JP2007308876A - Retaining wall and its construction method - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To surely prevent the fall of a retaining wall by making the whole retaining wall exert a load bearing capacity against the earth pressure of the high ground, to reduce the amount of an excavated wall, waste earth, and earth to be refilled, and to reduce the construction period and construction cost of the retaining wall. <P>SOLUTION: A sheet pile (10) capable of being used as a form for placing concrete, and a steel material (20) for a spacer which maintains an interval between a support (2) and the sheet pile (10) are buried in the high ground (HG) near the support. Soil (MG) on the low-ground side of the sheet pile is removed for the construction of an arranged bar (3a) of a wall body (3) and a form (9). The concrete (8) is placed between the sheet pile and the form, so that the retaining wall (1) of a reinforced concrete structure in which a column-set-up portion (2b) of the support and the steel material for the spacer are embedded can be constructed. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

  The present invention relates to a retaining wall and a construction method thereof, and more particularly, to a retaining wall of a wet construction method and a construction method thereof that enable a large footing to be omitted and exhibit high rigidity.

  It is necessary to install a retaining wall to prevent the ground from collapsing on cliffs caused by cuts exceeding 2m in height, embankments exceeding 1m in height, etc. Arise. This type of retaining wall consists of a reinforced concrete wall or a wall made of precast products or concrete blocks.

  Such retaining walls are usually designed with an overall L-shaped or T-shaped cross section, and a relatively large foundation footing is formed at the bottom of the retaining wall. The foundation footing has a wide contact area for transmitting the load acting on the retaining wall (earth pressure) and the weight of the retaining wall to the supporting ground, and functions to prevent the retaining wall from falling.

  Since the foundation footing extends relatively large toward the high ground side, it is necessary to excavate the high ground extensively during the retaining wall construction and backfill the excavated portion after the retaining wall construction. In particular, when a retaining wall is constructed on soft ground, there arises a situation where a large foundation footing must be designed and constructed unrealistically. However, the construction of large foundation footings not only requires excessive construction costs for the concrete work of the foundation footings themselves, but also necessitates extensive excavation and backfilling of the ground. It leads to problems such as labor, increase of moving soil, and instability of backfill soil. In addition, depending on the environment at the construction site, the strata, the topography, the ground properties, or the construction conditions, it may be difficult to construct a large-scale foundation footing.

In order to solve such a problem of foundation footing construction, a retaining wall structure of a dry construction method configured to apply a load to the ground and to apply a bending moment on the non-falling side to the parent pile in advance is Japanese Patent No. 28824217. It is disclosed in the issue publication. This retaining wall has a structure in which a weight building or beam of reinforced concrete structure is formed in the groove by drilling a weight construction groove on the natural ground side, and this weight is connected to the parent pile directly under the retaining wall with a support beam. However, a retaining wall such as a PC plate is formed between the parent piles. According to such a retaining wall structure, a bending moment on the non-falling side (safe side) acts on the parent pile due to the load of the weight, and the strength of the retaining wall is improved by the adhesive force and frictional force of the supporting beam and the weight against the ground. This may increase the construction of the foundation footing.
Patent No. 2824217

  However, the retaining wall of Patent Document 1 is a retaining wall of a dry construction method in which a lower end portion of a main pile (steel material) is embedded in the ground and a wall element (such as a PC plate) is spanned between the upper portions of the main pile. However, the earth pressure of the high ground and the weight of the wall component can only be absorbed or supported by the deformation of the wall and the reaction force generated in the locking portion of the parent pile and the wall component. Absent.

  In particular, in the retaining wall of the above-mentioned patent document 1, a steel bracket is projected from the upper part of the main pile to the high ground side, and a weight is constructed at the tip of the bracket to give a non-falling moment to the retaining wall. However, the bracket is a linear member, and the joint between the bracket and the parent pile is only a fulcrum for pin support, and therefore the frictional force of the ground cannot be effectively used.

  The retaining wall of the above-mentioned Patent Document 1 also has a structure in which a main pile (H-shaped steel material used for mountain retaining work (temporary work)), a steel bracket, and a face plate such as a PC plate are assembled. Each component is not integrated as a rigid body. For this reason, depending on the structure of such a retaining wall, the effect of enduring earth pressure in the entire retaining wall cannot be obtained. In addition, the retaining wall of Patent Document 1 using steel as the shaft assembly member is difficult to avoid rusting of the steel material, and this needs to be improved in terms of the service life of the retaining wall.

