JP4569525B2 - Steel wall for composite structure - Google Patents

Description

  The present invention relates to a steel wall body for forming a composite structure composed of a wall structure such as a quay or revetment in a water area, a retaining wall in a land area, and a reinforcing soil.

  Examples of conventional revetments or quay walls using steel walls or concrete walls, retaining walls on land, and the like are shown in FIGS. These structures are mainly intended for earth retaining, and are supported by the bending rigidity of steel and the resistance of the ground at the root or bottom of the steel, and are provided along coastlines, rivers, and roads.

  FIG. 8 shows an example of seismic reinforcement by a tie rod 53 of a sheet pile type revetment / quay 51 using a conventional steel sheet pile or steel pipe sheet pile 52 (hereinafter referred to as “steel (pipe) sheet pile”). FIG. 9 shows an example of seismic reinforcement using a light weight solidified soil 62 of a conventional gravity type revetment / quay wall 61. FIG. 10 shows an example of seismic reinforcement by a ground anchor 72 of a conventional gravity RC retaining wall 71 as a land structure.

In such a conventional wall body, when a large earthquake occurs, there are examples in which the wall is struck, slipped, collapsed, etc., and is damaged.
In harbor structures, for example, Non-Patent Document 1 shows the damage situation of steel sheet piles, Non-Patent Document 2 shows the damage situation of gravity-type wall, and Non-Patent Document 3 shows external force during an earthquake. Wall body specifications and structural members with respect to the bearing capacity of the ground and the ground have been studied, and a design method for the same has been proposed.

  Moreover, the role of conventional seismic reinforcement at the port is to secure earth retaining, and the role of reinforcing earth blocks is applied to the site to be earth retaining, as in the case of light weight solidified soil reinforcement of the ground behind the caisson implemented for earthquake resistance at Kobe Port. Therefore, it can be said that it is in the earth pressure reduction to the earth retaining caisson part.

  In addition to the examples of damage and reinforcement mentioned above and the mechanical background, many wall structures were constructed during the high growth period, and their repair / reinforcement technology and quay deepening technology are required.

"Analysis of damage caused by Yaita Quay Earthquake", Report of the Port Technology Research Institute, Vol. 18, No. 1, March 1979, pp. 67-127 Tatsuo Kami, "Approach to seismic design by quantitative estimation method of earthquake damage", Lectures of the Port Technology Research Institute in 1988, December 1988 "Technical Standards and Explanations for Port Facilities", Supervised by the Port Authority of the Ministry of Transport, Japan Port Association, April 1999

  In addition to the steel retaining walls that are gradually being put to practical use on land in recent years, one is the construction of retaining retaining walls in land areas corresponding to the review of earthquake motion after the Great Hanshin-Awaji Earthquake, and existing quay walls and revetments in water areas. There are reinforcement for earthquake resistance and deepening of the quay, and the other is mere repair and reinforcement of existing quay and revetment in water area and deepening of quay. Among them, the deepening of the quay is a restructuring concept as a logistics base of our main port in opposition to the port expansion in neighboring countries, while the seismic reinforcement includes the reduction of damage caused by the Tokai earthquake that has a high probability of occurrence.

Conventional seismic reinforcement methods for quay walls and revetments in harbors, etc., when the design seismic intensity is large, a steel wall with high rigidity on the front of the conventional wall (for example, steel sheet piles with a large diameter in the case of VI _L type or steel pipe sheet piles, etc.) ), Installation of structures composed of reinforced concrete, addition of ground improvement to the base and forelimbs, and addition of reinforced soil behind the wall, etc. The construction period was full.

  Conventionally, the wall body that constitutes a wall body such as a retaining wall in a land area or a revetment or quay wall in a water area and the reinforcing body constructed on the back side of the wall body are integrated with the wall body. There are other restrictions such as the selection of heavy machinery and construction of scaffolding, etc., as well as restrictions such as blocking the wall body and sandwiching reinforcement between each block for integration. It was.

  It goes without saying that the integration of the wall body and the reinforced soil in the water area is underwater work by a diver, and various fine work is required. In addition, when both seismic reinforcement and deepening are required, disposal of dredged soil including the channel is indispensable, and in addition to securing the disposal site, disposal costs often increase. In order to solve these problems, it is necessary to develop a cheaper earthquake-resistant (reinforcement) structure and to use dredged soil or construction soil (soil generated on site).

  As one of the means, local soil can be used regardless of whether it is existing or new. By integrating the wall and the reinforced soil, the weight of the reinforced soil can be taken into account, and the bending action on the wall can be reduced. It is conceivable to form a composite structure that can.

