JP4358792B2 - Earth retaining wall with water permeability - Google Patents

Description

  The present invention relates to a landslide prevention wall for preventing a landslide, and particularly to a retaining wall having water permeability.

Conventionally, as shown in FIG. 12, (1) a steel pipe pile 30 is disposed as a core material in a hole excavated from muddy water, and a lower portion of the steel pipe pile 30 is placed in a base layer (non-movable layer), and then a filler is used. There has been known a landslide prevention work in which a pile 3 'with a core material is formed by placing and a large number of such pile bodies 3' with a core material are provided in series at intervals.
In this case, if the pile interval of the cored pile body 3 ′ is narrowed and arranged, the construction period increases due to an increase in the number of installed piles. In general, when the pile interval is arranged at about 2-3 m or more There are many construction methods. Specifically, mud excavation is performed with an auger, a steel pipe pile 30 is inserted into the completed pile hole, and concrete or mortar is placed in the pile hole to complete it.

Further, in order to reduce the number of piles of the core-containing pile body 3 ′, a thick steel pipe is used for the steel pipe pile 30 and a high-strength material is used to reduce the number of piles.
In any case, since the slip lump 11 is pulled out between the pile members 3 ′ containing the core material, there is a problem that the deterring force of the pile by the pile material 3 ′ containing the core material is reduced. Furthermore, when the earth pressure from the sliding earth lump 11 is high, the cored antibody 3 ′ may not be able to withstand the earth pressure and may flow along with the earth lump.

  If a continuous wall structure is used to prevent slipping soil blocks from slipping out between the piles 3 'containing the core material of (1) above, slipping soil blocks can be prevented from slipping out, but groundwater pressure increases due to a decrease in groundwater permeability. However, the water level on the upstream side (mountain side) is higher than that on the downstream side (plain side) (see the solid line H in Fig. 2), and the boundary surface between the basement layer (non-moving layer) and the sliding soil mass (moving layer) Since the load due to the increase in the amount of sediment and water on the mountain side (upstream side) is larger than the deterring force of the landslide and the landslide deterrence, the deterring force may be reduced and the reverse effect may be caused.

In addition, (2) a water-permeable earth retaining wall having a continuous wall structure composed of a pile pile made of concrete using water-permeable concrete is also known (for example, see Patent Document 1 and JP-A-7-238554).
Such a water-permeable earth retaining wall copes with the passage of groundwater (water flow) as a wall structure. Water performance is not constant.

  Moreover, in the water-permeable earth retaining wall using the water-permeable concrete of the above (2), the core material has large and small piles with respect to the sliding force of the lump depending on the location, and the performance of the wall is sufficiently There is a problem that it cannot be demonstrated.

  (3) As shown in FIG. 13 and FIG. 14, a landslide prevention method (deep foundation pile method) of a deep foundation pile type in which a large number of segments 31 are assembled into a cylindrical shape is also known. (For example, see Patent Document 2)

In the case of the above (3), although it is a landslide danger area, there are many cases where the construction of the pile body 32 having a diameter of about 2 to 5 m or the like is carried out by human power or a small machine although it is a landslide danger area. There is a problem that workers are forced to carry out dangerous work.
In addition, the deep foundation pile method requires a lot of processes and hinders the response to emergency disaster countermeasures.
Furthermore, since the inside of the pile body 32 is excavated, there is a problem that the low-strength site soil is further loosened and the risk of landslide is increased, and a large amount of earth and sand excavated in the cylindrical pile body 32 is also present. Has a problem that it cannot be reused and needs to be treated.
JP 7-238554 A JP-A-2-111521

  The present invention can reduce the number of piles compared to a continuous wall, ensure the water permeability of the groundwater, prevent the rise of the groundwater level, prevent slipping of soil blocks from between the piles, and the deep foundation pile method Thus, an object of the present invention is to provide a soil retaining wall having water permeability without loosening on-site soil and without requiring a large amount of on-site residual soil treatment.

