no width rather than the joint shown in Figure 2 above, the larger the joint width W (mm), the smaller the displacement due to the load and the larger the maximum load. From this result, in the above embodiment, by connecting the steel pipe sheet piles 2 with joints 3 having width W, the rigidity of the structure consisting of the steel pipe sheet piles 2 and joints 3 against compressive loads is improved.

Third Embodiment
Fig. 7 is a plan view of a quay wall structure according to a third embodiment of the present invention. As shown in Fig. 7, a quay wall structure 1B includes a plurality of steel pipe sheet piles 2, joints 3, support pile structures 4, bail pile structures 5, and beams 6 similar to those of the first embodiment. The difference from the first embodiment is that in this embodiment, the plurality of steel pipe sheet piles 2 are arranged in an inverted V-shape convex toward the ground G side in the horizontal cross section. The other configurations are the same as those of the first embodiment, so duplicated explanations will be omitted.

Fourth Embodiment
Fig. 8 is a plan view of a quay wall structure according to a fourth embodiment of the present invention. As shown in Fig. 8, a quay wall structure 1C includes a plurality of steel pipe sheet piles 2, joints 3, support pile structures 4, anchor bodies 7, and tie rods 8 similar to those in the second embodiment. As a difference from the second embodiment, in this embodiment, a plurality of steel pipe sheet piles 2 are arranged in an inverted V-shape convex toward the ground G side in the horizontal cross section similar to the above-mentioned third embodiment. Other configurations are the same as those in the second embodiment, so duplicated explanations will be omitted.

When multiple steel pipe sheet piles 2 are arranged in an inverted V-shape as in the third and fourth embodiments, the overall bending rigidity of the retaining wall against back earth pressure is greater than when multiple steel pipe sheet piles 2 are arranged in an arch shape as in the first and second embodiments. By exerting this bending rigidity, as already mentioned, the bending rigidity of each steel pipe sheet pile 2 can be reduced, and the embedded depth of the multiple steel pipe sheet piles 2 that make up the retaining wall can be made deeper, so that the retaining wall itself can bear a greater back earth pressure from the ground G side. In this case, for example, the retaining pile structure 5 and beam 6 in the third embodiment, or the anchor body 7 and tie rod 8 in the fourth embodiment can be made into a simpler structure.

In the third and fourth embodiments, the back earth pressure is mainly transmitted as a compressive force inside the retaining wall, so that components such as wale-raising are not required. In addition, since the components constituting the retaining wall are allowed to have bending rigidity, the retaining wall can be constructed with steel pipe sheet piles 2 that have a bending rigidity that does not cause bending during construction, thereby improving workability. These effects are obtained by arranging multiple steel pipe sheet piles 2 in a convex shape that is convex toward the ground G side in the horizontal cross section, and the convex shape is not limited to an arch shape or an inverted V shape. For example, as will be described below with reference to Figures 9 to 11, the balance between the rise ratio of the retaining wall and the compressive force acting on the steel pipe sheet piles 2 can be adjusted by selecting either an arch shape or an inverted V shape as the convex shape.

9 and 10 are diagrams showing the forces acting on the first steel pipe sheet pile when the arrangement of the earth retaining wall is an arch shape and an inverted V shape, respectively. The force Q acting between the steel pipe sheet piles 2C (hereinafter also referred to as the first steel pipe sheet piles 2C) located at both ends of the convex shape and the steel pipe piles 4A of the support pile structure 4 corresponds to 1/2 of the reaction force R of the back earth pressure borne by the support pile structure 4. In the example shown in FIG. 9, the first steel pipe sheet pile 2C is connected to the steel pipe pile 4A via a joint 3 (not shown) at an angle θ ₁ with respect to the wall width direction. In this case, a compressive force Q sinθ ₁ and a shear force Q cosθ ₁ act between the first steel pipe sheet pile 2C and the steel pipe pile 4A as components of the force Q. In the example shown in FIG. 10, the first steel pipe sheet pile 2C is connected to the steel pipe pile 4A at an angle θ ₂ with respect to the wall width direction, and a compressive force Q sin θ ₂ and a shear force Q cos θ ₂ act between the first steel pipe sheet pile 2C and the steel pipe pile 4A.

