JP2020076285A - Quay wall structure and construction method for quay wall structure - Google Patents

Abstract

To configure an earth retaining wall using members that have appropriate flexural rigidity to improve workability and reduce an increase in the amount of steel materials.SOLUTION: A wall structure is provided that includes: a plurality of steel pipe sheet piles that are arranged in a convex shape which protrudes to the ground side in horizontal cross-section; joints that connect the plurality of steel pipe sheet piles; and support pile structures that are connected to steel pipe sheet piles at the ends of the convex shape.SELECTED DRAWING: Figure 1

Description

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

  In the quay structure, a steel retaining wall, which is cast deeper than the sea floor, counters the back pressure. As a steel material constituting the earth retaining wall, a steel sheet pile or a steel pipe sheet pile is generally used because it can be easily placed in the ground. The back surface earth pressure acting on the retaining wall is transmitted to the jacket structure constructed on the sea side, for example, but since the stays are arranged intermittently in the horizontal direction in which the retaining wall extends, they are located between the jacket structures. In the part, the back earth pressure is supported by the bending rigidity of the earth retaining wall. Therefore, when the back earth pressure is large, increase the cross-section of the steel sheet pile or the steel pipe sheet pile that constitutes the earth retaining wall to increase the rigidity, or add a waving work that extends across the steel sheet pile or the steel pipe sheet pile. It was necessary to increase the bending rigidity of the earth retaining wall.

  On the other hand, Patent Document 1 proposes a technique of forming an arch-shaped earth retaining wall that is convex toward the sea side by using a sheet-shaped member, for example, a straight steel sheet pile. In this case, since the back surface earth pressure is supported by the tension in the horizontal direction of the earth retaining wall, the bending rigidity of the earth retaining wall may be low. Therefore, it is possible to construct a steel sheet pile wall capable of resisting the earth pressure on the back surface while suppressing an increase in the amount of steel material due to an increase in the cross section and the addition of waving.

JP 2005-194867 A

  However, in the technique described in Patent Document 1, the workability when placing the earth retaining wall is not high because the bending rigidity of the member forming the earth retaining wall is low. In other words, since the bending rigidity of the member is intentionally lowered so that the back surface earth pressure can be supported by tension after placing, the member placed in the ground during construction of the earth retaining wall is likely to bend in the wall thickness direction. ..

  Therefore, the present invention provides a quay wall structure and a method for constructing a quay wall structure that can suppress an increase in the amount of steel material while improving the workability by configuring the earth retaining wall with a member having an appropriate bending rigidity. The purpose is to do.

  According to a certain aspect of the present invention, a plurality of steel pipe sheet piles arranged in a convex shape convex to the ground side in a horizontal cross section, a joint connecting the plurality of steel pipe sheet piles to each other, and steel pipe sheet piles located at both ends of the convex shape. There is provided a quay structure including a support pile structure to be connected.

  The above-mentioned quay structure may further include a retaining pile structure located on the sea side of the supporting pile structure, and a compression member connecting the supporting pile structure to the retaining pile structure.

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

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

  In the above quay structure, the casting depth of the plurality of steel pipe sheet piles may be shallower at the center of the convex shape than at both ends of the convex shape.

  In the above quay structure, each of the plurality of steel pipe sheet piles may be driven to a depth deeper than the arc slip surface of the ground.

  In the above quay structure, the plurality of steel pipe sheet piles include a first steel pipe sheet pile and a second steel pipe sheet pile, and the joint is a pair of female sides joined to the peripheral surface of the first steel pipe sheet pile with a space therebetween. Joint member, a pair of male-side joint members joined to the peripheral surface of the second steel pipe sheet pile with a space, a female-side joint member, a male-side joint member, and peripheries of the first and second steel pipe sheet piles A pair of female side joint members are arranged so as to have an inverted L shape inwardly facing each other, and a pair of male side joint members are provided. , May be arranged so as to have an inverted L shape facing outward and engage with the inside of the pair of female side joint members.