  Further, when such a retaining wall is constructed on an inclined ground, it is necessary to press-fit a pile sheet pile to the inclined ground in order to prevent ground collapse at the time of construction. For example, when constructing a wet retaining wall of cast-in-place concrete on such an inclined ground, it is necessary to lay a formwork for placing concrete on the outside (low ground side) of the sheet pile. The sheet pile and the formwork are pulled out from the ground after the retaining wall is constructed or buried in the ground. Since constructing both the sheet pile and the formwork in this way lengthens the construction period and increases the construction cost, measures to improve this are desired.

  The present invention has been made in view of such circumstances, and the object of the present invention is to integrate the constituent elements of the retaining wall, and to effectively withstand the earth pressure of the high ground as a whole retaining wall. It is another object of the present invention to provide a retaining wall that can be used for a long period of time, reduce the amount of excavated soil, waste soil, and backfill soil, and reliably prevent the retaining wall from falling over, and a construction method therefor.

  Another object of the present invention is to provide a retaining wall and a method for constructing the retaining wall that can reduce the construction period of the retaining wall and reduce the construction cost by omitting at least one of the sheet pile and the formwork.

In order to achieve the above object, the present invention supports the earth pressure of the high ground and prevents the collapse of the high ground.
A hollow steel column that integrates a pile portion supported by a support layer of the ground having a predetermined strength and a vertical column portion extending upward from the ground surface of the low ground,
A sheet pile embedded in the high ground side of the steel support and used as a concrete placement form;
A spacer interposed between the steel column and the sheet pile so as to maintain a gap between the column and the sheet pile,
A plurality of vertical pillar portions and a wall of a reinforced concrete structure embedded with the spacer,
The support columns are provided with a retaining wall that is disposed at an interval in a wall core direction of the retaining wall.

The present invention also supports the earth pressure of the high ground, in the construction method of the retaining wall that prevents the collapse of the high ground,
A column construction step of embedding a plurality of steel pipes in the high ground at intervals in the wall core direction, allowing the lower end of the steel pipe to reach a support layer of the ground, and forming a plurality of hollow columns with the steel pipes,
A sheet pile that can be used as a formwork for placing concrete, and a steel sheet for spacers that maintain a space between the columns and the sheet piles, and a sheet pile / spacer construction process for embedding in the high ground near the columns.
Removing the soil on the low ground side of the sheet pile, constructing the reinforcement of the wall of the retaining wall, and arranging and forming a frame on the low ground side of the column;
Concrete is placed between the sheet pile and the formwork from the upper part of the formwork to construct a wall of a reinforced concrete structure in which the standing column portion extending upward from the ground surface of the low ground and the steel for the spacer are embedded. A retaining wall construction method characterized by comprising an installation step.

  According to the said structure of this invention, the lower part of a support | pillar comprises a steel pile, and the upper part of a support | pillar comprises the standing pillar in a wall. The earth pressure of the high ground mainly acts on the wall body, and the load acting on the wall body is transmitted to the ground support layer through the support. The wall body resists corrosion by soil and maintains a desired strength for a relatively long time.

  Since the retaining wall of the present invention has a configuration in which large footings extending to the high ground side are omitted, in the construction, it is only necessary to excavate only the range where the pillars and the wall body can be constructed, and the soil on the low ground side of the sheet pile Only excavate for wall construction. Therefore, according to the present invention, the ground excavation process and labor can be shortened or reduced, and the amount of excavated soil, waste soil, and backfill soil can be reduced. The reduction of the excavated soil volume is extremely advantageous in practice because it simultaneously eliminates the problems associated with the reduction of the moving soil volume and the instability of the backfill soil.

  Moreover, since the retaining wall of this invention can apply footing to the terrain where construction is difficult, the applicable range of a retaining wall expands greatly. In addition, since the struts and the wall body are integrated, the retaining wall effectively demonstrates the strength against the earth pressure of the high ground as the entire retaining wall for a long time, and it is possible to reliably prevent the retaining wall from falling. it can

  Furthermore, in this invention, a sheet pile serves as the high ground side formwork for wall construction. Therefore, since the construction of the high ground side formwork can be omitted, the construction period of the retaining wall can be shortened and the construction cost can be reduced.