  For example, when the retaining wall height is high on land, the reinforcing material is locked at a predetermined interval from the upper part of the retaining wall, the reinforcing material is expanded at a predetermined height, and soil or solidified soil is installed with a certain thickness. By repeating these steps and integrating with the wall body, the seismic performance (relaxing of the falling moment to the wall body due to the weight of the reinforced soil, relaxation of the falling moment due to the axial force of the falling moment on the wall body, etc.) can be improved. It is conceivable that, in addition to the above-mentioned mechanical action at the quay and revetment in the water area, it is possible to drastically reduce the work by divers that are conventionally required for the connection and expansion of reinforcing materials.

  The present invention is a steel wall body for a composite structure composed of a reinforced soil in which a steel wall body and a soil and a plane reinforcing material on the back surface of the steel wall body are in particular layers. The object is to provide an economical steel wall body with excellent properties.

The invention according to claim 1 of the present application includes a steel wall body, soil (including so-called earth and sand, solidified soil, etc.) and a plane reinforcing material that are alternately layered in the vertical direction on the back side of the steel wall body. Hereinafter, a combination of these is simply referred to as “reinforcing soil”.) A steel wall body constituting a composite structure comprising both ends of the core member to which one end of the planar reinforcing material is attached, In the state of being locked in the vertical locking groove formed by the vertical shape steel attached at a predetermined interval in the wall continuous direction on the back side of the steel wall body, the planar reinforcing material is It can be extended to the back side of the steel wall.

  As a planar reinforcing material, for example, a polyethylene material is formed in a mesh shape and laid in the soil to reinforce the reinforcing soil mixed with embankment or solidified material, but generally called geosynthetics or geotextile Have been developed, and it is desirable to have the flexibility that can be wound around the core material and the necessary tensile strength.

  As the core material, for example, a metal pipe or a bar-shaped shape steel can be used, and the planar reinforcing material is inserted from above the locking groove formed by the locking member in a state where one end of the planar reinforcing material is attached and wound. The planar reinforcing material can be stretched by pulling the other end of the planar reinforcing material at a predetermined depth (underwater) or height (land).

  In the present invention, since the extended planar reinforcing material needs to be integrated with the wall body, the acting force transmitted from the reinforcing soil to the steel wall body is maintained while maintaining the engagement state with the locking groove. It needs strength and rigidity that can resist sufficiently.

In particular, in the case of a high wall structure on land or a wall structure at the shoreline of rivers, harbors, etc., it is desirable to descend and sink by its own weight along the locking groove. The small-diameter steel pipes and square pipes that are used are easy to obtain and economical. The method of forming the locking grooves is not particularly limited, but as will be described later, the shapes of cut T-shaped steel, H-shaped steel, angles, etc. It is economical to use and excellent in strength.

  The soil used for the reinforced soil can be a combination of conventional cement, lime, magnesium oxide, gypsum, etc. as appropriate. In this way, it is possible to solve the problem of disposal of construction soil, disposal of dredged soil, etc. and the problem of material procurement at the same time.

  The present invention mainly considers application to steel (pipe) sheet pile type revetments, quay walls, etc. as a port structure, and in that case, usually underwater work is required, but other land structures Applicable to objects.

  However, in the case of revetments, quay walls, etc., there is no or little work by underwater divers required by conventional structures of this type, and deformation such as protrusion of steel walls is a problem. The effect is particularly great in a structure that tends to become.

As described above, as a means for forming the locking groove, it is economical to use a shape steel such as cut T-shaped steel, H-shaped steel, and angle, and it is easy to process and attach, and has excellent strength. Yes.

Claim 2 is characterized in that the steel wall according to claim 1 is used for an existing or newly constructed quay or revetment, and is intended for use in water areas, that is, quay and revetment of rivers and harbors. It is said.

  Since the core material wound with the planar reinforcement attached at one end thereof descends and sinks by its own weight along the locking groove, it is required in this type of conventional structure as described above. There is little or no need for work by divers in the water, making the work very easy.

  In the present invention, a planar reinforcing material is attached to the back surface of the steel wall body through a locking groove integrated with the wall body, and the wall body and the reinforcing soil portion are integrated, and external forces such as earthquakes are applied. The burden on the wall body is reduced by resisting as a unit.

  In particular, steel (pipe) sheet pile type revetments and quay walls have problems such as protrusion as described above, but due to the action of the sheet reinforcement attached to the steel wall body, Bending moment and deformation are greatly suppressed.