  According to another aspect of the present invention, while connecting a plurality of steel pipe sheet piles to each other with a joint, a step of sequentially driving so as to form a convex convex shape on the ground side in a horizontal cross section, and both ends of the convex shape. And a step of connecting the support pile structure to the steel pipe sheet pile located at.

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

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

  In the method for constructing the quay wall structure described above, the plurality of steel pipe sheet piles may be cast in the center of the convex shape so as to be shallower than both ends of the convex shape.

  According to the above configuration, by making the shape of the earth retaining wall constituted by a plurality of steel pipe sheet piles convex toward the ground side, the back earth pressure is transmitted as a compressive force inside the earth retaining wall, so at least the construction The earth retaining wall can be made of a steel pipe sheet pile having a bending rigidity that does not cause bending at times, which improves workability. In addition, since the earth retaining wall composed of a plurality of steel pipe sheet piles arranged in a convex shape has a large bending rigidity as a whole against the back surface earth pressure, the cross section of each steel pipe sheet pile is increased, and the waving work is performed. It is not necessary to arrange additional members such as. That is, in the present invention, by constructing the earth retaining wall with a member having an appropriate bending rigidity, it is possible to suppress an increase in the amount of steel material while improving the workability.

It is a top view of the wharf structure concerning a 1st embodiment of the present invention. It is an enlarged view of the joint shown in FIG. It is the III-III sectional view taken on the line of FIG. It is a top view of the wharf structure concerning a 2nd embodiment of the present invention. It is a graph which shows the examination result about the arch shape of the earth retaining wall in the first embodiment and the second embodiment. It is a graph which shows the examination result about the width of the joint in a 1st embodiment and a 2nd embodiment. It is a top view of the wharf structure concerning a 3rd embodiment of the present invention. It is a top view of the wharf structure concerning a 4th embodiment of the present invention. It is a figure which shows the force applied to a 1st steel pipe sheet pile when the arrangement of the earth retaining wall is an arch shape. It is a figure which shows the force applied to the 1st steel pipe sheet pile when the arrangement of the earth retaining wall is an inverted V shape. It is a graph which shows the relationship between the angle which a 1st steel pipe sheet pile connects with a steel pipe pile, and the compressive force which acts on a 1st steel pipe sheet pile.

  Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. In this specification and the drawings, components having substantially the same functional configuration are designated by the same reference numerals, and duplicate description will be omitted.

(First embodiment)
FIG. 1 is a plan view of a quay structure according to a first embodiment of the present invention. As shown in FIG. 1, the quay structure 1 includes a plurality of steel pipe sheet piles 2 arranged in a convex arch shape on the ground G side in a horizontal section, a joint 3 connecting the plurality of steel pipe sheet piles 2 to each other, and an arch shape. And a support pile structure 4 including a steel pipe pile 4A and a jacket leg 4B that are connected to the steel pipe sheet piles 2A located at both ends of the joint via a joint 3. The joint 3 transmits the compressive load and the shear load between the plurality of steel pipe sheet piles 2. In the illustrated example, the quay structure 1 is a retaining pile structure 5 located on the sea side of the supporting pile structure 4, and a beam 6 that is a compression member that connects the supporting pile structure 4 to the retaining pile structure 5. Further, the retaining pile structure 5 includes a steel pipe pile 5A and a jacket leg 5B.

FIG. 2 is an enlarged view of the joint shown in FIG. The joint 3 is disclosed, for example, in Japanese Examined Patent Publication No. Sho 49-22404, Journal of Geotechnical Engineering Vol. 62, No. 4 (2014), p. It is possible to transmit compressive load and shear load while horizontally connecting the steel pipe sheet piles 2 as described in 42-43 "Wide Junction (Wide Junction (registered trademark)" used for steel pipe sheet piles) and the like. It is a joint. Specifically, the joint 3, a pair of female joint member 3A which is joined at intervals W ₂ on one of the peripheral surface of the steel pipe sheet pile 2, the distance W ₁ on the other peripheral surface of the steel pipe sheet pile 2 A pair of male-side joint members 3B that are opened and joined, a female-side joint member 3A, a male-side joint member 3B, and a filler 3C filled in a region surrounded by the peripheral surfaces of the respective steel pipe sheet piles 2 are provided. Including. The pair of female side joint members 3A is, for example, chevron steel, and is arranged so that each has an inverted L shape facing inward. The pair of male side joint members 3B is also, for example, chevron steel, and is arranged so as to have an inverted L shape facing outward, and engages with the inside of the pair of female side joint members 3A. Here, the “inverted L-shape” is a cross-sectional shape when viewed from the side of each steel pipe sheet pile 2 to which the female joint member 3A and the male joint member 3B are joined. Mortar, cement, concrete, or the like can be used as the filler 3C.

