JP2017082454A - Earthquake-proof quay wall structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide an earthquake-proof quay wall structure capable of economically improving earthquake-proof performance, by setting a steel sheet pile wall of crossing with an existing quay wall as the predetermined extension length, by aiming at earthquake-proof reinforcement of the existing quay wall.SOLUTION: An earthquake-proof quay wall structure 1 of applying the present invention, comprises a steel sheet pile wall 2 provided for reinforcing a quay wall for earthquake resistance and extending in the crossing direction Y of crossing with an existing quay wall 7 and a connection member 6 connected to the existing quay wall 7 and extending in the crossing direction Y. The steel sheet pile wall 2 is provided by integrating a head part 20a of the whole or a part of a plurality of steel sheet piles 20, and the extension length L of extending in the crossing direction Y becomes a half or more of the member length H in the material axis direction Y of the respective steel sheet piles 20.SELECTED DRAWING: Figure 5

Description

  The present invention relates to a seismic quay wall structure provided for seismic reinforcement of a quay.

  Conventionally, for example, a retaining wall structure disclosed in Patent Document 1 has been proposed as a means for efficiently increasing resistance to earth pressure and improving workability when constructing a retaining wall structure. In addition, a retaining wall disclosed in Patent Document 2 has been proposed as suppressing the rotation of the steel sheet pile due to earth pressure from the ground and thus reducing the amount of bending of the retaining wall body.

  The retaining wall structure disclosed in Patent Document 1 is constructed in the ground wall opposite to the excavation area with the retaining wall body constructed so as to incline downward toward the excavation area side. A retaining wall, and a connecting member that connects the retaining wall main body and the retaining wall, and the retaining wall is vertical so that the in-plane lateral direction and the in-plane lateral direction of the retaining wall body are orthogonal to each other. It is arranged in.

  The retaining wall disclosed in Patent Document 2 includes a retaining wall main body, a retaining wall projecting on the back side of the retaining wall body, and a bearing pressure projecting substantially parallel to the retaining wall body from the retaining wall. And a wall and an earth pressure resistance material laid so as to restrain the rotation of the steel sheet pile constituting at least one of the earth retaining wall main body, the retaining wall and the bearing wall.

JP 2014-105553 A JP 2010-126991 A

  However, the retaining wall structure disclosed in Patent Document 1 is driven by inclining the retaining wall main body along the outer periphery of the excavation area, and by placing the retaining wall on the ground on the back side of the retaining wall main body, The retaining wall main body and the retaining wall are connected by a connecting member such as a tie rod. For this reason, the retaining wall structure disclosed in Patent Document 1 is a structure in which the retaining wall main body and the retaining wall are simultaneously placed and the newly installed retaining wall body is reinforced with the retaining wall. It is not meant to be reinforced.

  The retaining wall disclosed in Patent Document 2 is also such that the retaining wall main body, the retaining wall and the bearing wall are connected to each other by welding or a deformed steel sheet pile or the like. In order to connect all of them, it is necessary to drive them simultaneously. For this reason, the retaining wall disclosed in Patent Document 2 is a retaining wall and a bearing wall that are placed at the same time as the retaining wall main body and reinforces the existing retaining wall main body. It is not something to do.

  Furthermore, the retaining wall structures disclosed in Patent Documents 1 and 2 do not disclose any relation between the length of each steel sheet pile constituting the retaining wall and the extended length of the retaining wall. At this time, the retaining wall structure and the like disclosed in Patent Documents 1 and 2 are provided with a retaining wall to reinforce the newly installed retaining wall body, but are at least necessary to efficiently reinforce the retaining wall body. Since the quantity of steel sheet piles on the retaining wall is unknown, economic seismic reinforcement will not be possible.

  Therefore, the present invention has been devised in view of the above-mentioned problems, and the object of the present invention is to provide a steel sheet pile wall that intersects with the existing quay wall, particularly for seismic reinforcement of the existing quay wall. It is to provide a seismic quay wall structure that can improve seismic performance economically.

