JP2000240075A - Penetration type retaining wall - Google Patents

Abstract

PROBLEM TO BE SOLVED: To extend the application range of ground conditions by taking a lower part of a vertical wall formed by connecting plural precast blocks to each other as a penetration part to be buried in the ground. SOLUTION: A lower part of a vertical wall 7 formed by connecting plural precast blocks 3 in the vertical direction or cast-in placing reinforced concrete is taken as a penetration part to be buried in the ground 8. The precast blocks 3 piled in plural stages having one or two counterforts on the back of a front wall 1 constitutes a vertical wall unit 5 by vertical PC steel materials 4, and the lower part of a vertical wall 7 formed by connected vertical wall units 5 arranged laterally to each other by PC steel materials 6 is buried as a penetration part. A cross beam member is connected between the lowermost precast block 3A of the vertical wall unit 5 and the cylindrical foundation member. Thus, the application range of ground conditions is extended so as to cope with an inferior ground. There is no possibility of roofing caused by generation of cavity, so that the amount of concrete used and the excavation amount can be reduced to the half, and the wall thickness can be decreased.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a precast or cast-in-place retaining wall constructed on a river revetment, a road, a residential slope, or the like.

[0002]

2. Description of the Related Art A retaining wall which has been widely used in the past is an anti-earth pressure structure composed of an upright wall and a bottom slab, and a typical example thereof is an inverted T-type retaining wall 40 shown in FIG. The features of this structure are as follows. The upright wall 41 and the bottom slab 4 as shown in FIGS.
It is a retaining wall composed of 2 and has an RC structure and a break concrete structure. The back earth pressure is stabilized by the weight of the concrete and the backing soil 44 and the ground reaction force of the bottom slab as shown in FIG.・ There are direct foundation and pile foundation in the foundation form.
If the conditions are good, the foundation may be used directly, but if the ground conditions are poor, a pile foundation or ground improvement is required.

The advantages of this retaining wall are as follows.・ Structural types include gravity type, L type, inverted T type, Fukabe type, U type
There are many types such as dies, and selection according to the purpose of use is possible. -It has been widely used and its structure is relatively simple.・ The design method is considered to be almost established.・ Standard design is in place. On the other hand, the disadvantages of this retaining wall are as follows. -Since the bottom plate 42 is provided, there is a concern about roofing due to the occurrence of cavitation.・ Stable structure The width of the upper base plate is wide and the cut depth of the main bank 45 is large, so the necessary land width on the back of the retaining wall increases. In addition, a large amount of earth and sand is excavated, and a large amount of concrete is used. -When the ground conditions are poor, the pile foundation is used, and the number of piles is generally large. -In the case of cast-in-place, the construction period is generally long.

[0004] Incidentally, the actual design values for the amount of concrete used and the amount of excavation are listed below. When the height from the top of the retaining wall to the riverbed is 2.5 m, as shown in FIG. 9 m ³ / m and the excavation amount is 2
0.2 m ³ / m. As shown in FIG. 19, when the height from the top of the retaining wall to the riverbed is 6.2 m, the amount of concrete used is 8.2 m ³ / m, and the amount of excavation is 61.9 m ^3.
/ M.

[0005] As described above, in the conventional inverted T-type retaining wall, the ground supporting force under the bottom slab and the stability performance against sliding have a great influence on the design. For this reason, when the ground conditions are not good, foundation works such as a pile foundation and ground improvement are required. on the other hand,
One that is expected to have the same function as a retaining wall is a self-supporting retaining wall such as a sheet pile (steel sheet pile or concrete sheet pile). However, in the case of a self-supporting retaining wall, the passive reaction force at the root is critical in design. It is often a condition.

[0006]

DISCLOSURE OF THE INVENTION The present inventors have arrived at the present invention through various investigations and experimental analyzes in order to solve the above-mentioned difficulties of the conventional inverted T-type retaining wall. That is, an object of the present invention is to cover a wide range of ground conditions and to cope with poor ground, to use concrete only about half that of a conventional inverted T-type retaining wall, The depth of excavation can be reduced, the required land width behind the retaining wall can be reduced, the amount of excavation is about half that of the conventional inverted T-type retaining wall, and there is no need to separately apply impervious sheet pile work, making it hollow An object of the present invention is to provide a nesting type retaining wall which does not have a fear of roofing due to the occurrence of the roof. Another object of the present invention is to provide each of the above-mentioned advantages, and to apply even when the construction space is small without loosening the surrounding ground, to perform low-vibration and low-noise construction, It is an object of the present invention to provide an embedded precast retaining wall using a press-fitting method using a ground anchor with less influence.