Here, as shown in Fig. 9 and Fig. 10, when the rise ratio of the earth retaining wall formed by the steel pipe sheet piles 2 (the ratio f/L of the rise f to the span length L of the convex shape shown in Fig. 1 and Fig. 7) is equal, the angle _θ2 of the first steel pipe sheet pile 2C in the inverted V-shape is smaller than the angle θ1 of the first steel pipe sheet pile _2C in the arch-shape ( _θ1 > _θ2 ). As a result, the compressive force acting between the first steel pipe sheet pile 2C and the steel pipe pile 4A is also smaller in the inverted V-shape than in the arch-shape ( _Qsinθ1 > _Qsinθ2 ). The graph in Fig. 11 shows the relationship between the angle θ (corresponding to the above angles _θ1 and _θ2 ) and the compressive force acting on the first steel pipe sheet pile 2C. Therefore, for example, when it is desired to reduce the compressive force acting on the first steel pipe sheet pile 2C while ensuring the rise f, the inverted V-shape as described in the third and fourth embodiments may be advantageous. Conversely, for example, when it is desired to reduce the shear force acting on the joint 3 with the same rise f, the arch shape as described in the first and second embodiments above may be advantageous.

The above describes in detail preferred embodiments of the present invention with reference to the attached drawings, but the present invention is not limited to such examples. It is clear that a person with ordinary knowledge in the technical field to which the present invention pertains can conceive of various modified or revised examples within the scope of the technical ideas described in the claims, and it is understood that these also naturally fall within the technical scope of the present invention.

The present invention can be used in quay structures and methods for constructing quay structures.

Reference Signs List 1, 1A, 1B, 1C...quay wall structure, 2, 2A, 2B, 2C...steel pipe sheet pile, 3...joint, 4...support pile structure, 4A...steel pipe pile, 4B...jacket leg, 5...backing pile structure, 5A...steel pipe pile, 5B...jacket leg, 6...beam, 7...anchor body, 8...tie rod.

Claims (9)

A plurality of steel pipe sheet piles arranged in a convex shape convex toward the ground in a horizontal cross section;
A joint for connecting the plurality of steel pipe sheet piles to each other;
A support pile structure connected to steel pipe sheet piles located at both ends of the convex shape,
Among the plurality of steel pipe sheet piles, the driving depth of the steel pipe sheet pile located between both ends of the convex shape is shallower than the driving depth of the steel pipe sheet pile located at both ends of the convex shape among the plurality of steel pipe sheet piles,
The quay wall structure , wherein the driving depth of the plurality of steel pipe sheet piles becomes shallower in at least two stages toward the center of the convex shape . The quay structure according to claim 1, further comprising a support pile structure located on the seaward side of the support pile structure, and a compression member connecting the support pile structure to the support pile structure. The quay wall structure according to claim 1, further comprising an anchor body that penetrates the ground and a tension member that connects the support pile structure to the anchor body. The quay wall structure according to any one of claims 1 to 3, wherein the convex shape is a circular arc, a parabolic or hyperbolic arch, or an inverted V-shape. The quay structure according to any one of claims 1 to 4, wherein each of the plurality of steel pipe sheet piles is driven deeper than the circular arc slide surface of the ground. The plurality of steel pipe sheet piles include a first steel pipe sheet pile and a second steel pipe sheet pile,
The joint includes a pair of female joint members joined to a peripheral surface of the first steel pipe sheet pile with a gap therebetween, a pair of male joint members joined to a peripheral surface of the second steel pipe sheet pile with a gap therebetween, and a filler material filled in an area surrounded by the female joint members, the male joint members, and the peripheral surfaces of the first and second steel pipe sheet piles,
The pair of female joint members are arranged so as to form an inverted L shape facing inward,
The quay wall structure according to any one of claims 1 to 5, wherein the pair of male coupling members are arranged to form an inverted L-shape facing outward and engage with the inner sides of the pair of female coupling members. A step of sequentially driving a plurality of steel pipe sheet piles while connecting them to each other with joints so that a convex shape is formed on the ground side in a horizontal cross section;
and connecting a support pile structure to the steel pipe sheet piles located at both ends of the convex shape,
a driving depth of the steel pipe sheet piles located between both ends of the convex shape among the plurality of steel pipe sheet piles is shallower than a driving depth of the steel pipe sheet piles located at both ends of the convex shape among the plurality of steel pipe sheet piles, and the driving depth of the plurality of steel pipe sheet piles is driven so as to become shallower in at least two stages toward the center of the convex shape . The method for constructing a quay structure according to claim 7 further includes a step of constructing a support pile structure located on the seaward side of the support pile structure and connected to the support pile structure by a compression member. The method for constructing a quay structure according to claim 7, further comprising the step of constructing an anchor body that penetrates the ground and is connected to the support pile structure by a tension member.

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