  According to the retaining wall and its construction method of the present invention, each component of the retaining wall is integrated, and the proof strength against the earth pressure of the high ground is exhibited effectively and in the long term as well as excavated soil, waste The amount of soil and backfill soil can be reduced, and the retaining wall can be prevented from falling.

  Moreover, according to the retaining wall and the construction method of the present invention, at least one of the sheet pile and the formwork can be omitted, the construction period of the retaining wall can be shortened, and the construction cost can be reduced.

  In a preferred embodiment of the present invention, the wall concrete is not only filled into the region between the sheet pile and the formwork, but also filled into the internal hollow region of the column. The column filled with concrete exhibits high axial compression strength, bending strength and deformation performance due to the mutual restraint effect (confined effect) between the hollow steel material and the concrete. For example, local buckling of the hollow steel material is suppressed by the filled concrete, the toughness thereof is improved, and the rigidity of the filled concrete is added to the hollow steel material, thereby improving the rigidity of the entire column. Furthermore, the rust prevention effect inside steel materials is acquired by filling concrete.

  Preferably, the support column is made of a steel pipe whose lower end is previously closed with a plate or the like. By blocking the lower end, it is possible to prevent earth and sand from entering the steel pipe when buried underground. If desired, the steel pipe is composed of a rotary penetrating steel buried pile having a drilling blade that promotes underground embedding at the tip (lower end).

  More preferably, a cloth foundation or an underground beam formed by enlarging the cross section of the lower part of the wall body is formed in the lower part of the wall body. The fabric foundation or underground beam continues along the wall, and the struts vertically penetrate the fabric foundation or underground beam.

  Preferably, the spacer is made of a steel material fixed to the support column. The earth pressure of the high ground is at least partially transmitted to the support via the sheet pile and the spacer steel, and is supported by the support. Since the column functions as a support for the sheet pile that supports the ground side pressure, the support work for the sheet pile can be omitted or simplified. If desired, a reinforcing bar insertion hole is formed in the spacer steel material or the column steel pipe, and the reinforcing bar constituting the reinforcement of the wall body penetrates the reinforcing bar insertion hole of the steel material or the column.

  Preferably, the diameter of the steel pipe is set to a dimension of 150 mm or more in consideration of workability during concrete filling. Preferably, the wall thickness of the wall body is set to a dimension of 200 mm or more. In the structural calculation, when the diameter of the steel pipe is excessive as compared with the wall thickness of the wall body, the cross section of the wall body portion in which the steel pipe is embedded may be locally enlarged.

  Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.

  FIG. 1 is a cross-sectional view showing a basic configuration of a retaining wall according to the present invention, and FIG. 2 is a partial elevation view of a side surface and a front side of the retaining wall. 3 is a cross-sectional view taken along lines II, II-II, and III-III in FIG.

  As shown in FIG. 1, the retaining wall 1 is arranged in a planar form corresponding to the topography of the high ground HG, and the left and right ends are bent toward the high ground HG. The retaining wall 1 surrounds the high ground HG and prevents the high ground HG from collapsing or collapsing toward the low ground LG.

  The retaining wall 1 includes a steel vertical column 2 having a circular cross section disposed at a predetermined interval in the wall core direction, and a wall body 3 having a reinforced concrete structure. The upper part of the support column 2 is embedded in the wall body 3, and the lower part of the support column 2 penetrates into the ground. The lower portion of the wall body 3 has an enlarged cross section, and the enlarged cross section is a reinforced concrete structure cloth foundation or underground beam 4 (hereinafter referred to as “cloth foundation etc. 4”) extending in the wall length direction along the wall core of the retaining wall 1. That is). The cloth foundation 4 functions as a base of the wall body 3 and interconnects the support columns 2.

  The support 2, the wall body 3, and the fabric foundation 4 constitute an integral earth retaining wall that can withstand the earth pressure of the high ground HG. The lower end portion of the support column 2 reaches the support layer S. The vertical load and horizontal load such as earth pressure and seismic force acting on the retaining wall 1 and the weight of the retaining wall 1 are the frictional force acting between the retaining wall 1 and the ground G, and the cloth foundation 4 is grounded. It is supported by the ground strength of the ground G, the frictional force between the underground portion of the support 2 and the ground G, and the support force of the support layer S on the support 2.