In order to solve the above-mentioned problem advantageously, in the retaining wall having water permeability according to the first invention, two or more in-situ soil agitating soils are obtained by wrapping adjacent in-situ soil agitating soil cement piles. A unit wall consisting of cement piles is constructed in the ground where there is groundwater, and cores with mating joints are installed in each in-situ soil-stirred soil cement piles. Installed and constructed a unit wall body with core material by in-situ agitated soil cement pile with core material,
Two or more unit wall bodies containing the core material are arranged in series with a gap therebetween to construct a substantially linear retaining wall ,
The Retaining wall having a row of water-permeable forming a water passage of the groundwater of the ground into the gap between the front Symbol ordered core containing units wall, a plurality of rows interval in a direction perpendicular to the soil mass sliding direction Build and
In the portion between the core wall-containing unit walls constituting the retaining wall having water permeability constructed at the interval, the unit wall body by the soil soil stirring soil cement pile body, Constructed to wrap with each retaining wall with water permeability adjacent to this,
The upper portions of the opposing core members in the unit wall bodies with the core members spaced from each other are joined together by a connecting member to form an integral structure.

Moreover, in the 2nd invention, in the earth retaining wall which has the water permeability of 1st invention, the clearance gap between the unit wall bodies with the said core material arranged is 0 of the diameter of the in-situ soil stirring soil cement pile body with a core material. .5 to 1.0 times.

Further, in the third invention, in the earth retaining wall having water permeability according to the first invention or the second invention , a slip is caused across the upstream-side back surface of the groundwater of the unit wall body containing core material on both sides across the gap. It is characterized in that an arch is formed by a clod.

In the retaining wall having water permeability according to the fourth aspect of the present invention, adjacent in-situ soil-stirred soil cement piles are wrapped together to form a continuous soil-cement wall body in the ground where the lower end is groundwater. Built to reach the layers,
The core material having a fitting joint in the soil cement wall body is installed so that the lower end thereof reaches the basement layer in the ground, and the joints between adjacent core materials are fitted to each other so that each core-containing soil is fitted. A soil cement wall body containing a core material with a continuous cement pile body is constructed, and some of the core cement soil piles are provided at a predetermined interval with the lower end portion spaced apart from the base layer. In addition, the groundwater flow path is formed between the core cement-filled soil cement pile and the base layer with a single row of water permeability formed partially at a distance from the core cement-filled soil cement wall. The earth retaining wall is constructed at intervals of multiple rows in the direction perpendicular to the lump sliding direction,
In the portion between the core wall-containing unit walls constituting the retaining wall having water permeability constructed at the interval, the unit wall body by the soil soil stirring soil cement pile body, Constructed to wrap with each retaining wall with water permeability adjacent to this,
The upper portions of the opposing core members in the unit wall bodies with the core members spaced from each other are joined together by a connecting member to form an integral structure .

According to the retaining wall having water permeability of the present invention, it is possible to reliably prevent the slip soil block located on the upstream side from slipping out to the downstream side, and to prevent the water permeability to the downstream side by a gap or a water passage. Therefore, since the upstream groundwater level is not raised, the load on the upstream slip mass due to the rise in the groundwater level will not increase, and the upstream slip soil mass can be made stable. Thus, the stable upstream sliding mass can be reliably supported by the retaining wall having water permeability.
In addition, since soil soil piles are constructed by stirring the in-situ soil, it is unnecessary or less necessary to perform on-site residual soil treatment of the in-situ soil, so that a retaining wall having economical water permeability can be constructed. .
In addition, in the retaining wall having water permeability of the present invention, unlike the conventional deep foundation pile method, it can be a retaining wall having water permeability without loosening the site soil, and the construction period can be shortened. It is also possible to improve safety because it does not loosen the soil.
Furthermore, in the retaining wall having water permeability according to the present invention, the deterring force of the sliding soil mass can be increased as compared with the conventional case, and thus the safety reliability of the retaining wall having water permeability is improved as compared with the conventional case. be able to.

  Further, according to the first invention, the unit wall body including the core material is provided with a space between the unit wall bodies composed of the two or more in-situ soil agitating soil cement pile bodies. The gap for water flow can be formed only by this. Moreover, a sliding soil block can be supported by the upstream side surface of an adjacent unit wall body.

  In addition, according to the second invention, the interval between the unit wall bodies is set to 0.5 to 1.0 times the diameter of the in-situ agitated soil cement pile body, so that the downstream side of the sliding soil mass is secured while ensuring the water passage. Can be reliably prevented.

