JP2023076734A - 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 wall structure and a method for constructing a quay structure.

In the quay wall structure, a steel retaining wall that is driven deeper than the sea floor counters the back earth pressure. Steel sheet piles and steel pipe sheet piles are generally used as the steel material for constructing earth retaining walls because they are easy to drive into the ground. The back earth pressure acting on the earth retaining wall is transmitted to the jacket structure constructed on the sea side, for example, but since the anchorage is intermittently arranged in the horizontal direction of the retaining wall, it hits between the jacket structures. In some parts, the back earth pressure is supported by the bending rigidity of the retaining wall. Therefore, when the back earth pressure is large, the cross section of the steel sheet piles and steel pipe sheet piles that make up the retaining wall is increased to increase the rigidity, and the wale that extends across the steel sheet piles and steel pipe sheet piles is added. Therefore, it was necessary to increase the bending rigidity of the retaining wall.

On the other hand, Patent Literature 1 proposes a technique of constructing an arch-shaped earth retaining wall projecting toward the sea using a sheet-like member such as a straight steel sheet pile. In this case, since the back earth pressure is supported by the horizontal tension of the retaining wall, the bending rigidity of the retaining wall may be low. Therefore, it is possible to construct a steel sheet pile wall capable of resisting back surface earth pressure while suppressing an increase in the amount of steel material due to an increase in cross section or addition of wale work.

JP 2005-194867 A

However, in the technique described in Patent Document 1, since the bending rigidity of the members constituting the earth retaining wall is low, the workability when driving the earth retaining wall is not high. In other words, the flexural rigidity of the members is intentionally lowered so that the back earth pressure can be supported by tension after placement. .

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

According to one aspect of the present invention, a plurality of steel pipe sheet piles arranged in a convex shape projecting toward the ground in a horizontal cross section, joints connecting the plurality of steel pipe sheet piles to each other, and steel pipe sheet piles positioned at both ends of the convex shape. A quay wall structure is provided comprising a supporting pile structure coupled thereto.

The quay wall structure may further include a stay pile structure located further to the sea than the support pile structure, and a compression member connecting the support pile structure to the stay pile structure.

The above wharf structure may further comprise an anchor body penetrating into the ground and a tension member connecting the support pile structure to the anchor body.

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

In the quay wall structure described above, the driving 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 wall structure, each of the plurality of steel pipe sheet piles may be driven deeper than the arc slip surface of the ground.

In the above quay wall structure, the plurality of steel pipe sheet piles includes a first steel pipe sheet pile and a second steel pipe sheet pile, and the joint is a pair of female side joints spaced apart on the peripheral surface of the first steel pipe sheet pile. A joint member, a pair of male side joint members joined to the peripheral surface of the second steel pipe sheet pile with a space therebetween, the female side joint member, the male side joint member, and the circumferences of the first and second steel pipe sheet piles and a filler to be filled in the area surrounded by the faces, the pair of female side joint members are arranged so as to form an inverted L shape each facing inward, and the pair of male side joint members are , each arranged in an inverted L shape facing outward to engage the inside of a pair of female side coupling members.

According to another aspect of the present invention, a step of sequentially driving a plurality of steel pipe sheet piles while connecting them with joints so as to form a convex shape protruding toward the ground in a horizontal cross section; and connecting a support pile structure to a steel pipe sheet pile located at a quay wall structure.

The method of constructing the quay structure described above may further include the step of constructing a stay pile positioned further to the sea than the support pile structure and connected to the support pile structure with a compression member.

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

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

According to the above configuration, the earth retaining wall made up of a plurality of steel pipe sheet piles is made convex toward the ground, so that the back earth pressure is transmitted as a compressive force inside the retaining wall. An earth retaining wall can be constructed from steel pipe sheet piles that have a bending rigidity that does not cause bending, which improves workability. In addition, since the earth retaining wall, which is composed of multiple steel pipe sheet piles arranged in a convex shape, has a large bending rigidity against the back earth pressure as a whole, it is possible to increase the cross section of each steel pipe It is not necessary to arrange additional members such as In other words, according to 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 workability.