  Regarding the attachment of the planar reinforcing material in this case, in the present invention, both ends of the core material, to which one end of the planar reinforcing material is attached, are dropped from above into a locking groove provided on the back surface of the wall body, and each layer is expanded. It is excellent in workability and is economical in terms of structure.

  In particular, even when applied to revetments, quay walls, etc., there is little or no need for underwater work by divers, which is advantageous in terms of safety, construction period, and economy.

  FIG. 1 shows the relationship between a steel wall body 1 and a planar reinforcing material 8 in a specific embodiment when the steel wall body of the present invention comprises a steel pipe sheet pile 2.

  This steel wall body 1 is formed of a so-called PT-jointed steel pipe sheet pile in which a joint is made of a pipe 3 and a cut T-shaped steel 4. Is attached by welding or the like, and as shown in FIG. 4, a locking groove 6 is formed for locking the end of the core material 7 around which the planar reinforcing material 8 is wound and guiding it in the vertical direction.

  In the construction from the bottom to the top, the planar reinforcing material 8 that is alternately layered with the soil 9 (see FIG. 5) to be filled is fixed in a state in which both ends of the core material 7 are locked to the locking grooves 6 for each layer. It is held at a depth, and from that state, it is drawn and stretched to the back side of the steel wall 1 by a pulling wire or other pulling means.

  Even in the stretched state, the engagement relationship between the core member 7 and the engagement groove 6 is maintained, so that the soil reinforced by the steel wall body 1 and the planar reinforcement member 8 on the back surface thereof is an integrated composite structure. Because it resists external forces, it prevents protrusion, slipping and collapse in the event of an earthquake.

  FIG. 2 shows a case where the H-section steel 15 is attached to the back side of the wall of every other hat-shaped steel sheet pile 12 as another example. In this case, the H-shaped steel 15 has a function of directly increasing the rigidity of the steel wall 11 and a guide / locking groove 16 for locking and fixing the end of the core material 7 to which the planar reinforcing material 8 is attached. It has the function of

  In the illustrated example, a steel material (angle) 15 a is attached to the web of the H-shaped steel 15, and a locking groove 16 is formed between the flange of the H-shaped steel 15 and the steel material 15 a. In contrast to the case of FIG. 2, the steel material 15a can be attached to the flange on the opposite side of the H-shaped steel 15 and a locking groove can be formed between the flange and the steel material 15a.

  In addition, what integrated the shape steel for the purpose of the stiffening to the hat-shaped steel sheet pile has been conventionally known. In the present invention, such a material may be arranged in a discrete manner. It is not necessary, and the interval may be determined in relation to the planar reinforcing material 8.

  FIG. 3 shows an example in which the steel wall body 21 is composed of a U-shaped steel sheet pile 22. In this case as well, the cut groove 26 for attaching and fixing the end portion of the core material 7 to which the cut reinforcing steel 8 is attached and the cut T-shaped steel 25 is attached to the back side of the wall body of the U-shaped steel sheet piles 22 every few. Is forming.

Although not shown, similarly in the case of such machining steel sheet pile having a joint at both ends of the straight sheet pile or steel sheet, to form a locking groove by shaped steel on the back side of the sheet pile wall, the planar reinforcing member The soil is filled by spreading the planar reinforcing material at a predetermined depth (underwater) or height (land) so that both ends of the core with one end are dropped into the locking groove from above. And alternate layers can be formed.

  As the steel material forming the guide and locking groove, it is desirable to use a shape steel that can always be obtained in a required amount, including cut T-shaped steel, H-shaped steel, L-shaped steel, groove-shaped steel, and the like. In the case of a shape steel, a steel material that can sufficiently withstand a load or the like during an earthquake received by a planar reinforcing material inserted between the locking grooves can be easily selected.

  In addition, for example, a hoist is required for offshore construction of harbor structures such as revetments and quay walls to which the present invention is mainly applied, but in order to fully demonstrate its capabilities, the spacing between the locking grooves is doubled. If it is expanded, the number of insertions of the core material on which the planar reinforcing material is set is halved, and the diving work is unnecessary in the present invention, so that the construction period and cost can be greatly reduced.

  In addition, in the example of FIGS. 1-3, although the shape steel for forming a locking groove is attached to a wall surface perpendicular direction, when a steel pipe sheet pile wall bends or when providing a water-impervious work separately, etc. In some cases, the shape steel is attached in a direction with a certain angle.