  Further, according to the third invention, since the sliding soil block is formed in an arch shape across the upstream side rear surface of the unit-wall-containing unit wall on both sides of the gap, the sliding soil block itself is used. In addition, it is possible to prevent the slip soil block located further upstream from flowing out to the downstream side.

  Moreover, according to 4th invention, a water flow path is formed only by separating the bottom end part of the soil cement pile body with a core material which comprises the continuous soil cement wall body with a core material away from a base layer (immobility layer). In addition, it is possible to prevent the groundwater level on the upstream side from rising and to prevent the outflow of the sliding soil block on the upstream side. Moreover, in this invention, since it is a continuous wall body, the sliding soil block of an upstream side can be suppressed reliably.

According to the 1st invention or the 4th invention, since the upper part of the opposing core material in each unit-material containing unit wall body is couple | bonded by the connection member, and it was made into the integral structure, the earth retaining wall which has a large bending rigidity and has water permeability Therefore, it is possible to reliably suppress the slip soil mass on the upstream side. Moreover, since the unit wall body by the soil soil stirring soil cement pile body is interposed between the unit wall body containing a core material, the pressing force which acts by the sliding soil block of an upstream side is made into the unit wall body containing an upstream core material. Can be transmitted through the unit wall body to the unit wall body containing the core on the downstream side to behave integrally. Further, when a tie rod or an H-shaped steel material is used for the connecting member, a tensile force or a compressive force can be transmitted to the unit wall body containing the core material on the downstream side to behave integrally.

    Next, the present invention will be described in detail based on the illustrated embodiment.

FIG. 1 to FIG. 2 show a first reference form of a retaining wall having water permeability according to a reference invention . FIG. 1 is a transverse plan view, and FIG. 2 is a longitudinal side view.

  The construction procedure for constructing the retaining wall 1 having water permeability shown in FIG. 1 and FIG. 2 will be described first. A screw type auger excavator (not shown) is used to ground the ground in the vertical direction from the ground surface of the slope 2. At the same time, cement milk is jetted out, mixed with the soil in the original position, and drilled until it reaches at least the base layer (non-movable layer) 8 to form the in-situ soil stirred soil cement pile 3.

  Next, at least one or more in-situ soil agitating soil cement piles 3 are formed adjacent to each other so as to partially overlap the in-situ agitating soil cement pile 3, thereby connecting a plurality of in-situ agitated soil cement piles 3. A wall-shaped soil cement unit wall 4 composed of the soil cement piles 3 is constructed.

  Usually, 3 or 5 axis augers are used for the construction of the retaining wall. However, when it is used, a plurality of in-situ agitated soil cement piles 3 can be created at the same time. Great effect of shortening.

  A core material 7 having a fitting joint 6 on one side or both sides is inserted into a soil cement unit wall body 4 formed of the in-situ soil stirring soil cement pile 3 so that the core material containing in-situ soil stirring soil cement pile is provided. A core-containing unit wall 5 in which a body 19 is formed, a lower end portion of the core member 7 is inserted into a base layer (non-movable layer) 8, and the core members 7 are connected to each other by a fitting joint 6. The unit wall body 5 with the core material is constructed in a substantially straight line with a gap 9 to constitute the earth retaining wall 1 having water permeability. Since the core members 7 are connected to each other by the fitting joint 6, the connected core members 7 can be integrated. The clearance 9 forms a water passage 24 for discharging groundwater from the upstream side (mountain top side) to the downstream side (base side). In addition, in FIG. 1, the flow F of underground stress is represented by the solid line arrow, and the flow of groundwater is represented by the dotted line arrow.

  The gap 9 between the core wall 5 including the core material adjacent in the lateral direction is 0.3 of the pile diameter of the in-situ soil stirring soil cement pile body 3 (or the in-situ soil stirring soil cement pile body 19 including the core material). It is desirable to set in the range of about 1 to 1.5 times, more preferably about 0.5 to 1.0 times, in order to prevent the slip soil mass from flowing out and to ensure water permeability.