  The seismic quay wall structure according to the first invention is a seismic quay wall structure provided for seismic reinforcement of a quay wall, and is connected to an existing quay wall in a crossing direction extending in an intersecting direction intersecting with an existing quay wall in the intersecting direction. The steel sheet pile wall is provided by integrating all or a part of the heads of the plurality of steel sheet piles, and the extending length extending in the intersecting direction is provided for each of the steel sheet piles. It is more than half of the member length in the material axis direction.

  The seismic quay structure according to the second invention is the seismic quay structure according to the first invention, wherein the connecting member is a coping in which the heads of a plurality of the steel sheet piles are integrated, or an existing set-up provided apart from the existing quay. It is connected to.

  The seismic quay wall structure according to a third invention is characterized in that, in the second invention, the steel sheet pile wall is provided in such a manner that the steel sheet pile in the vicinity of the existing guard is provided close to the existing guard.

  The seismic quay wall structure according to a fourth invention is characterized in that, in the third invention, the steel sheet pile wall is provided in such a manner that the steel sheet pile in the vicinity of the existing guard is brought into contact with the existing guard.

  The seismic quay wall structure according to a fifth aspect of the present invention is the third aspect of the invention, wherein the steel sheet pile wall is a connecting member formed on the steel sheet pile in the vicinity of the existing steel plate, and a connecting member attached to the existing steel plate. It is fitted.

  According to 1st invention-5th invention, in the state which made all or some heads of a plurality of steel sheet piles integrated, a steel sheet pile wall extended in the crossing direction with an existing quay wall is provided, and a plurality of It is possible to exert a large second moment of section that exceeds the simple combined rigidity of the steel sheet pile.

  According to the first to fifth inventions, in particular, the extension length of the steel sheet pile wall is set to be half or more of the member length of the steel sheet pile, and the apparent cross section per unit number of the plurality of steel sheet piles to be the steel sheet pile wall is two. By increasing the next moment, it is possible to effectively suppress the horizontal displacement of the steel sheet pile wall with the minimum number of steel sheet piles and to improve the seismic performance of the existing quay wall economically.

  According to the first to fifth inventions, a plurality of steel sheet piles are continuously driven in the crossing direction with the existing quay to form a steel sheet pile wall, so that each steel sheet pile has a high cross section in the strong axis direction. In addition to exhibiting a secondary moment, the steel sheet pile wall as a whole efficiently exhibits shear rigidity, thereby making it possible to sufficiently improve the seismic performance of the existing quay.

  In particular, according to the second to fifth inventions, even when the back ground is liquefied, the deformation of the existing quay connected by the connecting member to the coping or the existing set-up is suppressed, so that the seismic performance of the existing quay Can be improved.

  In particular, according to the third to fifth aspects of the invention, the steel sheet pile of the steel sheet pile wall arranged in the vicinity of the existing backing work is provided close to the existing backing work in a state of being separated or contacted, Load transmission is performed from the existing backing to the nearby steel sheet pile, and it is possible to resist the deformation or rotational movement of the existing backing by the steel sheet pile wall extending in the crossing direction.

It is a perspective view which shows the earthquake-resistant quay wall structure to which this invention is applied. It is a front view which shows the steel sheet pile wall which integrated all the heads of the several steel sheet pile with the earthquake-resistant quay wall structure to which this invention is applied. It is a front view which shows the steel sheet pile wall which integrated the one part head of several steel sheet piles with the earthquake-resistant quay wall structure to which this invention is applied. It is a top view which shows the earthquake-resistant quay wall structure to which this invention is applied. It is a front view which shows the extension length of a steel sheet pile wall, and the member length of a steel sheet pile in the earthquake-resistant quay wall structure to which this invention is applied. It is an enlarged plan view which shows the steel sheet pile of the steel sheet pile wall made close to the existing construction work in the earthquake-resistant quay wall structure to which this invention is applied. (A) is an enlarged front view which shows the connection member connected to the existing construction in the earthquake-resistant quay wall structure to which this invention is applied, (b) is an enlarged front view which shows the connection member connected to the coping. is there. It is a front view which shows the load which acts on the existing quay wall by the earthquake-resistant quay wall structure to which this invention is applied. It is a front view which shows the analytical model of a steel sheet pile wall by the earthquake-resistant quay wall structure to which this invention is applied. It is a graph which shows the relationship between member length ratio and displacement in the numerical analysis of the earthquake-resistant quay wall structure to which this invention is applied. It is a graph which shows the relationship between member length ratio and the apparent cross-sectional secondary moment of a steel sheet pile wall by the numerical analysis of the earthquake-resistant quay wall structure to which this invention is applied. It is a graph which shows the relationship between member length ratio and a deformation rigidity increase rate by the numerical analysis of the earthquake-resistant quay wall structure to which this invention is applied.