  FIG. 5 shows a case where a steel (pipe) sheet pile wall is constructed on the offshore side of an existing steel sheet pile quay in front of an existing steel sheet pile quay, in addition to seismic reinforcement, as a specific application example of the steel wall body of the present invention. It is shown. In addition, in this example, the sheet pile wall 41 which comprises the existing steel sheet pile quay A is connected to the reserve pile 44 for resisting the force of a horizontal direction via the tie rod 42. FIG.

  The construction procedure is as follows. In this case, no diving work is required for the attachment of the planar reinforcing material to the wall body or the expansion work (for convenience of explanation, some of the symbols are those of the case of FIG. 1). This will be described with reference numerals.)

(1) The ground will be improved to a predetermined depth in front of the existing steel sheet pile quay A.
(2) The steel pipe sheet pile 2 is driven to a predetermined depth of the ground improvement portion 31 to construct the steel wall body 1.
(3) Backfill between existing steel sheet pile quay A and steel wall 1 to the required depth.

(4) The core material 7 (see FIG. 4), which is wound with the one end of the planar reinforcing member 8 fixed, is dropped into the locking groove 6 on the rear surface of the steel wall 1 and tied to the other end of the planar reinforcing member 8. By pulling a rope or a wire, the planar reinforcing material 8 is extended and laid on the deepest surface.
(5) The filling soil 9 is deposited on top of the planar reinforcing material 8. This is repeated in the direction orthogonal to the paper surface (normal direction).
(6) When the first pile filling soil 9 is shaped substantially horizontally and stabilized, the surface reinforcing material 8 of the next layer is laid on the surface in the manner described in (4) above.
(7) The filling soil 9 having a predetermined thickness is deposited again.

(8) The above-described operations (4) to (7) are repeated to construct a revetment / quaywall composite structure B composed of the steel wall body 1, the filling soil 9, and the planar reinforcing material 8.

(9) Drill the front water bottom of the revetment and quay wall composite structure B to the required depth and increase the depth (since the excavated soil or dredged soil can be used as filling soil, this process is convenient for construction. I will enter there.)

  In this example, the installation and extension of the planar reinforcing member 8 on the steel wall body 1 are underwater, but the diving operation is not necessary as described below.

  That is, in the above-described work procedures (4) to (6), the lowermost planar reinforcing material 8 is the extra length (refers to the extra length of the entire planar reinforcing material or the local extra length of the portion necessary for expansion). Can be accommodated by suspending along the existing steel sheet pile quay A to assist the expansion tension of the planar reinforcing material 8 itself, and the second and subsequent layers of the filled soil are naturally horizontally shaped, so that the planar reinforcement is provided. The laying accuracy of the material will be greatly increased. Depending on the situation, an extra length may be provided and suspended for the second and subsequent layers.

  Moreover, about the construction precision of the lowest layer, in the state which inserted and settled the core material 7 which wound the planar reinforcement 8 in the latching groove 6, the suspended height of the both ends of the core material 7 is a steel rod, a wire, etc. It can be adjusted horizontally with a suspension material, and depth measurement is easy. Moreover, the extended other end side can be similarly controlled from the top of the existing steel sheet pile quay A or the like.

  The effect of eliminating the need for diving work in this way appears in the form of simplification of work, shortening the construction period, and cost reduction effect associated therewith.

  Moreover, from the mechanical side, the shape steel which forms the locking groove 6 in the back surface of the steel wall body 1, and the planar reinforcement of each layer fixed to the steel wall body 1 via this shape steel 8 is embedded in the filling soil 9 and contributes to the integration of the planar reinforcing material 8 and the steel wall body 1.

  Furthermore, the shape steel forming the locking groove 6 also has an effect of improving the cross-sectional rigidity with respect to the main acting external force direction on the steel wall body 1, that is, the acting external force in the direction perpendicular to the normal line, as shown in FIG. The behavior of this type of composite structure during earthquake is the sliding of the existing revetment and quay including the reinforced soil part in the model vibration test on the shaking table, that is, the bending distribution of the steel wall 1 is The peak value was shown in the middle part, and the horizontal displacement above the underground part was almost the same as the top and bottom of the wall (rather, the horizontal displacement in the lower part was slightly larger than that in the upper part).

  FIG. 6 shows, as a modification of the embodiment of FIG. 5, a case in which a steel wall body 1 made of a steel pipe sheet pile 2 constituting a new composite structure B and a sheet pile wall 41 of an existing steel sheet pile quay A are connected by a tie rod 43 a. The other configurations are the same as in the case of FIG.

  In this example, as in the case of FIG. 5, the sheet pile wall 41 is originally connected to the retaining pile 44 by the tie rod 43, but the new steel wall body 1 and the sheet pile wall 41 are also connected by the tie rod 43a. Increased stability against horizontal forces.