BRIEF DESCRIPTION OF THE DRAWINGS It is a top view of the quay wall structure which concerns on the 1st Embodiment of this invention. 2 is an enlarged view of the joint shown in FIG. 1; FIG. 2 is a cross-sectional view taken along line III-III of FIG. 1; FIG. It is a top view of the wharf structure which concerns on the 2nd Embodiment of this invention. 4 is a graph showing the results of examination of the arch shape of retaining walls in the first embodiment and the second embodiment. FIG. 5 is a graph showing the results of examination of joint widths in the first embodiment and the second embodiment; FIG. It is a top view of the wharf structure which concerns on the 3rd Embodiment of this invention. It is a top view of the wharf structure which concerns on the 4th Embodiment of this invention. FIG. 10 is a diagram showing the force applied to the first steel pipe sheet pile when the earth retaining walls are arranged in an arch shape; FIG. 10 is a diagram showing the force applied to the first steel pipe sheet pile when the earth retaining walls are arranged in an inverted V shape; It is a graph which shows the relationship between the angle by which a 1st steel pipe sheet pile is connected with a steel pipe pile, and the compressive force which acts on a 1st steel pipe sheet pile.

Preferred embodiments of the present invention will be described in detail below with reference to the accompanying drawings. In the present specification and drawings, constituent elements having substantially the same functional configuration are denoted by the same reference numerals, thereby omitting 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 projecting toward the ground G side in a horizontal cross section, a joint 3 connecting the plurality of steel pipe sheet piles 2 to each other, and an arch shape. support pile structure 4 including steel pipe piles 4A and jacket legs 4B connected via joints 3 to steel pipe sheet piles 2A located at both ends of the . Compressive loads and shear loads are transmitted between the plurality of steel pipe sheet piles 2 by the joints 3 . In the illustrated example, the quay wall structure 1 includes a stay pile structure 5 located further to the sea than the support pile structure 4, and a beam 6 which is a compression member connecting the support pile structure 4 to the stay pile structure 5. and the stay 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. 1; FIG. The joint 3 is disclosed, for example, in Japanese Patent Publication No. 49-22404, Geotechnical Journal, Vol. 62, No. 4 (2014), p. 42-43 "Wide Junction (Registered Trademark)" for Steel Pipe Sheet Piles", etc. It is possible to transmit compressive load and shear load while connecting steel pipe sheet piles 2 in the horizontal direction. It is a fitting. Specifically, the joint 3 consists of a pair of female side joint members 3A that are joined on the peripheral surface of one of the steel pipe sheet piles 2 with an interval _W2 , and a pair of female side joint members 3A that are joined on the peripheral surface of the other steel pipe sheet pile 2 with an interval _W1 . A pair of male side joint members 3B that are opened and joined, and a filling material 3C that fills a region surrounded by the peripheral surfaces of the female side joint member 3A, the male side joint member 3B, and the respective steel pipe sheet piles 2. include. The pair of female joint members 3A are angle steels, for example, and are arranged in an inverted L shape facing inward. The pair of male joint members 3B are also angle irons, for example, and are arranged in an inverted L shape facing outward to engage the inside of the pair of female 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 side joint member 3A and the male side joint member 3B are joined. Mortar, cement, concrete, or the like can be used for the filler 3C.

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

FIG. 3 is a cross-sectional view taken along line III--III in FIG. In addition, illustration of some steel pipe sheet piles 2 and joints 3 is omitted in FIG. 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 legs 4B as in the illustrated example, and joints 3 (not shown) with different dimensions are used to connect the jacket legs 4B and the steel pipe piles 4A. may be connected to each of the Alternatively, when the installation 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 wall 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 retaining wall than at both ends of the arch shape. Specifically, the placement 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 placement 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 is driven 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 coast, the plurality of steel pipe sheet piles 2 are arranged in an arch shape convex toward the ground G side, so that the driving depth of the steel pipe sheet pile 2B in 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 wall structure according to this embodiment will be schematically described. First, the steel pipe pile 4A of the supporting pile structure 4 is driven, 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 the jacket leg 5B is used as a guide to form a stay pile structure. The steel pipe pile 5A of the body 5 is driven. Thereby, the support pile structure 4 and the stay pile structure 5 are constructed. After that, a step of sequentially driving a plurality of steel pipe sheet piles 2 while connecting them with joints 3 so as to form an arch shape as described above, and a jacket leg 4B (or steel pipe and 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 wall structure according to the present embodiment is not limited to the above example. The steel pipe piles 4A and 5A may be driven using the legs 4B and 5B as guides. Moreover, a superstructure (not shown) that constitutes the apron portion of the quay may be installed above the jacket structure.

(Second embodiment)
FIG. 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 jacket legs, and the steel pipe sheet piles 2A positioned at both ends of the arch shape are connected to the steel pipe piles 4A via joints 3. . In the illustrated example, the quay wall structure 1A includes anchor bodies 7 penetrating into the ground G and tie rods 8 that are tensile members that connect the steel pipe piles 4A to the anchor bodies 7 . In this way, in this embodiment, the back earth pressure transmitted from the arch-shaped earth retaining wall projecting toward the ground G to the steel pipe pile 4A is supported by the ground G via the tie rod 8 and the anchor body 7. .