  Hereinafter, the form for implementing the earthquake-resistant quay wall structure 1 to which this invention is applied is demonstrated in detail, referring drawings.

  As shown in FIG. 1, an earthquake-resistant quay wall structure 1 to which the present invention is applied is provided, for example, as a preparation for a huge earthquake such as a Nankai trough earthquake. In particular, an existing quay wall provided on a coast such as a harbor is provided. For the purpose of seismic reinforcement of the existing quay 7

  For example, the existing quay 7 uses a quay steel sheet pile 70 such as a plurality of hat-shaped steel sheet piles, and the plurality of quay steel sheet piles 70 are connected to each other in the wall width direction X. As shown in FIG. 2, the existing quay 7 is provided at the boundary separating the sea side A serving as a harbor and the land side B serving as the back ground 82 and is constructed on the coast as an existing quay. It has become.

  The existing quay 7 is placed with each quay steel sheet pile 70 inserted into the seabed ground 81. The existing quay 7 is provided with each quay steel sheet pile 70 extending in a substantially vertical direction and standing upright, but is not limited thereto, and each quay steel sheet pile 70 is provided with an inclination from the vertical direction. Also good.

  The existing quay 7 may be provided as a self-standing existing quay 7 only with a plurality of quay steel sheet piles 70, or may be provided as an existing quay 7 such as a straight pile type or a reserved sheet pile type. At this time, the existing quay 7 is separated from the plurality of quay steel sheet piles 70 to the land side B, and is installed on the existing construction 75 such as an existing direct pile or sheet pile provided on the back ground 82 with a connecting member 6 such as a tie rod. Connected.

  The seismic quay wall structure 1 to which the present invention is applied includes a new steel sheet pile wall 2 extending in the intersecting direction Y intersecting the existing quay wall 7 and a connecting member 6 coupled to the existing quay wall 7 and extending in the intersecting direction Y.

  The steel sheet pile wall 2 is provided by connecting a plurality of steel sheet piles 20 to each other. The steel sheet pile wall 2 uses a hat-shaped steel sheet pile as each steel sheet pile 20 connected to each other, but is not limited to this, and a U-shaped steel sheet pile, a Z-shaped steel sheet pile, a linear steel sheet pile or a steel pipe. A sheet pile or the like may be used.

  The steel sheet pile wall 2 is a land side B that becomes the back ground 82 of the existing quay wall 7, and a plurality of steel sheet piles 20 are continuously driven in the crossing direction Y with the existing quay wall 7. Connected in direction Y. The steel sheet pile wall 2 is provided by integrating the head portions 20a of the plurality of steel sheet piles 20 by connecting the head portions 20a of the plurality of steel sheet piles 20 with a highly rigid body such as upper concrete.

  In particular, the steel sheet pile wall 2 is such that the heads 20a of the plurality of steel sheet piles 20 are embedded in the upper concrete provided continuously in the intersecting direction Y, so that the heads of all or part of the plurality of steel sheet piles 20 are obtained. A coping 3 in which the portion 20a is integrated in the cross direction Y is provided.

  The steel sheet pile wall 2 integrates the heads 20a of all of the steel sheet piles 20 among the plurality of steel sheet piles 20 driven in the crossing direction Y with the existing quay wall 7 by the coping 3 or the like. Moreover, the steel sheet pile wall 2 is not limited to this, and as shown in FIG. 3, the heads of some of the steel sheet piles 20 among the plurality of steel sheet piles 20 placed in the crossing direction Y with the existing quay wall 7. Only 20a may be integrated by the coping 3 or the like.