  The plurality of steel pipe sheet piles 2 are connected to each other by, for example, the joint 3 as described above to form an arch-shaped earth retaining wall that is convex toward the ground G side. Since the arch-shaped earth retaining wall has a large bending rigidity as a whole against the back surface earth pressure, the bending rigidity of each steel pipe sheet pile 2 does not have to be high enough to be able to independently oppose the back surface earth pressure. The back surface earth pressure is transmitted as a compressive force inside the earth retaining wall, and is finally transmitted to the support pile structure 4 from the steel pipe sheet piles 2A located at both ends of the arch shape. Therefore, in the quay structure 1, it is not necessary to provide a member such as a waving for transmitting the back surface earth pressure from the steel pipe sheet pile 2 to the support pile structure 4. In addition, unlike the case where rear surface earth pressure is transmitted as tension inside the retaining wall, it is permissible that the members that make up the retaining wall have bending rigidity, so bending at least to the extent that bending does not occur during construction. The steel pipe sheet pile 2 having rigidity can form an earth retaining wall, which improves workability.

  FIG. 3 is a sectional view taken along line III-III in FIG. In addition, in FIG. 3, illustration of a part of the steel pipe sheet pile 2 and the joint 3 is omitted. As shown in FIG. 3, in the support pile structure 4, the jacket leg 4B is arranged so as to cover the upper portion of the steel pipe pile 4A. The steel pipe sheet piles 2A located at both ends of the arch shape are driven deeper than the jacket leg 4B as in the illustrated example, and the joints 3 (not shown) having different sizes are used to cover the jacket leg 4B and the steel pipe pile 4A. May be connected to each. Alternatively, when the casting depth of the steel pipe sheet pile 2A is shallow, the steel pipe sheet pile 2A may be connected only to the jacket leg 4B.

  Further, as shown in FIG. 3, in the quay structure 1, the driving depth of the plurality of steel pipe sheet piles 2 is shallower at the center of the arch shape of the earth retaining wall than at both ends of the arch shape. Specifically, the driving depth of the steel pipe sheet pile 2B at the center of the arch shape shown in FIGS. 1 and 3 is shallower than the driving depth of the steel pipe sheet piles 2A at both ends of the arch shape. Here, in constructing the earth retaining wall, it is desirable that each of the plurality of steel pipe sheet piles 2 be driven to a depth deeper than the arc slip surface C of the ground G. Since the circular arc slip surface C becomes shallower as it moves away from the shore, a plurality of steel pipe sheet piles 2 are arranged in a convex arch shape on the ground G side, so that the driving depth of the steel pipe sheet pile 2B at the center of the arch shape is It may be shallower than the driving 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 structure according to this embodiment will be schematically described. First, the steel pipe pile 4A of the support pile structure 4 is placed, and then the jacket structure including the jacket leg 4B, the beam 6 and the jacket leg 5B is installed on the steel pipe pile 4A, and further, the jacket leg 5B is used as a guide to construct the retaining pile structure. The steel pipe pile 5A of the body 5 is placed. As a result, the support pile structure 4 and the retaining pile structure 5 are constructed. Thereafter, a step of sequentially driving a plurality of steel pipe sheet piles 2 while connecting them with each other with a joint 3 so that the arch shape as described above is formed, and a jacket leg 4B (or a steel pipe) that constitutes the support pile structure 4 And a step of connecting the piles 4A) to the steel pipe sheet piles 2A located at both ends of the arch shape.