In this embodiment, as in the first embodiment, since the arch-shaped earth retaining wall has a large bending rigidity against the back earth pressure as a whole, the steel pipe sheet pile 2 has a rigidity against radial compression. It is not necessary to increase the cross-section beyond what is guaranteed. A member such as a wale for transmitting back earth pressure from the steel pipe sheet pile 2 to the steel pipe pile 4A is also unnecessary. Further, in this embodiment as well, the workability is improved because the earth retaining wall can be constructed of the steel pipe sheet piles 2 having bending rigidity to the extent that bending does not occur at least during construction.

In the quay wall structure according to the present embodiment, for example, anchor bodies 7 are constructed at the ends of tie rods 8 penetrated into the ground, and steel pipe piles 4A of the support pile structure 4 are connected to the tie rods 8. After that, a step of sequentially driving a plurality of steel pipe sheet piles 2 while connecting them with joints 3 so as to form an arch shape as described above; A step of connecting to the steel pipe sheet pile 2A located in is performed.

FIG. 5 is a graph showing the results of examination of the arch shape of the earth retaining wall in the first embodiment and the second embodiment. In the above-described embodiment, the arch shape of the retaining wall constructed by the plurality of steel pipe sheet piles 2 can be, for example, an arc shape, a parabolic shape, or a hyperbolic shape. It can be defined by the ratio of rise f to length L (rise ratio) f/L. The graph in FIG. 5 shows the geometric moment of inertia per unit width of the retaining wall (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 linearly rather than arched, the moment of inertia increases as the steel pipe diameter increases. When the earth retaining wall is arch-shaped and the rise ratio is greater than 0, the moment of inertia increases regardless of the steel pipe diameter. The geometrical moment of inertia becomes equivalent to the geometrical moment of inertia of the linear arrangement (the rise ratio is 0) in the case of a steel pipe with a diameter of 1600 mm. Also, when the rise ratio is 0.3, the geometrical moment of inertia in the case of a steel pipe with a diameter of 800 mm is approximately five times the geometrical moment of inertia in a linear arrangement of steel pipes with the same diameter of 800 mm.

Based on the above study results, as one criterion, the rise ratio of the arch shape in which the steel pipe sheet pile 2 is arranged may be set to 0.27 or more, or 0.3 or more. For example, when the steel pipe diameter is 1200 mm or 1600 mm, as shown in the graph of FIG. is obtained. 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 of area is smaller.

FIG. 6 is a graph showing the results of examination of joint widths in the first and second embodiments. As shown in FIG. 2, in the above embodiment, the joints 3 are joined to the respective steel pipe sheet piles 2 with a predetermined width W (width W ₁ on the male side and width W ₂ on the female side). The graph in 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 steel pipe sheet pile 2 on the opposite side of the joint 3 for each joint width W of the joint 3 and the displacement (mm) due to the strain of the steel pipe sheet pile 2.

As shown in the graph, for a joint width W of 0, i.e., a pin joint having substantially no width, rather than a joint such as that shown in FIG. 2 above, the joint width As W (mm) increases, the displacement against the load decreases, and the maximum load also increases. From this result, in the above-described embodiment, by connecting the steel pipe sheet piles 2 with the joints 3 having the width W, the rigidity against the compressive load of the structure combining the steel pipe sheet piles 2 and the joints 3 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, the quay wall structure 1B includes a plurality of steel pipe sheet piles 2, joints 3, support pile structures 4, stay pile structures 5, and beams 6 similar to those of the first embodiment. As a difference from the first embodiment, in the present embodiment, a plurality of steel pipe sheet piles 2 are arranged in an inverted V shape projecting toward the ground G side in a horizontal cross section. Since other configurations are the same as those of the first embodiment, redundant description 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, the 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 of 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 projecting toward the ground G side in the horizontal cross section as in the third embodiment. Since other configurations are the same as those of the second embodiment, redundant 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 1 and the second embodiment in which a plurality of steel pipe sheet piles 2 are arranged in an arch shape. By demonstrating this bending rigidity, in addition to being able to suppress the bending rigidity of each steel pipe sheet pile 2 as already described, the penetration depth of the plurality of steel pipe sheet piles 2 constituting the earth retaining wall can be increased. It is also possible to make the earth retaining wall itself deep and bear the large rear earth pressure from the ground G side. In this case, for example, the stay 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 be made simpler.