  As shown in FIG. 4, the steel sheet pile wall 2 is provided so as to extend in a direction Y intersecting with the existing quay wall 7, for example, in a direction substantially orthogonal to the wall width direction X of the existing quay wall 7. Further, the steel sheet pile wall 2 is not limited to this, and even if the steel sheet pile wall 2 extends slightly inclined from a direction orthogonal to the wall width direction X of the existing quay wall 7, the steel sheet pile wall 2 extends in the intersecting direction Y intersecting the existing quay wall 7. It will be.

  As shown in FIG. 5, the steel sheet pile wall 2 extends to the depth of the member length H of each steel sheet pile 20 by extending each steel sheet pile 20 with a predetermined member length H in the material axis direction Z. It will be placed in. Further, the steel sheet pile wall 2 extends with a predetermined extension length L in the intersecting direction Y with the existing quay 7 by placing a plurality of steel sheet piles 20 continuously in the intersecting direction Y on the back ground 82. It becomes.

  In particular, the steel sheet pile wall 2 has an extension length L in which a plurality of steel sheet piles 20 continuously extend in the intersecting direction Y with the existing quay wall 7 is more than half of the member length H in the material axis direction Z of each steel sheet pile 20. It becomes. For example, when the member length H of the steel sheet pile 20 in the material axis direction Z is about 10 m, the steel sheet pile wall 2 extends with an extension length L of 5 m or more in the intersecting direction Y with the existing quay wall 7.

  When the steel sheet pile wall 2 is separated from the existing quay 7 to the land side B and an existing guard 75 is provided, for example, the member length H of the steel sheet pile 20 is larger than the existing guard 75. Further, when the steel sheet pile wall 2 is separated from the existing quay wall 7 to the land side B by a predetermined separation distance D, the total extension of the steel sheet pile wall 2 combined with the extension length L and the separation distance D is the existing quay wall. 7 and the existing construction 75 are separated in the cross direction Y. The steel sheet pile wall 2 may be provided without being separated from the existing quay wall 7 in addition to being separated from the existing quay wall 7 by a predetermined separation distance D.

  As shown in FIG. 6, the steel sheet pile wall 2 is configured such that a plurality of steel sheet piles 20 are coupled to each other by fitting joint portions 20 b formed on each of the plurality of steel sheet piles 20. The steel sheet pile wall 2 is provided with the steel sheet pile 20 in the vicinity of the existing spar 75 closest to the existing spar 75 when the existing spar 75 is provided.

  As shown in FIG. 6 (a), the steel sheet pile wall 2 has a steel sheet pile 20 in the vicinity of the existing guard 75, which is separated from the existing guard 75. As a load transmission to the sheet pile 20, the sheet pile 20 is provided close to the existing construction 75.

  Moreover, as shown in FIG. 5 and FIG. 6B, the steel sheet pile wall 2 is brought into contact with the existing backing work 75 so that the steel sheet pile 20 in the vicinity of the existing backing work 75 is brought into contact with the existing backing work 75. They may be provided close to each other. At this time, in the steel sheet pile wall 2, the steel sheet pile 20 in the vicinity of the existing guard 75 may in particular contact the entire member length H with the existing guard 75, and a part of the member length H Only the head portion 20a of the steel sheet pile 20 to be formed may be brought into contact with the existing backing work 75.

  Moreover, as shown in FIG. 5 and FIG. 6C, the steel sheet pile wall 2 is a connecting member in which the joint portion 20 b formed on the steel sheet pile 20 in the vicinity of the existing plate 75 is attached to the existing plate 75. By being fitted to 76, it may be provided close to the existing laying work 75. At this time, in the steel sheet pile wall 2, for example, the connection member 76 is attached only to the upper end side 75a of the existing construction 75, and the joint portion 20b is fitted to the connection member 76 only on the head 20a side of the steel sheet pile 20. May be.