[0007]

Means for Solving the Problems Hereinafter, a description will be given using reference numerals in the accompanying drawings. In the rooting retaining wall according to the first aspect of the present invention, a plurality of precast blocks are interconnected vertically and horizontally. Alternatively, the standing wall 7 is formed by cast-in-place of reinforced concrete, and the lower part of the standing wall 7 is buried in the ground 8 as a root portion. In the embedding type retaining wall according to the second aspect of the present invention, the precast block 3 having one or two dependent walls 2 on the back of the front wall 1 is used. The standing wall unit 5 is formed by connecting the steel members 4 to each other, and the plurality of standing wall units 5 arranged on the left and right are connected to each other by the left and right PC steel members 6 or the cross beams 11 to form the standing wall 7. 7
Is buried in the ground 8 with the lower part of the base as a rooting part.

According to the third aspect of the present invention, in addition to the above-described construction of the second aspect, the pile 9 is connected to the lowermost precast block 3A of the standing wall unit 5. According to the fourth aspect of the present invention, in addition to the above-described structure of the second aspect of the present invention, in addition to the above-described configuration of the second aspect, the vertical foundation unit 10 is used, and
Of the tubular base member 1 to the lowermost precast block 3A
Connect 0. According to the fifth aspect of the present invention, in addition to the above-described configuration of the fourth aspect, in addition to the above-described configuration of the fourth aspect, the cross beam member 11 is used, and the lowermost precast block 3A of the standing wall unit 5 is provided.
A horizontal girder member 11 extending over two or three or more vertical wall unit bodies 5 adjacent to the left and right is connected between the and the cylindrical base member 10.

According to the sixth aspect of the present invention, the standing wall is formed by interconnecting a plurality of precast blocks vertically and horizontally. The lower part of the upright wall 7 is buried in the ground 8 as a rooting part. At this time, the lowermost precast block 3A serving as the rooting part is buried to a required depth by a press-fitting method using a ground anchor. The precast block 3 on the upper side is installed, and the standing wall 7 is assembled.

FIG. 26 shows an example of a method of embedding or submerging in the ground by a press-fitting method using a ground anchor with the lower part of the standing wall 7 as a root portion. In this example, an anchor hole of a required depth is vertically drilled in the foundation ground 8 on which the retaining wall is to be built up to the anchoring ground 8a while using a casing. Next, the anchor cable 50 made of a pre-assembled PC rope is inserted into the casing. Then, the inner grout material is injected into the casing via the inner grout hose.
Next, the outer grout material is injected into the casing via the outer grout hose. Then, the casing is pulled out of the ground while the grout material is injected under pressure.
Finally, when the grout material is hardened, the anchor cable 50 is tensioned, fixed by a fixing metal fitting of the anchor cable 50, filled with rust preventive oil, and a protective cap is attached.

[0011] Precast block 3A to be embedded
A base member 10 such as a cylinder or a tube is installed at a predetermined location on the foundation ground 8, a vertical auxiliary girder member 51 is placed on the upper surface of the base member 10 or the like, and a plurality of press-in devices 52 are mounted on the auxiliary girder member 51. Is installed. The press-fitting device 52 includes an apparatus main body fixed to the auxiliary girder member 51, an upper chucking means 53 driven vertically with respect to the apparatus main body by, for example, a hydraulic jack means, and an immovable lower part relative to the apparatus main body. Side chuck means 5
4 With the anchor cable 50 gripped by the upper chucking means 53, the upper chucking means 53
Is raised, the base member 10 is pressed into the ground 8 by an amount corresponding to the rise of the chuck means. At the end of the first press-fitting operation, after the anchor cable 50 is grasped by the lower chuck means 54, the upper chuck means 53 is released and lowered. After the anchor cable 50 is grasped again by the upper chucking means 53 at the lowermost position, the lower chucking means 54 is released and the upper chucking means is raised to the highest position. Hereinafter, by repeating this operation, the base member 10 is pressed into the ground 8 to a required depth as a rooting portion. The precast block 3A and the base member 10 serving as the rooting portion may be divided into a plurality of stages. The anchor cable 50 protruding from the upper surface of the dependent wall 2 or the like according to the progress of the press-fitting is appropriately cut, and is fixed to the dependent wall 2 or the like by an appropriate fixing bracket. This anchor cable 5
0 can be connected to the PC steel material 4 or the PC steel material 21 or the upper part of the anchor cable 50 can be used as the PC steel material 21 or the like.