  The form of the core material 7 shown in the figure is that the cross section of the core material using H-shaped steel for the core material body 7a is H-shaped, and a male joint is attached to the front end of the flange 10 on one side or both sides of both flanges 10. 6a or female joint 6b is provided continuously in the longitudinal direction of the member, and in the illustrated embodiment, a core material 7 having a fitting joint 6 comprising a pipe-shaped female joint 6b with a slit and a male joint 6a having a T-shaped cross section is used. Has been. Alternatively, the male joint 6a can be provided intermittently in the longitudinal direction of the member, and can be fitted by inserting the male joint 6a intermittently disposed in the female joint 6b continuous in the longitudinal direction of the member. (Not shown). As the male / female fitting joint 6, a known fitting joint other than that shown in the figure can be used, but it is preferable to use a fitting joint having high connection strength between the core members 7.

  A gap 9 is provided between the above-mentioned core cement-containing soil cement unit walls 5 so as not to block the flow of groundwater on the mountain top side (upstream side) and the bottom side (downstream side).

  From the viewpoint of water permeability, at least 0.3 times the diameter of the pile diameter, more preferably 0.5 times or more, was opened even when considering the construction error of the creation of the in-situ agitated soil cement pile body 3. A gap 9 may be provided.

  Since both sides of the gap 9 have a wall structure of the unit wall body 5 with a core material having a rigidity higher than that of the sliding mud, the sliding mud 11 is inclined by its own (ground) arch action. On the summit side 12, an arch shape that forms the foot portion 13 of the sliding clot 11 on the upstream side rear face of the unit wall body 5 containing the core on both sides of the gap 9 and the top portion 14 of the sliding clot 11 in the center portion of the gap width G It becomes possible to form the flow of underground stress of the sliding soil block 11 in an arch shape.

The point that the sliding soil block 11 is formed in an arch shape will be described by taking the sliding soil block 11b acting on the tunnel structure 16 shown in FIG. 3 having the same mechanism as an example.
In the upper earth covering portion 15 of the tunnel structure, a flow F of underground stress indicated by a solid line arrow A is formed in an arch shape, and the entire weight of the earth covering is not loaded on the tunnel top (upper) 17, and the tunnel structure 16 side It is similar to the phenomenon that flows to the part 18.
Since the tunnel top portion 17 is disposed horizontally with respect to the soil covering weight force, the structural resistance rigidity is weak. On the other hand, the tunnel side portion 18 is perpendicular to the soil covering weight force, so that the resistance rigidity is increased. Due to The tunnel top portion 17 corresponds to the gap 9 portion of the reference invention , and the tunnel side portion 18 corresponds to the core unit-containing unit walls 5 on both sides of the reference invention. The same can be explained.

  The conditions required to form the stress in the soil in an arch shape are affected by the rigidity of the wall structure, the soil physical properties of the sliding soil block 11, the interval between the unit wall bodies 5 with the core material, and the like. Although a complicated procedure for analytically calculating the coupled behavior with the structure is required, the gap of the gap 9 is determined from an engineering point of view, and the core of the wall structure by the unit wall body 5 containing the core material is provided. The standard is about 1 times or less of the pile diameter of the soil cement pile 19 with material. If the pile diameter is more than 1.5 times the pile diameter of the core cemented soil cement pile 19, the size of the gap 9 will increase, and the slip soil mass 11 may flow out of the gap 9. It is more preferable to set it to about 1.0 times or less the 19 pile diameter.

  Further description will be made with reference to FIG. 2. On the surface layer portion 20 on the upper base layer (non-movable layer) 8 from the slope 2 on the mountain side, a slip soil block 11 having a low strength is deposited. Each pile body constituting the retaining wall 1 having water permeability is constructed by penetrating from the surface layer to the base layer 8, and resists the sliding force of the sliding lump 11 by the rigidity of the unit wall body 5 including the core material. .

In the case of a continuous wall without providing the gap 9, as shown by a solid line H in FIG. 2, if water permeability is poor, the summit side (upstream side) groundwater level L will rise, In the structure of the retaining wall 1 having water permeability according to the reference invention , the groundwater level on the mountain top side (upstream side) and the skirt side (downstream side) of the core unit wall 5 is increased. 2, there is almost no difference between before and after the retaining wall 1 having water permeability, as indicated by the alternate long and short dash line H1, so that the sliding force of the slip mass 11 on the summit side (upstream side) accompanying the rise of the groundwater level Does not increase.

(Second reference form)
Next, the water retaining wall having water permeability according to the second reference embodiment of the reference invention will be described with reference to FIG. In addition, since the vertical side surface is the same as that of the state of FIG. 2, it is abbreviate | omitting.