  As shown in FIG. 1, the bent portion of the retaining wall 1 is formed with a fuzzy portion 5 such as a concrete beating-up if desired. As shown in FIG. 3 (C), when a level difference occurs on the ground surface of the low ground LG, the level of the cloth foundation 4 is changed stepwise or continuously so as to correspond to the ground surface of the low ground LG. It is desirable.

  FIG. 4 is a longitudinal sectional view showing a sectional structure of the retaining wall 1, a sectional view taken along line IV-IV, and an enlarged sectional view of a column portion.

  The support column 2 is made of a steel pipe having a uniform circular cross section, and the lower portion (pile portion 2a) of the support column 2 is buried in the ground. The lower end portion of the support column 2 preferably reaches the support layer S having an N value of 10 or more. The lower end opening of the column 2 is closed by the circular blind plate 6. The upper part (standing column part 2b) of the support column 2 protrudes upward from the low ground LG to the level of the ground surface of the high ground G. Concrete 8 is filled in the internal hollow region of the column 2. The diameter of the steel pipe constituting the support column 2 is preferably set in the range of 100 mm to 300 mm. In consideration of the workability of filling concrete, it is desirable to set the diameter of the steel pipe to 150 mm or more. In this example, the diameter of the steel pipe is set to about 170 mm.

  The wall body 3 is a wall body of a reinforced concrete structure in which vertical and horizontal wall bars 3a are arranged. The wall thickness of the wall body 3 is preferably set in the range of 250 mm to 750 mm. In this example, the wall thickness of the wall body 3 is set to 400 mm. As the wall reinforcement 3a, general-purpose deformed reinforcing bars of about D10 to D25 are used, and the wall reinforcement interval is set to about 100 mm to 300 mm. In this example, a deformed reinforcing bar of D13 is used as the wall reinforcement 3a, and the interval between the wall reinforcements 3a is set to 250 mm. The vertical bars constituting the wall bars 3 a extend into the cloth foundation 4 and are fixed to the concrete of the cloth foundation 4.

  The sheet pile 10 is buried in the soil on the back side of the wall 3. The sheet pile 10 consists of arbitrary sheet piles, such as a concrete sheet pile (PC sheet pile), a wood sheet pile, a steel sheet pile. The sheet pile 10 is used as a surface material for earth retaining of the ground G, and is also used as a concrete placement form for the wall body 3 and the cloth foundation 4. If desired, a water-permeable mat or the like may be disposed at an appropriate place.

  The fabric foundation 4 is composed of a reinforced concrete beam-type member in which main bars 4a extending in the direction of the wall core and stirrup bars 4b surrounding the main bars 4a are arranged. Make contact with the leveled excavated ground surface. A general-purpose deformed reinforcing bar of about D13 to D25 can be used as the main reinforcing bar 4a, and a general-purpose deformed reinforcing bar of about D10 to D13 can be used as the stirrup muscle 4b. In this example, a deformed reinforcing bar of D13 is used as the main muscle 4a and the stirrup muscle 4b. The width W of the fabric foundation 4 is generally set to about 400 to 1000 mm, and is set to 500 mm in this example. The height D of the fabric foundation 4 is generally set to about 200 to 600 mm, and is set to 250 mm in this example.

  Thus, the wall 3 and the fabric foundation 4 constitute an integral reinforced concrete structure, and the width W of the fabric foundation 4 is much smaller than the footing width (depth) of the conventional retaining wall. Is set.

  5-10 is a longitudinal cross-sectional view which shows the construction method of the retaining wall 1. FIG.

  FIG. 5 schematically shows the entire construction process of the retaining wall 1.

  As shown in FIG. 5A, the existing ground G has an inclined ground MG between the high ground HG and the low ground LG, and the inclined ground MG forms a relatively steep slope (inclined surface). is doing. A pile hole is drilled by a pile driving machine combined with an auger, and the steel pipe pile 15 is press-fitted into the ground. As shown in FIG. 6, the steel pipe pile 15 is buried in the ground up to a position where the tip portion 6 slightly bites into the support layer S, and the vertical column 2 is formed in the soil. The pile head of the steel pipe pile 15 protrudes slightly upward from the ground surface of the high ground HG with its top opening opened, or is located at a level equivalent to the ground surface of the high ground HG. As the steel pipe pile 15, as shown in FIG. 5 (A), a rotary penetrating buried pile having a drilling blade (tip screw) 16 is used at the tip, and the steel pipe pile 15 is constructed by a heavy machine such as a pile driver. Also good.