In the embedding-type retaining wall according to the invention of claim 7, a trench is dug down from the ground surface to a required depth, and a base member 10 having a tubular shape or a cross-girder is installed on the bottom surface of the groove. It is buried in the ground 8 by the press-fitting method using the ground anchor as described above. On this base member 10, a plurality of precast blocks 3 are interconnected up and down and left and right including the base member 10 to form the standing wall 7. The groove is backfilled so that the lower part of the standing wall 7 in the groove is used as a root portion. Thereby, the burial of the standing wall 7 is constituted by both the buried lower part and the base member 10. The base member 10 is installed on the ground surface without digging the ground 8, and the base member 10 is buried in the ground 8 from the ground surface by the press-fitting method using the above-described ground anchor, and the standing wall 7 is formed on the base member 10.
Can be sequentially connected. In this case, the base member 10 constitutes a root portion of the standing wall 7. In the nesting type retaining wall according to the invention of claim 8, in addition to the configuration of claim 7, a cross beam member 1 is provided between the lowermost precast block 3A and the base member 10.
1 is installed, and the cross beam member 1 is connected to the base member 10 and the precast block 3.

When the embedding type retaining wall of the first aspect is applied to, for example, a bank of a river, the water surface side portion of the main bank 12 is cut to a required depth. With a trencher or a backhoe having a narrow claw, a trench is dug to a required depth for embedding the standing wall 7. In the case where the standing wall 7 is cast in place, when the height of the retaining wall is high, the formwork of the burial portion, the rebar assembling and the concrete pouring are performed in advance as necessary, and the formwork of the ground portion is performed. Rebar assembly and concrete pouring are then performed. When the height of the retaining wall is relatively low, the embedding portion and the above-ground portion are simultaneously constructed. Gravel and sand are spread on the bottom of the groove as required, and the foundation concrete layer is cast horizontally. When the standing wall 7 is formed of a precast block, a required number of precast blocks are stacked on the foundation concrete layer and are interconnected by utilizing a known joining method such as PC steel, bolt joining, or fitting joining. In either the cast-in-place construction or the pile-up construction, the lower part of the standing wall 7 is buried in the ground 8 as a rooting portion, and the surrounding earth and sand is compacted.

When the embedding type retaining wall according to the second aspect is applied to, for example, a bank of a river, the water surface side portion of the main bank 12 is cut to a required depth. Using a trencher or a backhoe having a narrow claw, a groove is dug to a required depth for embedding the standing wall 5, and a precast block 3A, which is the lowermost step of the standing wall unit 5, is installed at the bottom of the groove.
Gravel and sand are spread on the bottom of the groove as needed, and the foundation concrete layer is cast horizontally.

When a PC steel material is selected as the block connecting means, the lower end of the PC steel material 4 is fixedly embedded in the lowermost precast block 3A at the time of forming the block, or the lower end portion of the PC steel material 4 is screwed into the lower precast block 3A. Terminal fittings 13 are embedded and fixed. While inserting the PC steel material 4 previously fixed to the lowermost precast block 3A or the PC steel material 4 screwed and fixed to the terminal fitting 13 at the construction site into the vertical hole 14 of the upper precast block 3, a plurality of stages are formed. The precast blocks 3 are sequentially stacked.