  This form is a form using a steel pipe sheet pile 22 as the core material 7. A male joint 6a or a female joint 6b is provided by welding or the like continuously on one side or both sides of the steel pipe sheet pile main body 23 made of a steel pipe in the longitudinal direction of the member. The earth retaining wall 1 having water permeability is constructed by constructing it almost linearly through the gap 9 for passing water. Since other configurations are the same as those of the above-described embodiment, the same parts are denoted by the same reference numerals and the description thereof is omitted.

( First embodiment )
Next, a first embodiment of the present invention will be described with reference to FIGS.

In the first embodiment, the unit wall 4 composed of a plurality of in-situ soil agitating soil cement piles 3 is directed from the mountain side (upstream side) to the skirt side (downstream side), that is, in a direction perpendicular to the lump sliding direction. In addition, a plurality of rows (three rows in the drawing) are constructed in parallel so that a part of each in situ soil stirring soil cement pile 3 overlaps to constitute a unit wall body 4 in parallel, and the upstream side A core material 7 such as H-shaped steel is installed up to the base layer (non-movable layer) 8 in the position soil agitating soil cement pile body 3 and in the downstream in situ soil agitating soil cement pile body 3 and contains the core material. The unit wall body 5 is configured, and the upper end portion of the upstream core member 7 and the upper end portion of the downstream core member 7 are connected by a connecting member 21 such as a tie rod so Connected and combined core unit wall body 5a is configured. . By providing such a composite unit-wall-containing unit wall body 5a at an interval in the lateral direction, the earth retaining wall 1 having high rigidity and water permeability is configured. Between the unit wall bodies 5 with the core material, the unit wall body 4 of the soil cement wall body without the core material 7 is constructed so as to be wrapped with the unit wall body 5 with the core material.

  As said connection member 21, if it is a connection member which can transmit a tensile force to the unit wall body 5 with a downstream core material, without the unit wall body with a downstream core material separated and separated to the downstream side, It becomes possible to behave integrally. Further, when the connecting member 21 is a member capable of transmitting a tensile force and a compressive force such as an H-shaped steel material, the connecting member wall is connected to the upstream core member-containing unit wall body and the downstream core member containing unit wall body 5. A gate-shaped frame can be constituted by the member 21, and the earth retaining wall 1 having water permeability provided with a more rigid core material can be obtained. The connecting member 21 may be provided as necessary and may be omitted depending on the design.

In the first embodiment, a wall in which a large number of core-containing unit wall bodies 5a obtained by further combining the core-containing unit wall bodies 5 are provided in series at intervals so as to secure a gap serving as a water passage for groundwater. It is the earth retaining wall 1 which has the water permeability of a structure. Two or more such unit-wall-containing unit wall bodies 5 are provided in parallel in a direction perpendicular to the landslide lump sliding direction, and the earth retaining wall 1 having water permeability is provided in parallel. Further, as described above, the space between the upstream and downstream core material-containing unit wall bodies 5 is not a lump, but is improved to an in-situ soil stirring soil cement pile 3 integrated with the core material-containing unit wall body 5. , Increasing the strength of the soil.

  Furthermore, between the core materials 7 in the unit wall bodies 5 with the core material arranged in parallel, although not shown, not only the upper end portion of the core material 7 but also steel materials such as a plurality of reinforcing bars and shaped steels in the longitudinal direction. By connecting them together, it is possible to enhance the integrity of the overall structure of the unit wall body 5a containing the core material and to exert a great resistance. In addition, a mechanical coupler can be attached to the core member 7, and the rebar can be easily connected via the coupler. When connecting with a steel material such as a plurality of reinforcing bars and shaped steels in the longitudinal direction, the core material connected in advance can be embedded in the unit wall body 4.

( Second Embodiment)
FIG. 7 shows the second embodiment of the earth retaining wall 1 having water permeability according to the present invention. In this embodiment, the core-containing unit wall bodies 5 have water permeability in three rows. The retaining wall 1 is shown in FIG.