  FIG. 7 shows a case where the present invention is applied to a new quay without an existing steel sheet pile quay as a modification of the embodiment of FIG.

  In this example, ground improvement is performed to a predetermined depth at a position where a new quay is constructed, and the steel pipe sheet pile 2 is driven to a predetermined depth of the ground improvement portion 31 to construct the steel wall body 1. The following construction procedure is the same as in the case of FIG.

  In the design of the ground conditions, the steel wall body 1, the planar reinforcing material 8, the filling soil 9, and the like, if the horizontal resistance is ensured, they can be configured only by these. Of course, in the case where there is no existing steel sheet pile quay, it is also possible to provide a retaining pile, connect the newly installed steel wall body 1 and the retaining pile with a tie rod, and improve the stability against the force in the horizontal direction.

  Although the application object of embodiment described above is a harbor structure, the steel wall body 1 of this invention is not restricted to a harbor structure, For example, the land structure which does not accompany underwater work which was illustrated by the term of background art, for example Applicable to objects.

It is a top view which shows the relationship between the steel wall body and planar reinforcing material at the time of using a steel pipe sheet pile as steel materials which comprise the steel wall body for composite structures of this invention. It is a top view which shows the relationship between the steel wall body and planar reinforcing material at the time of using a hat-shaped steel sheet pile as steel materials which comprise the steel wall body for composite structures of this invention. It is a top view which shows the relationship between the steel wall body and planar reinforcing material at the time of using a U-shaped steel sheet pile as steel materials which comprise the steel wall body for composite structures of this invention. It is a perspective view which shows the state and extension direction which fit the planar reinforcing material wound around the core material in the latching groove. As a specific application example of the steel wall for a composite structure of the present invention, a steel (pipe) sheet pile wall is constructed offshore in front of an existing steel sheet pile quay, and in addition to seismic reinforcement, a case of deepening is shown. It is sectional drawing. FIG. 6 is a cross-sectional view showing a case where a steel pipe sheet pile and an existing steel sheet pile quay wall constituting a newly installed composite structure are connected by a tie rod as a modification of the embodiment of FIG. 5. It is sectional drawing which showed the case where it applies to the new quay without an existing steel sheet pile quay as a modification of embodiment of FIG. It is sectional drawing which shows the example of seismic reinforcement of the conventional steel (pipe) sheet pile type revetment and quay. It is sectional drawing which shows the example of seismic reinforcement of the conventional gravity type revetment and quay. It is sectional drawing which shows the example of seismic reinforcement of the conventional gravity type RC retaining wall (land).

Explanation of symbols

A ... Existing steel sheet pile quay, B ... Composite structure,
DESCRIPTION OF SYMBOLS 1 ... Steel wall body, 2 ... Steel pipe sheet pile, 3 ... Pipe (female joint) 4 ... Cut T-shaped steel (male joint), 5 ... Cut T-shaped steel, 6 ... Locking groove, 7 ... Core material, 8 ... Planar reinforcement, 9 ... filled soil,
DESCRIPTION OF SYMBOLS 11 ... Steel wall body, 12 ... Hat-shaped steel sheet pile, 15 ... H-section steel, 15a ... Steel plate, 16 ... Locking groove, 17 ... Core material,
21 ... Steel wall body, 22 ... U-shaped steel sheet pile, 25 ... Cut T-shaped steel, 26 ... Locking groove,
31 ... Ground improvement part, 35 ... Deepening part 41 ... Sheet pile wall, 43 ... Tie rod, 43a ... Tie rod, 44 ... Retaining pile,
51 ... Sheet pile revetment / quay, 52 ... Steel (pipe) sheet pile, 53 ... Tie rod, 54 ... Reservoir pile,
61 ... Gravity type revetment and quay, 62 ... Lightweight solidified soil
71 ... Gravity RC retaining wall, 72 ... Earth anchor

Claims (2)

A steel wall body constituting a composite structure composed of a steel wall body and soil and a planar reinforcing material that are alternately layered in the vertical direction on the back side of the steel wall body, wherein one end of the planar reinforcing material is The both ends of the attached core member were locked in the vertical locking grooves formed by the vertical shape steel attached at a predetermined interval in the wall continuous direction on the back side of the steel wall body. A steel wall for a composite structure, wherein the planar reinforcing material can be expanded on the back side of the steel wall in the state. The steel wall for composite structure according to claim 1 , wherein the steel wall is used for an existing or new quay or revetment.

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