  The pile driving machine may form a pile hole 2c (shown by a broken line in FIG. 6) having an inner diameter slightly larger than the outer diameter of the steel pipe pile 15. As a result, a fragile soil or a gap in which the long spacer steel 20 (FIG. 5B) can be press-fitted or inserted into the soil relatively easily is formed around the support column 2.

  As shown in FIG. 5B, the spacer steel material 20 is pressed into the soil in the vicinity of the support column 2 from the ground surface of the high ground HG. Further, as shown in FIG. 5 (C), the pile sheet pile 10 is press-fitted into the ground G from the ground surface of the high ground HG at a position spaced apart from the support column 2 by a predetermined distance. A state in which the steel material 20 and the sheet pile 10 are press-fitted into the ground G is shown in FIG. A plurality of circular holes 23 through which reinforcing bars (horizontal reinforcing bars) can be inserted are drilled in the steel material 20 in advance. 5 (B) and FIG. 5 (C) show the step of press-fitting the steel material 20 into the ground G after press-fitting the sheet pile 10 into the ground G, but after press-fitting the sheet pile 10 into the ground G. The steel material 20 may be pressed into the ground G.

  The inclined ground MG is excavated from the low ground LG side, and the support column 2, the sheet pile 10 and the steel material 20 are exposed to the low ground LG side as shown in FIG. The inclined ground MG can be excavated relatively easily by the earth retaining effect of the sheet pile 10. As can be easily understood, the construction of the retaining wall 1 does not require large excavation of the high ground HG for the footing construction, unlike the conventional retaining wall construction method.

  FIG. 8 shows a state in which the inclined ground MG is excavated to expose the sheet pile 10 and the steel material 20. The tops of the sheet pile 10 and the steel material 20 protrude upward from the top of the support column 2 by a predetermined dimension. The ground surface of the low ground LG is excavated in a groove shape so that the lower ends of the sheet pile 10 and the steel material 20 are exposed to the low ground LG side. The bottom of the groove excavated along the sheet pile 10 is leveled by discarded concrete, quarrying, or the like.

  FIG. 9 is a longitudinal sectional view and a transverse sectional view showing a partially enlarged structure of the steel material 20.

  The steel material 20 is made of a CT-shaped steel material (cut tee-shaped steel material) having a web portion 21 and a flange portion 22. A plurality of circular holes 23 through which the wall bars 3a (shown by phantom lines) can be inserted are perforated in the web portion 21 at a predetermined interval, and the intervals of the circular holes 23 are equal to the intervals of the wall bars 3a. Is set to

  The web part 21 and the support | pillar 2 are integrally joined by the fixing means 25, such as a fillet welding. On the other hand, the surface of the flange portion 22 in contact with the sheet pile 10 is received from the sheet pile 10 by the earth pressure P acting on the sheet pile 10, so that the sheet pile 10 and the flange portion 22 are substantially integrated. If desired, the sheet pile 10 and the flange portion 22 may be integrally joined by any fixing means.

  As shown in FIG. 10, wall reinforcement 3a, main reinforcement 4a, and stirrup reinforcement 4b of wall body 3 and cloth foundation 4 are arranged, and formwork 9 for concrete work is built on the low ground side. The horizontal wall bars (lateral bars) 3a are inserted through the circular holes 23 (FIG. 9) of the steel material 20. If desired, as shown by a broken line in FIG. 9, a protruding member 27 such as a stud or a vertical rib that increases the adhesion strength with concrete is attached to or formed on the column 2, or reinforcing reinforcing bars 28 are vertically or hoop-shaped. You may arrange the bars around two times.

  As shown in FIG. 5 (E), after the arrangement of reinforcement and formwork is completed, the concrete 8 in a fluid state is poured between the formwork 9 and the sheet pile 10 from above the support column 2. The concrete 8 is not only filled between the mold 9 and the sheet pile 10, but also flows into the pillar 2 through the top opening of the pillar 2 and fills the internal hollow region of the pillar 2.

  After the concrete 8 is hardened, the formwork 9 is disassembled, and the excavated soil is backfilled around the cloth foundation 4 and the like, whereby the retaining wall 1 is completed as shown in FIG. 4 and FIG. The sheet pile 10 is buried in the ground G.