  More specifically, between the upstream and intermediate unit cored unit wall bodies 5, and between the intermediate part and downstream cored unit wall bodies 5, there is no in-situ soil stirring soil cement pile body. 3, the unit wall bodies 5 containing three cores arranged in parallel and the two unit wall bodies 4 arranged in parallel between them are integrated into a composite unit wall body 5b containing core material, This is a earth retaining wall 1 having water permeability, in which a large number of the combined unit-wall-containing unit wall bodies 5b are linearly provided with a gap 9 to form a wall structure.

  The opposing core members 7 in the parallel core unit-containing unit wall bodies 5 are connected to each other by a connecting member 21 such as an H-shaped steel member at the upper end portion to form an integral structure. As a means for connecting both end portions of the connecting member 21 of the H-shaped steel material and each core member 7, pin connection by one pin at each end portion of the connecting member 21, or both end portions of the connecting member 21 and each core member 7 are connected. It is good also as a bolt joining (in the case of illustration) or welding joining by a some bolt, respectively. Thus, by providing the necessary number of rows of unit wall bodies 5 with core material, the number of columns of the wall structure of the core material containing unit wall body 5 and the unit wall body 4 can be increased or decreased according to the required landslide deterrent. With that, you can respond. Therefore, various plane patterns are possible depending on the number of rows of the core-containing unit wall bodies 5. Since other configurations are the same as those of the above-described embodiment, the same parts are denoted by the same reference numerals and the description thereof is omitted.

( 3rd reference form)
FIGS. 8-10 shows the 3rd reference form of reference invention, Comprising: In this form, the earth retaining wall which has water permeability by making the in-situ soil stirring soil cement pile body 19 containing a core material into the continuous line. It is the form made into 1.

  When a plurality of in-situ soil agitation soil cement piles 19 with a core material are connected in series, one of the four in-situ agitation soil cement piles 19 with a core material is included. The lower end portion of the in-situ agitated soil cement pile 19 is not installed in the strong base layer (non-movable layer) 8, but is located near the lower part of the soft sliding soil block 11 slightly above the base layer 8. The core is a unit wall body 5 with a core material composed of four in-situ soil mixing soil cement piles 19, and the bottom end of the core material in-situ stirring soil cement pile body 19. This is a form in which a water passage 24 including soft soil is formed between the strong base layer 8.

  A support member 25 and the like are connected to the upper end portion of the short in-situ soil-mixed soil cement pile 19 that does not reach the strong base layer 8, and both ends of the support member 25 are grounded. The short core material 7 is prevented from falling before being placed on the surface 26 until the soil cement in the soil cement pile 19 exhibits a predetermined design strength. The support method using the support member 25 is not particularly limited. For example, the support member 25 may be a bar steel or a flat steel, temporarily fixed to the core material 7 by spot welding or the like, and placed on the ground surface 26. . After the soil cement has developed strength, the support member 25 may be removed. The retaining wall 1 having water permeability having a water passage 24 having a box girder structure is made possible while the retaining wall 1 having continuous and integral water permeability is made possible by the unit wall body 5 including the core material.

The third reference form is a continuous earth retaining wall in which the core-containing unit wall 5 is continuous, and the gap 9 as in the above-described embodiment is not provided between the core-containing unit wall bodies 5. A retaining wall 1 having water permeability. In such a structure, since the slip-out lump 11 passing through the unit wall body 5 with the core material does not occur, it is an ideal structure capable of maximizing the landslide deterring force.

  As a drawback of the continuous earth retaining wall (deterrence wall), the flow of groundwater is blocked, so the groundwater level on the mountain side (upstream side) is raised and the necessary deterrence is increased. However, in the above-described embodiment, in order to cope with this, the wall structure of the retaining wall 1 having continuous water permeability is provided with a water passage 24 having a box-opening structure that does not block the flow of groundwater. The groundwater level on the upstream side will not be high.