  As shown in FIG. 2, the connecting member 6 uses a tie rod that functions as a tensile material such as a reinforcing bar or a steel bar, but is not limited thereto, and a steel pipe, a flat steel, a shaped steel, or the like may be used. . The connecting member 6 is connected to the upper end portion 70a of the quayside steel sheet pile 70 that becomes the existing quay 7 and extends substantially linearly from the existing quay 7 in the intersecting direction Y.

  As shown in FIG. 7, the connecting member 6 is connected to an upper end portion 70 a of a quayside steel sheet pile 70 that is an existing quayside 7 by one end 6 a in the cross direction Y by a fixing member 60 such as a nut. Further, as shown in FIG. 7A, the connecting member 6 is provided with the other end 6 b in the crossing direction Y on the upper end side 75 a of the existing stay 75 and the fixing member 60 when the existing stay 75 is provided. It is connected with.

  The connecting member 6 is not limited to this, and as shown in FIG. 7B, the other end 6b in the cross direction Y is connected to the coping 3 in which the head portion 20a of the steel sheet pile 20 to be the steel sheet pile wall 2 is integrated. It may be embedded and connected. At this time, the connecting member 6 functions as a tensile material, with the other end 6b in the intersecting direction Y being connected to the coping 3 even when the existing underlayment 75 is not provided.

  In the case where the other end 6 b is connected to the existing guard 75, an existing tie rod embedded in the back ground 82 together with the existing quay wall 7 and the existing guard 75 is used as the connecting member 6. In addition, when the other end 6 b is connected to the coping 3, a new tie rod is used as the connecting member 6. The connecting member 6 can be a newly installed tie rod even when the other end 6b is connected to the existing undercarriage 75.

  Here, on the existing quay 7, when the back ground 82 liquefies due to the occurrence of a huge earthquake or the like, as shown in FIG. 8, from the land side B to the sea side A in the crossing direction Y with the existing quay 7. The load P such as earth pressure acting on the surface increases. At this time, when the tensile force T is generated in the connecting member 6 due to an increase in the load P and the existing guard 75 is provided, the existing guard 75 is moved to the sea side A by the tensile force T. Either it bends in the opposite direction, tries to slide toward the sea side A, or tries to rotate in the cross direction Y.

  In the seismic quay wall structure 1 to which the present invention is applied, the steel sheet pile wall 2 extending in the crossing direction Y with the existing quay wall 7 is provided, and the steel sheet pile 20 of the steel sheet pile wall 2 disposed in the vicinity of the existing construction 75 is It is provided close to the existing laying work 75 in a state of being separated or abutted. At this time, the seismic quay wall structure 1 to which the present invention is applied is such that a load is transmitted from the existing guard 75 to the steel sheet pile 20 in the vicinity, and the deformation, sliding, or rotational movement of the existing guard 75 intersects. The steel sheet pile wall 2 extending in the direction Y has a resistance R.

  For this reason, the seismic quay wall structure 1 to which the present invention is applied has the resistance R of the steel sheet pile wall 2 extending in the crossing direction Y against the deformation, sliding, or rotational movement of the existing guard 75, thereby Horizontal displacement is suppressed. And even if the back ground 82 is liquefied, the seismic quay wall structure 1 to which the present invention is applied is suppressed by the steel sheet pile wall 2 in the horizontal displacement of the existing foundation 75 and connected to the existing foundation 75 by the connecting member 6. The deformation of the existing quay 7 is also suppressed.

  Thereby, the seismic quay wall structure 1 to which the present invention is applied can improve the seismic performance of the existing quay wall 7 by suppressing the deformation of the existing quay wall 7 connected to the existing preparatory work 75 by the connecting member 6. It becomes. In addition, as shown in FIG. 7B, the seismic quay wall structure 1 to which the present invention is applied is an existing quay wall connected to the steel sheet pile wall 2 by the connecting member 6 even when the connecting member 6 is connected to the coping 3. Since the deformation of 7 is suppressed, the seismic performance of the existing quay 7 can be improved.

  As shown in FIG. 5, the seismic quay wall structure 1 to which the present invention is applied has an extension length L of the steel sheet pile wall 2 extending in the intersecting direction Y with the existing quay wall 7. It becomes more than half of the member length H in the material axis direction Z of the sheet pile 20. Moreover, the earthquake-resistant quay wall structure 1 to which the present invention is applied is a steel that extends in the crossing direction Y with the existing quay 7 in a state where all or some of the heads 20a of the plurality of steel sheet piles 20 are integrated by the coping 3 or the like. A sheet pile wall 2 is provided.