Also in the above-described third and fourth embodiments, since the back earth pressure is mainly transmitted as a compressive force inside the earth retaining wall, members such as wales are unnecessary. In addition, since the members constituting the earth retaining wall are permitted to have bending rigidity, the earth retaining wall can be constructed of the steel pipe sheet piles 2 having such bending rigidity as not to cause bending during construction. Improves workability. These effects are obtained by arranging the plurality of steel pipe sheet piles 2 in a convex shape that is convex toward the ground G side in the horizontal cross section, and are limited when the convex shape is an arch shape or an inverted V shape. do not have. For example, as described below with reference to FIGS. It is also possible to adjust the balance with the compression force to be applied.

9 and 10 are diagrams showing the force applied to the first steel pipe sheet pile when the earth retaining walls are arranged in 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) positioned at both ends of the convex shape and the steel pipe piles 4A of the support pile structure 4 is the back surface borne by the support pile structure 4. It corresponds 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 a joint 3 (not shown) at an angle θ ₁ with respect to the wall width direction. In this case, as components of the force Q, a compressive force Q sin θ ₁ and a shear force Q cos θ 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 Q sin θ 2 and the shear force Q sin θ ₂ between the first steel pipe sheet pile 2C and the steel pipe pile 4A Q cos θ ₂ acts.

Here, as shown in FIGS. 9 and 10, the rise ratio of the retaining wall constructed by the steel pipe sheet pile 2 (ratio f of rise f to span length L of the convex shape shown in FIGS. 1 and 7 /L) are equal, the angle θ ₂ of the first steel pipe sheet pile 2C in the case of the inverted V shape is smaller than the angle θ ₁ of the first steel pipe sheet pile 2C in the case of the arch shape (θ ₁ > θ ₂ ). 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 (Qsin θ ₁ >Qsin θ ₂ ). The graph of FIG. 11 shows the relationship between the angle θ (corresponding to the angles θ ₁ and θ ₂ above) 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 above third and fourth embodiments is advantageous. can be Conversely, for example, if it is desired to reduce the shear force applied to the joint 3 at the same rise f, the arch shape as described in the above first and second embodiments may be advantageous.

Although the preferred embodiments of the present invention have been described in detail above 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 belongs can conceive of various modifications or modifications within the scope of the technical idea described in the claims. It is understood that these also naturally belong to the technical scope of the present invention.

INDUSTRIAL APPLICABILITY The present invention can be used for a quay structure and a method for constructing the quay structure.

Reference Signs List 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... stay 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 side in a horizontal cross section;
a joint that connects the plurality of steel pipe sheet piles to each other;
A support pile structure connected to the steel pipe sheet piles located at both ends of the convex shape,
A wharf structure, wherein the installation depth of the plurality of steel pipe sheet piles is shallower at the center of the convex shape than at both ends of the convex shape. 2. The quay wall structure according to claim 1, further comprising: a stay pile structure located further to the sea than said support pile structure; and a compression member connecting said support pile structure to said stay pile structure. The wharf structure according to claim 1, further comprising an anchor body penetrating the ground and a tension member connecting 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 an arc shape, a parabolic or hyperbolic arch shape, or an inverted V shape. The quay wall 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 arc slip surface of the ground. The plurality of steel pipe sheet piles includes 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 with a space therebetween, and a pair of female side joint members that are joined to the peripheral surface of the second steel pipe sheet pile with a space therebetween. a male joint member; and a filling material filled in a region surrounded by the peripheral surfaces of the female joint member, the male joint member, and the first and second steel pipe sheet piles;
The pair of female joint members are arranged in an inverted L shape facing inward,
6. The pair of male joint members of claim 1 to claim 5, wherein the pair of male joint members are arranged in an inverted L shape facing outward to engage insides of the pair of female joint members. The quay wall structure according to any one of the items. A step of sequentially placing a plurality of steel pipe sheet piles while connecting them with joints so as to form a convex shape convex toward the ground side in a horizontal cross section;
connecting a support pile structure to steel pipe sheet piles positioned at both ends of the convex shape;
The method for constructing a quay wall structure, wherein the plurality of steel pipe sheet piles are driven shallower at the center of the convex shape than at both ends of the convex shape. 8. The method of constructing a quay wall structure according to claim 7, further comprising the step of constructing a stay pile structure located further to the sea than said support pile structure and connected to said support pile structure with a compression member. 8. The method of constructing a quay wall structure according to claim 7, further comprising constructing an anchor body that penetrates the ground and is connected to the support pile structure with a tension member.

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