As a method of unboxing to form the water flow path 24, the in-situ agitating soil cement pile body 3 having a short pile length that does not have a wall structure up to a deep part is provided at a predetermined interval, and the in-situ agitating soil is provided. This can be realized by arranging the core material 7 in the cement pile 3. The core material 7 is arrange | positioned at all the soil cement pile bodies 3. FIG. Since the core material 7 having a short overall length is also arranged in the box-structured pile, and the core materials 7 in all the pile bodies are connected by the male / female fitting joint 6, the connected core material 7 Can be ensured. As the short cored in-situ soil agitating soil cement pile 19 for forming the water passage 24, in FIG. 8 and FIG. The soil retaining wall 1 having water permeability is constructed so as to provide one, but two in-situ soil stirring soil cement piles 19 with a short core material may be continuously provided, A soil retaining wall having water permeability formed by providing one or a plurality of continuous short-span in-situ soil-stirred soil cement piles 19 with appropriate intervals and forming a water passage 24 at the lower end thereof. It may be 1. The interval and number of the in-situ soil-stirred soil cement piles 19 containing one or more continuous short core materials are set by design in consideration of the construction site, etc., but at least one is practically used. It is advisable to form two water passages 24 by providing two short in-situ soil-mixed soil cement piles 19 with a core material at intervals in the wall direction.
Moreover, you may apply the earth retaining wall used as the continuous wall of 3rd reference form to 1st, 2nd embodiment.

( Third embodiment )
FIG. 11 shows a third embodiment of the present invention, and this form is a modification of the first embodiment shown in FIG. 5. The portion different from the form shown in FIG. Since it is the same as that of the said 1st Embodiment except having set it as the steel pipe sheet pile 22, the same code | symbol is attached | subjected to the same element and description is abbreviate | omitted. When such a steel pipe sheet pile 22 is used, since the directionality is small unlike the steel material having an H-shaped cross section, the water permeability is stable regardless of the straight part or the curved part of the retaining wall 1 having water permeability. The retaining wall 1 can be made.

Next, the case where the form of this invention shown in FIG. 11 and the form of the conventional deep foundation pile 32 shown in FIG.13 and FIG.14 are compared is demonstrated with reference to FIG.
In the conventional form shown in the lower left of FIG. 15, as shown in FIG. 13, about 2 m of earth and sand is excavated vertically downward from the ground surface of the mountain slope, and a number of steel made around the excavated vertical hole. The segment 31 is assembled in an annular shape, and the bottom of the vertical hole is further excavated to connect and assemble a large number of segments 31. Such a process is repeated as many times as necessary to reach a predetermined depth. After that, the concrete 33 is filled inside, and the large-diameter pile body 32 is completed. Data such as various dimensions and construction days are shown in the upper left of FIG.

The form shown in the lower right of FIG. 15 is a case of the unit wall body 5 including the core in the retaining wall 1 having water permeability of the form shown in FIG. Indicates.
FIG. 15 is a schematic comparison of a deep foundation pile work as a prior art and a unit wall containing core material in the retaining wall 1 having water permeability according to one embodiment of the present invention. In order to equalize the performance of the wall body), the structural dimensions of the piles of the conventional deep foundation work and the section modulus of the unit wall body with core in the present invention were set to be approximately equal. . (In FIG. 15, the sectional secondary M is the meaning of the sectional secondary moment.)

  The diameter of the pile body of a conventional deep foundation pile is 5 m, and the retaining wall having water permeability of the present invention is a steel pipe sheet pile using a steel pipe φ500 mm as a core material, and three steel pipe sheet piles are arranged at a pitch of 900 mm. The unit wall structure is used, and two rows are arranged in parallel. Between the wall bodies arranged in parallel, a soil cement wall without a core material is formed, and the core materials are connected by a connecting member made of a tie rod.

  As a result of setting the construction yield as shown in the table in FIG. 15 with the general process in mind, the conventional deep foundation pile construction method requires 12 days per deep foundation pile. The wall body (described as a wall body containing a core material in FIG. 15) can be completed in 6.5 days, and an approximately half of the work period shortening effect can be confirmed.

It is a cross-sectional top view which shows the earth retaining wall structure of the 1st reference form of this invention. It is a vertical side view of the earth retaining wall structure shown in FIG. It is explanatory drawing for demonstrating the flow of the arch-shaped underground stress of a tunnel structure. It is a cross-sectional top view which shows the 2nd reference form which used the steel pipe sheet pile for the core material. It is a cross-sectional top view which shows 1st Embodiment which provided two rows of unit wall bodies, and was connected with the tie rod. It is a vertical side view of the form shown in FIG. It is a cross-sectional top view which shows 4th Embodiment which provided the unit wall body in 3 rows, and was connected with the H-section steel material. It is a cross-sectional top view which shows 5th Embodiment which shortened the unit wall provided in the ground and formed the water flow path in the lower part of the unit wall. It is a vertical front view shown in FIG. It is a vertical side view of the form shown in FIG. It is a deformation | transformation form of 1st Embodiment, and is a cross-sectional top view which shows the form which used the steel pipe sheet pile for the core material. It is a cross-sectional top view which shows the arrangement | positioning form of the 1st example of the conventional landslide prevention pile. It is a vertical side view which shows the form of the conventional deep foundation pile. It is a cross-sectional top view of the conventional deep foundation pile shown in FIG. It is comparison explanatory drawing at the time of setting it as the form of this invention, and the case where it is set as the conventional deep foundation pile.