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

(Second embodiment)
FIG. 4 is a plan view of the quay structure according to the second embodiment of the present invention. As shown in FIG. 4, the quay structure 1A includes a plurality of steel pipe sheet piles 2 and joints 3 similar to those in the first embodiment. As a difference from the first embodiment, in the present 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 pile 4A via the joint 3. .. In the illustrated example, the quay structure 1A includes an anchor body 7 that penetrates into the ground G and a tie rod 8 that is a tensile member that connects the steel pipe pile 4A to the anchor body 7. Thus, in this embodiment, the back surface earth pressure transmitted to the steel pipe pile 4A from the arch-shaped earth retaining wall that is convex toward the ground G side is supported by the ground G through the tie rods 8 and the anchor body 7. ..

  Also in the present embodiment, as in the first embodiment, the arch-shaped earth retaining wall has a large bending rigidity as a whole against the back surface earth pressure, so that the steel pipe sheet pile 2 has a rigidity against radial compression. It is not necessary to increase the cross section more than it is secured. A member such as a waving for transmitting the back surface earth pressure from the steel pipe sheet pile 2 to the steel pipe pile 4A is also unnecessary. Further, also in the present embodiment, since the earth retaining wall can be configured by the steel pipe sheet pile 2 having bending rigidity at least so as not to bend at the time of construction, the workability is improved.

  In the quay structure according to the present embodiment, for example, the anchor body 7 is constructed at the tip of the tie rod 8 penetrated into the ground, and the steel pipe pile 4A of the support pile structure 4 is connected to the tie rod 8. Thereafter, a step of sequentially placing a plurality of steel pipe sheet piles 2 while connecting them with each other with a joint 3 so that the arch shape as described above is formed, and the steel pipe piles 4A of the support pile structure 4 at both ends of the arch shape. And the step of connecting to the steel pipe sheet pile 2A located at.

FIG. 5: is a graph which shows the examination result about the arch shape of the earth retaining wall in the said 1st Embodiment and 2nd Embodiment. In the above-described embodiment, the arch shape of the earth retaining wall constituted by the plurality of steel pipe sheet piles 2 may be, for example, an arc shape, a parabolic shape, or a hyperbolic shape, but the shape is a span of the arch shape shown in FIG. 1. It can be defined by the ratio of the rise f to the length L (rise ratio) f / L. The graph of FIG. 5 shows that the second moment of area per unit width of the earth retaining wall when the diameter of the steel pipe sheet pile 2 (steel pipe diameter) is 800 mm, 1200 mm, and 1600 mm (all have a thickness of 11 mm) (mm ⁴ / mm) and the rise ratio.

  As shown in the graph, when the rise ratio is 0, that is, when the steel pipe sheet pile 2 is arranged in a straight line rather than in an arched shape, the second moment of area increases as the diameter of the steel pipe increases. When the earth retaining wall is arched and the rise ratio becomes larger than 0, the second moment of area increases at any steel pipe diameter, but one index is that when the rise ratio is 0.27, the steel pipe diameter is 800 mm. The geometrical moment of inertia is equal to the geometrical moment of inertia in a linear arrangement (rise ratio is 0) when the diameter of the steel pipe is 1600 mm. Further, when the rise ratio becomes 0.3, the second moment of area when the steel pipe diameter is 800 mm is about 5 times the second moment of area when the steel pipe diameter is 800 mm and the linear arrangement is the same.

  From the above examination results, as one criterion, the rise ratio of the arch shape in which the steel pipe sheet pile 2 is arranged may be 0.27 or more, or 0.3 or more. When the diameter of the steel pipe is 1200 mm or 1600 mm, for example, as shown in the graph of FIG. 5, the rate of increase of the second moment of area with respect to the rise ratio is high. Is obtained. Even when the diameter of the steel pipe is 800 mm, the rise ratio may be smaller than the above range when the required second moment of area is smaller.

FIG. 6 is a graph showing the results of studying the width of the joint in the above-described 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 with a predetermined width W (width W _{1 on} the male side and width W ₂ on the female side). The graph of FIG. 6 shows that, 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, the joint width W of the joint 3 is opposite to the joint 3 of each steel pipe sheet pile 2. 2 shows the relationship between the compressive load (kN) applied to and the displacement (mm) of the steel pipe sheet pile 2 due to strain.