  FIG. 11 is a longitudinal sectional view and a transverse sectional view showing a modification of the steel material 20 for spacers.

  A spacer steel material 20 shown in FIG. 11 is formed of a flat steel material or a steel flat bar, and is integrally joined to the support column 2 by fixing means 25 such as welding. The circular holes 23 for penetrating the wall bars are drilled in the tube wall of the support column 2 at a predetermined interval. The interval between the circular holes 23 is set to coincide with the interval between the wall bars 3a.

  FIG. 12 is a longitudinal sectional view and a transverse sectional view showing another modified example of the spacer steel material 20.

  The spacer steel material 20 shown in FIG. 12 includes a steel bar 30 extending in the vertical direction and an equilateral mountain steel (angled steel) 31 extending in the horizontal direction. The steel bar 30 is integrally joined to the support column 2 by fixing means 35 such as welding. The angle steel 31 is integrally joined to the steel bar 30 at one side portion by fixing means 36 such as welding, and the other side portion is in contact with the sheet pile 10.

  Since the angle steel 31 receives pressure from the sheet pile 10 by the earth pressure P, the sheet pile 10 and the angle steel 31 are substantially integrated. As the angle steel 31, one having a size of 50 mm × 50 mm or more can be preferably used. If desired, the sheet pile 10 and the flange portion 22 may be integrally joined by any fixing means. If necessary, a plurality of circular holes 33 into which the vertical bars (indicated by phantom lines) of the wall bars 3a can be inserted are drilled in the angle steel 31 at a predetermined interval. The interval between the circular holes 33 is set to coincide with the interval between the wall bars (vertical bars) 3a.

  As described above, according to the retaining wall 1 having the above-described structure, most of the weight and load of the retaining wall 1 are transmitted to the support layer S by the support column 2, so that the conventional large footing is omitted. In addition, the collapse of the high ground HG during construction is prevented by the earth retaining effect of the sheet pile 20. Therefore, the excavation range can be limited to a minimum range, and the amount of excavated soil, waste soil, and backfill soil can be reduced. The wall body 3 and the cloth foundation 4 and the like serve as an integral retaining wall that interconnects the columns 2 and improves the rigidity of the retaining wall 1 as a whole and withstands the earth pressure of the high ground HG.

  In particular, the retaining wall 1 uses the supporting force of the supporting layer S to support horizontal loads (such as earth pressure and seismic force) acting on the retaining wall 1, so that the ground can be liquefied during an earthquake. When the retaining wall 1 of the present invention is constructed on the ground, high earthquake resistance that cannot be achieved by the conventional retaining wall will be obtained.

  Moreover, according to the retaining wall 1 of the said structure, the sheet pile 10 serves as the concrete formwork of the high ground side. Therefore, the construction of the high ground side formwork for constructing the concrete 8 can be omitted. Thus, the construction period of the retaining wall 1 can be shortened and the construction cost can be considerably reduced.

  Further, the earth pressure P of the high ground HG is at least partially transmitted to the support 2 via the sheet pile 10 and the steel material 20 for spacers, and is supported by the support 2. Therefore, since the support | pillar 2 functions as a support work of the sheet pile 10 which supports the ground side pressure, the construction of the support work for the sheet pile 10 can be omitted or simplified.

  The preferred embodiments of the present invention have been described in detail above, but the present invention is not limited to the above-described embodiments, and various modifications or changes can be made within the scope of the present invention described in the claims. Is possible.

  The retaining wall of the present invention is not limited to a linear retaining wall, and can be constructed as various types of retaining walls, such as a curved retaining wall and a retaining wall that is bent at an angle in a complicated manner.

  Moreover, you may arrange | position a drain hole etc. in an appropriate place in a retaining wall.

  Furthermore, in the said Example, although the steel pipe of circular cross section was used as a support | pillar, it is also possible to use the steel pipe of cross sections, such as a square, a polygon, or an ellipse, as said support | pillar.

  The present invention is applied to a retaining wall constructed on a cliff, a steep slope, a water channel or the like. The retaining wall of the present invention does not require construction of a large footing and prevents the ground collapse during construction by the earth retaining effect of the sheet pile, so that the workability of the retaining wall is greatly improved. Moreover, according to this invention, a sheet pile serves as the high ground side formwork for concrete placement. Therefore, the present invention is advantageous in shortening the construction period and reducing the construction cost. Furthermore, according to the present invention, it is possible to construct a retaining wall perpendicular to the ground, which was difficult to construct with a conventional retaining wall. In addition, when the retaining wall of the present invention is applied to soft ground where liquefaction of the ground can occur during an earthquake, high earthquake resistance that cannot be achieved with conventional retaining walls can be obtained, so the benefits of the present invention are remarkable. It is.