G Clearance width 1 Permeable earth retaining wall 2 Slope 3 Soil-mixed soil cement pile 3 'Core pile with unit 4 Unit wall 5 Unit wall with core 5a Combined unit wall with unit 5b Combined core material containing unit wall body 6 Joint 6a Male joint 6b Female joint 7 Core material 7a Core material body 8 Base layer (non-moving layer)
9 Crevice 10 Flange 11 Sliding block 12 Clod 13 Foot 14 Top 15 Covering part 16 Tunnel structure 17 Tunnel top (upper part)
18 Tunnel side portion 19 In-situ soil-stirred soil cement pile body 20 with core material Surface layer portion 21 Connecting member 22 Steel pipe sheet pile 23 Steel pipe sheet pile body 24 Water passage 25 Support member 26 Ground surface 30 Steel pipe pile 31 Segment 32 Pile body 33 Concrete

Claims (4)

Adjacent in-situ soil agitation soil cement piles are wrapped together to construct a unit wall consisting of two or more in-situ soil agitation soil cement piles in the ground where there is groundwater. Install the core material with the fitting joint in the soil cement pile body, install the core material joints together and install the core material unit wall body with the core material in-situ agitated soil cement pile body Build
Two or more unit wall bodies containing the core material are arranged in series with a gap therebetween to construct a substantially linear retaining wall,
A row of earth retaining walls having a water permeability in which the underground groundwater passages are formed in the gaps between the arranged unit-wall-containing unit wall bodies, with a plurality of rows spaced in a direction perpendicular to the lump sliding direction. Build and
In the portion between the core wall-containing unit walls constituting the retaining wall having water permeability constructed at the interval, the unit wall body by the soil soil stirring soil cement pile body, Constructed to wrap with each retaining wall with water permeability adjacent to this,
An earth retaining wall having water permeability, characterized in that upper portions of opposing core members in each unit wall member including the core members that are spaced apart are joined together by a connecting member to form an integral structure.   The clearance gap between the said unit wall body containing core material arranged 0.5-1.0 times the diameter of the in-situ soil stirring soil cement pile body containing core material, It is characterized by the above-mentioned. Earth retaining wall with water permeability.   The water permeability according to claim 1 or 2, wherein an arch formed by a sliding soil mass is formed between the upstream side rear surfaces of the groundwater of the unit wall containing core material on both sides across the gap. With earth retaining wall. By wrapping adjacent in situ soil-stirred soil cement piles together, construct a continuous soil cement wall body so that its lower end reaches the underground basement layer where groundwater exists,
The core material having a fitting joint in the soil cement wall body is installed so that the lower end thereof reaches the basement layer in the ground, and the joints between adjacent core materials are fitted to each other so that each core-containing soil is fitted. A soil cement wall body containing a core material with a continuous cement pile body is constructed, and some of the core cement soil piles are provided at a predetermined interval with the lower end portion spaced apart from the base layer. In addition, the groundwater flow path is formed between the core cement-filled soil cement pile and the base layer with a single row of water permeability formed partially at a distance from the core cement-filled soil cement wall. The earth retaining wall is constructed at intervals of multiple rows in the direction perpendicular to the lump sliding direction,
In the portion between the core wall-containing unit walls constituting the retaining wall having water permeability constructed at the interval, the unit wall body by the soil soil stirring soil cement pile body, Constructed to wrap with each retaining wall with water permeability adjacent to this,
An earth retaining wall having water permeability, characterized in that upper portions of opposing core members in each unit wall member including the core members that are spaced apart are joined together by a connecting member to form an integral structure.

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