  As shown in the graph, the joint width W is 0, that is, the joint width W is 0, that is, the joint width W is not the joint shown in FIG. As W (mm) increases, the displacement with respect to the load decreases, and the maximum load also increases. From this result, in the above-described embodiment, the joint 3 having the width W connects the steel pipe sheet piles 2, so that the rigidity of the structure including the steel pipe sheet pile 2 and the joint 3 with respect to the compressive load is improved.

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

(Fourth Embodiment)
FIG. 8 is a plan view of the quay structure according to the fourth embodiment of the present invention. As shown in FIG. 8, the quay structure 1C includes a plurality of steel pipe sheet piles 2, a joint 3, a support pile structure 4, an anchor body 7, and a tie rod 8 similar to those in the second embodiment. As a difference from the second embodiment, in the present embodiment, a plurality of steel pipe sheet piles 2 are arranged in an inverted V-shape that is convex toward the ground G side in a horizontal cross section as in the third embodiment. The rest of the configuration is the same as that of the second embodiment, so duplicated description will be omitted.

  When a plurality of steel pipe sheet piles 2 are arranged in an inverted V shape as in the above-described third and fourth embodiments, the bending rigidity of the earth retaining wall as a whole against the back earth pressure is the first. It becomes larger than the case where a plurality of steel pipe sheet piles 2 are arranged in an arch shape in the embodiment and the second embodiment. By exhibiting this bending rigidity, in addition to suppressing the bending rigidity of each steel pipe sheet pile 2 as already described, the depth of rooting of the plurality of steel pipe sheet piles 2 constituting the earth retaining wall can be further improved. The earth retaining wall itself can be made deeper to bear the back surface earth pressure from the large ground G side. In this case, for example, the retaining pile structure 5 and the beam 6 in the third embodiment, or the anchor body 7 and the tie rod 8 in the fourth embodiment can have a simpler structure.

  Further, also in the above-described third and fourth embodiments, the back surface earth pressure is mainly transmitted as a compressive force inside the earth retaining wall, so a member such as a waving work is not necessary. Further, since the member forming the earth retaining wall is allowed to have bending rigidity, it is possible to form the earth retaining wall with the steel pipe sheet pile 2 having a bending rigidity that does not cause bending during construction. Workability is improved. Note that these effects are obtained by arranging a plurality of steel pipe sheet piles 2 in a convex shape that is convex toward the ground G side in a horizontal cross section, and is limited only when the convex shape is an arch shape or an inverted V shape. Absent. For example, as described below with reference to FIGS. 9 to 11, by selecting either the arch shape or the inverted V shape as the convex shape, the rise ratio of the earth retaining wall and the steel pipe sheet pile 2 are acted on. It is also possible to adjust the balance with the compression force.

FIG. 9 and FIG. 10 are diagrams showing the force applied to the first steel pipe sheet pile when the arrangement of the earth retaining walls is arch-shaped and inverted V-shaped, respectively. The force Q acting between the steel pipe sheet pile 2C (hereinafter also referred to as the first steel pipe sheet pile 2C) and the steel pipe pile 4A of the support pile structure 4 located at both ends of the convex shape is the back surface that the support pile structure 4 bears. It is equivalent to 1/2 of the reaction force R of earth pressure. In the example shown in FIG. 9, the first steel pipe sheet pile 2C is connected to the steel pipe pile 4A via the joint 3 (not shown) at an angle θ ₁ with respect to the wall width direction. In this case, as a component of the force Q, the compressive force Qsinθ ₁ and the shear force Qcosθ ₁ act between the first steel pipe sheet pile 2C and the steel pipe pile 4A. 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 the compressive force Qsinθ ₂ and the shear force are generated between the first steel pipe sheet pile 2C and the steel pipe pile 4A. Qcos θ ₂ acts.