It is a cross-sectional view which illustrates the basic composition of the retaining wall of this invention. FIG. 2 is a partial elevational view of a side wall side and a front side of the retaining wall shown in FIG. 1. It is sectional drawing in the II line of FIG. 1, the II-II line, and the III-III line. It is the longitudinal cross-sectional view which shows the cross-section of a retaining wall, IV-IV sectional view, and a support | pillar part expanded sectional view. It is a longitudinal cross-sectional view which shows the construction method of a retaining wall, and the whole construction process of a retaining wall is shown schematically. It is a longitudinal cross-sectional view which shows the construction method of a retaining wall, and the support | pillar construction process is shown. It is a longitudinal cross-sectional view which shows the construction method of a retaining wall, and the sheet pile and spacer construction process is shown. It is a longitudinal cross-sectional view which shows the construction method of a retaining wall, and the excavation process is shown. It is the longitudinal cross-sectional view which shows the structure of the steel material for spacers partially expanded, and a cross-sectional view. It is a longitudinal cross-sectional view which shows the construction method of a retaining wall, and the bar arrangement and formwork process is shown. It is the longitudinal cross-sectional view and cross-sectional view which show the modification of the steel materials for spacers. It is the longitudinal cross-sectional view and cross-sectional view which show the other modification of the steel materials for spacers.

Explanation of symbols

1 Retaining wall 2 Post 3 Wall body 4 Cloth foundation, etc. (cloth foundation or underground beam)
2a Pile part 2b Vertical pillar part 10 Sheet pile 20 Steel material for spacer HG High ground LG Low ground MG Inclined ground

Claims (7)

In the retaining wall that supports the earth pressure of the high ground and prevents the collapse of the high ground,
A hollow steel column that integrates a pile portion supported by a support layer of a ground having a predetermined strength and a vertical column portion extending upward from the ground surface of the low ground,
A sheet pile embedded in the high ground side of the steel support and used as a concrete placement form;
A spacer interposed between the steel strut and the sheet pile so as to maintain a gap between the strut and the sheet pile,
A plurality of vertical pillar portions and a wall of a reinforced concrete structure embedded with the spacer,
The retaining wall, wherein the support columns are arranged at intervals in the direction of the wall core of the retaining wall.   The retaining wall according to claim 1, wherein concrete is filled in an inner hollow area of the support column.   The retaining wall according to claim 1, wherein the spacer is made of a steel material fixed to the support column.   The lower part of the wall body constitutes a fabric foundation or underground beam, the fabric foundation or underground beam is continuous along the wall body, and the strut penetrates the fabric foundation or underground beam. The retaining wall according to any one of claims 1 to 3. In the construction method of the retaining wall that supports the earth pressure of the high ground and prevents the collapse of the high ground,
A column construction step of embedding a plurality of steel pipes in the high ground at intervals in the wall core direction, allowing the lower end of the steel pipe to reach a support layer of the ground, and forming a plurality of hollow columns with the steel pipes,
A sheet pile that can be used as a formwork for placing concrete, and a steel sheet for spacers that maintain a space between the columns and the sheet piles, and a sheet pile / spacer construction process for embedding in the high ground near the columns.
Removing the soil on the low ground side of the sheet pile, constructing the reinforcement of the wall of the retaining wall, and arranging and forming a frame on the low ground side of the column;
Concrete is placed between the sheet pile and the formwork from the upper part of the formwork to construct a wall of a reinforced concrete structure in which the standing column portion extending upward from the ground surface of the low ground and the steel for the spacer are embedded. A retaining wall construction method comprising: an installation step.   6. The construction method according to claim 5, wherein when placing concrete between the sheet pile and the formwork in the concrete placing step, concrete is filled in an internal hollow region of the support column at the same time.   The construction method according to claim 5 or 6, wherein the spacer steel material or the steel pipe has a reinforcing bar insertion hole through which a reinforcing bar constituting a bar arrangement of the wall penetrates the steel material or the steel pipe.

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