  Here, for the earthquake-resistant quay wall structure 1 to which the present invention is applied, as shown in FIG. 9, an analysis model with the extension length L of the steel sheet pile wall 2 as a variable is set, and the horizontal direction of the steel sheet pile wall 2 is set. It was decided to verify the improvement of the seismic performance of the existing quay 7 by numerically analyzing the deformation rigidity.

In this analysis model, a standard 10H steel sheet pile 20 with an effective width dimension of 900 mm and an effective height dimension of 230 mm, and a standard 50H steel sheet pile 20 with an effective width dimension of 900 mm and an effective height dimension of 370 mm, Each steel sheet pile 20 connected as the steel sheet pile wall 2 was used. Note that the steel sheet pile 20 of standard 10H has a cross-sectional secondary moment I in the strong axis direction of 86634 cm ⁴ , and the steel sheet pile 20 of standard 50H has a cross-sectional secondary moment I in the strong axis direction of 153081 cm ⁴ .

  Further, in this analysis model, the load P transmitted to the coping 3 of the steel sheet pile wall 2 is 72 kN, the member length H of each steel sheet pile 20 in the axial direction Z is 10 m, and the lower end of each steel sheet pile 20 The part was fixed. As a result of this numerical analysis, the extension length L of the steel sheet pile wall 2 is a variable, and the member length ratio (L / H) of the extension length L of the steel sheet pile wall 2 to the member length H of each steel sheet pile 20 The relationship is as shown in FIGS.

  The results of this numerical analysis are as shown in FIG. 10, where the horizontal displacement δ of the coping 3 of the steel sheet pile wall 2 is the vertical axis and the member length ratio (L / H) is the horizontal axis. At this time, as a result of the numerical analysis, in any steel sheet pile 20 of standard 10H and standard 50H, the extension length L of the steel sheet pile wall 2 increases, and the displacement δ decreases as the member length ratio increases. I understand that

Also, the result of this numerical analysis is that the apparent moment of section I of the steel sheet pile wall 2 is calculated by calculating the cantilever equation (I = PH ³ / 3Eδ) from the horizontal displacement δ. 11, assuming that the apparent secondary moment I of the steel sheet pile wall 2 is the vertical axis and the member length ratio (L / H) is the horizontal axis. At this time, according to the result of the numerical analysis, the extension length L of the steel sheet pile wall 2 increases, and the apparent sectional moment I of the steel sheet pile wall 2 increases as the member length ratio increases. Recognize.

  Here, by multiplying the cross-sectional secondary moment I per one sheet pile 20 by the number of sheet piles 20 corresponding to the extending length L of the sheet pile wall 2, simple summation of the plurality of sheet piles 20 is performed. Stiffness was calculated. By dividing the apparent secondary moment I of the steel sheet pile wall 2 in which the steel sheet piles 20 are integrated by the simple combined rigidity of the steel sheet piles 20, the deformation rigidity increase rate is calculated. This result is shown in FIG. 12, where the vertical axis is the rate of increase in deformation rigidity and the horizontal axis is the member length ratio (L / H).

  The apparent moment of inertia of the cross section I of the steel sheet pile wall 2 is merely as large as the simple combined rigidity of the number of steel sheet piles 20 corresponding to the extending length L of the steel sheet pile wall 2. If it exists, even if the member length ratio (L / H) increases, the deformation rigidity increase rate does not change from about 1. At this time, the apparent secondary moment I of the steel sheet pile wall 2 is obtained by integrating the plurality of steel sheet piles 20 to form the steel sheet pile wall 2, but the simple combined rigidity of the plurality of steel sheet piles 20. As a result, the horizontal displacement of the steel sheet pile wall 2 is not sufficiently suppressed.