Here, as shown in FIGS. 9 and 10, the rise ratio of the earth retaining wall constituted by the steel pipe sheet pile 2 (ratio f of rise f to convex span length L shown in FIGS. 1 and 7 f / L) are equal, than the angle theta ₁ of the first steel pipe sheet pile 2C in the case of an arch shape, towards the angle theta ₂ of the first steel pipe sheet pile 2C in the case of inverted V-shape is small (theta _1> theta ₂ ). As a result, the compressive force acting between the first steel pipe sheet pile 2C and the steel pipe pile 4A is smaller in the case of the inverted V shape than in the case of the arch shape (Qsinθ ₁ > Qsinθ ₂ ). The graph of FIG. 11 shows the relationship between the angle θ (corresponding to the above angles θ ₁ and θ ₂ ) 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 securing the rise f, the inverted V-shape as described in the third embodiment and the fourth embodiment is advantageous. Can be On the contrary, for example, when it is desired to reduce the shearing force applied to the joint 3 with the same rise f, the arch shape as described in the first embodiment and the second embodiment may be advantageous.

  Although the preferred embodiments of the present invention have been described above in detail with reference to the accompanying drawings, the present invention is not limited to such examples. It is obvious that a person having ordinary knowledge in the technical field to which the present invention pertains can come up with various alterations or modifications within the scope of the technical idea described in the claims. Of course, it is understood that these also belong to the technical scope of the present invention.

  1, 1A, 1B, 1C ... Quay structure, 2, 2A, 2B, 2C ... Steel pipe sheet pile, 3 ... Joint, 4 ... Support pile structure, 4A ... Steel pipe pile, 4B ... Jacket leg, 5 ... Rest pile structure, 5A ... Steel pipe pile, 5B ... Jacket leg, 6 ... Beam, 7 ... Anchor body, 8 ... Tie rod.

Claims (11)

A plurality of steel pipe sheet piles arranged in a convex shape that is convex on the ground side in the horizontal cross section,
A joint connecting the plurality of steel pipe sheet piles to each other,
And a support pile structure connected to the steel pipe sheet piles located at both ends of the convex shape.   The quay wall structure according to claim 1, further comprising: a retaining pile structure located on the sea side of the supporting pile structure, and a compression member that connects the supporting pile structure to the retaining pile structure.   The quay structure according to claim 1, further comprising an anchor body that penetrates into the ground, and a tension member that connects the support pile structure body to the anchor body.   The quay wall structure according to any one of claims 1 to 3, wherein the convex shape is an arc shape, a parabolic shape or a hyperbolic arch shape, or an inverted V shape.   The quay structure according to any one of claims 1 to 4, wherein, in the center of the convex shape, the driving depth of the plurality of steel pipe sheet piles is shallower than both ends of the convex shape.   The quay structure according to claim 5, wherein each of the plurality of steel pipe sheet piles is driven to a depth deeper than an arc slip 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-side joint members that are joined to the peripheral surface of the first steel pipe sheet pile at intervals and a pair of female side joint members that are joined to the peripheral surface of the second steel pipe sheet pile at intervals. A male-side joint member, a female-side joint member, the male-side joint member, and a filler filled in a region surrounded by the peripheral surfaces of the first and second steel pipe sheet piles,
The pair of female-side joint members are arranged so that each has an inverted L-shape facing inward,
7. The pair of male side joint members are arranged so as to have an inverted L-shape facing outward, and engage with the inside of the pair of female side joint members. The quay structure according to any one of items. While connecting the plurality of steel pipe sheet piles to each other with a joint, a step of sequentially placing so that a convex shape that is convex on the ground side in a horizontal cross section is formed,
Connecting the support pile structures to the steel pipe sheet piles located at both ends of the convex shape.   The method for constructing a quay wall structure according to claim 8, further comprising a step of constructing a retaining pile structure located on the sea side of the support pile structure and connected to the support pile structure by a compression member.   The method for constructing a quay wall structure according to claim 8, further comprising the step of constructing an anchor body that penetrates into the ground and is connected to the support pile structure body by a tension member.   The method for constructing a quay wall structure according to any one of claims 8 to 10, wherein the plurality of steel pipe sheet piles are cast in the center of the convex shape so as to be shallower than both ends of the convex shape.

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