  On the other hand, as shown in FIG. 12, the earthquake-resistant quay wall structure 1 to which the present invention is applied has a steel sheet pile wall 2 as the deformation rigidity increase rate becomes larger than 1 as the member length ratio increases. The apparent secondary moment I of the cross section becomes large. For this reason, the earthquake-resistant quay wall structure 1 to which the present invention is applied has a large secondary cross section that exceeds the simple combined rigidity of the plurality of steel sheet piles 20 by integrating the plurality of steel sheet piles 20 to form the steel sheet pile wall 2. It can be seen that the moment I is exerted.

  In the seismic quay wall structure 1 to which the present invention is applied, especially when the member length ratio (L / H) ≧ 0.45, the deformation rigidity increasing rate is remarkably increased. The member length H of the steel sheet pile 20 is at least half. At this time, the seismic quay wall structure 1 to which the present invention is applied has a minimum required steel sheet pile by increasing the apparent sectional secondary moment I per unit number of the plurality of steel sheet piles 20 to be the steel sheet pile walls 2. With the number of 20, the horizontal displacement of the steel sheet pile wall 2 is effectively suppressed.

  Thereby, the seismic quay wall structure 1 to which the present invention is applied extends in the crossing direction Y with the existing quay wall 7 in a state where all or a part of the heads 20a of the plurality of steel sheet piles 20 are integrated by the coping 3 or the like. The steel sheet pile wall 2 is provided, and the extension length L of the steel sheet pile wall 2 is set to be not less than half of the member length H of the steel sheet pile 20, so that the number of the steel sheet pile walls 2 is the minimum required. Since the horizontal displacement is effectively suppressed, the seismic performance of the existing quay 7 can be improved economically.

  In the seismic quay wall structure 1 to which the present invention is applied, a steel sheet pile wall 2 is formed by continuously placing a plurality of steel sheet piles 20 in an intersecting direction Y with the existing quay wall 7 as shown in FIG. Thereby, in the earthquake-resistant quay wall structure 1 to which the present invention is applied, not only each steel sheet pile 20 exhibits a high section secondary moment I in the strong axis direction, but also the steel sheet pile wall 2 efficiently has shear rigidity as a whole. As a result, the seismic performance of the existing quay 7 can be sufficiently improved.

  As mentioned above, although the example of embodiment of this invention was demonstrated in detail, all the embodiment mentioned above showed only the example of actualization in implementing this invention, and these are the technical aspects of this invention. The range should not be interpreted in a limited way.

1: Seismic quay wall structure 2: Steel sheet pile wall 20: Steel sheet pile wall 20a: Head 20b: Joint part 3: Coping 6: Coupling member 6a: One end 6b: Other end 60: Fixed member 7: Existing quay wall 70: Quay steel sheet pile 70a : Upper end portion 75: Existing construction 75a: Upper end side 76: Connection member 81: Submarine ground 82: Back ground H: Member length L: Extension length X: Wall width direction Y: Crossing direction Z: Material axis direction

Claims (5)

A seismic quay wall structure provided for seismic reinforcement of the quay,
A steel sheet pile wall extending in the crossing direction intersecting with the existing quay, and a connecting member connected to the existing quay and extending in the crossing direction,
The steel sheet pile wall is provided by integrating all or some of the heads of the plurality of steel sheet piles, and the extending length extending in the intersecting direction is the length of the member in the material axis direction of each steel sheet pile. Seismic quay wall structure characterized by being more than half. The seismic resistance according to claim 1, wherein the connecting member is connected to a coping in which the heads of a plurality of the steel sheet piles are integrated, or an existing set-up provided apart from an existing quay. Quay structure. The seismic quay wall structure according to claim 2, wherein the steel sheet pile wall is provided in such a manner that the steel sheet pile in the vicinity of the existing steel plate is placed close to the existing steel plate. The seismic quay wall structure according to claim 3, wherein the steel sheet pile wall is provided in such a manner that the steel sheet pile in the vicinity of the existing steel plate is in contact with the existing steel plate. 4. The seismic resistance according to claim 3, wherein the steel sheet pile wall has a joint formed on the steel sheet pile in the vicinity of the existing steel plate fitted to a connecting member attached to the existing steel plate. Quay structure.

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