After stacking all of the precast blocks 3, a terminal fitting 15 is loaded on the upper end of the PC steel material 4.
After tensioning the PC steel material 4 by a known method, the PC metal is attached to the uppermost precast block 3B by the terminal fitting 15.
The steel material 4 is fixed. Depending on the height of the standing wall unit 5, the PC steel material 4 is tensioned and fixed at the stage where the precast blocks 3 are stacked to a certain number of stages, and further the PC steel material 4 is interposed and the upper precast blocks 3 are stacked. Can also. Vertical hole 1 of precast block 3
The gap between the steel 4 and the PC steel 4 is filled with a grout material by a known method, and the PC steel 4 is joined and integrated with the precast block 3 in a tensioned state. These steps are the same for each of the embedding retaining walls according to claim 2 and subsequent claims.

As described above, the precast blocks 3, 3
A plurality of standing wall units 5 are assembled by stacking the A and 3B and the tension of the PC steel members 4 and arranged in the left-right direction. Then, the PC steel members 6 are inserted into the horizontal holes 16 provided in the precast block 3C at a specific stage of the standing wall unit 5. Through. For example, the left end of the PC steel 6 is fixed to the precast block 3C of the left wall standing wall unit 5 with a terminal fitting, the terminal fitting is loaded on the right end of the PC steel 6, and the PC steel 6 is tensioned. The steel material 6 is fixed to the precast block 3C of the standing wall unit 5 at the right end. The PC steel material 6 can be used while being appropriately spliced. It is preferable that the precast block 3C of the specific step be a step coming near the riverbed surface or the ground surface for the convenience of the work of binding the PC steel material 6. PC and horizontal hole 16 of precast block 3C
The gap between the steel materials 6 is filled with a grout material, and the PC steel material 6 is joined and integrated with the precast block 3C in a tensioned state. The portion forming the lateral hole 16 can be provided so as to protrude toward the front side of the front wall 1.
Is buried in the riverbed surface 18 after the grout treatment of the PC steel material 6. These steps are the same for the nested retaining wall according to claim 3 or later.

After the required number of standing wall units 5 are connected in the left-right direction to form the standing wall 7, the space on the back side of the standing wall 7, including the embedding portion, is filled with backfill 19, and compaction is performed. Done. Depending on the height of the standing wall 7, in order to secure stability,
At the stage where the precast blocks 3C of the specific stage are piled up and tightened with the PC steel material 6, backfilling and compaction of the earth and sand in the burial portion can be performed in advance. Alternatively, the filling and compaction of the backing soil can be performed every time one or more precast blocks are stacked, including the burial portion to the above-ground portion.

According to the third aspect of the present invention, the standing wall 7 is supported by the pile 9 cast on the lower ground 8. Precast concrete RC structure pile 9
Is performed using the lowermost precast block 3A of the standing wall unit 5 as a template. Specifically, the dependent wall 2 of the precast block 3A is formed to be thick, and through holes 20 are formed in front and rear ends of the dependent wall 2 into which the piles 9 are fitted. After placing the lowermost precast block 3A horizontally at the bottom of the groove dug as described above, the lower end of the pile 9 is inserted into the through hole 20 of the precast block 3A,
The pile 9 is driven into the ground 8 using the through hole 20 as a guide. After the driving is completed, the upper end of the pile 9 is joined and integrated with the precast block 3A by injecting a grout material.

In the case of the nesting type retaining wall using the pile 9 together, the number of steps of the precast block 3 at the nesting portion can be reduced as compared with the case where the pile is not used. Subsequent work after the lowermost precast block 3A is installed proceeds in the same manner as in the case of the retaining wall.

According to the fourth aspect of the present invention, the standing wall 5 is made of a precast concrete R fixed on the lower ground 8.
It is supported by the cylindrical base member 10 having the C structure. For example, the cylindrical base member 10 formed of a cylindrical body or a rectangular cylindrical body is installed so that the central axis is perpendicular to the groove bottom formed as described above, and the vertical wall unit body 5 is provided on the horizontal end face of the open end.
The lowermost precast block 3A is installed. At the time of forming the cylindrical base member 10, PC is used.
The lower end itself of the steel material 21 is embedded or fixed, or a terminal fitting for screwing the lower end of the PC steel material 21 is embedded and fixed.

The PC steel 21 previously fixed to the tubular base member 10 or the tubular base member 1 at the construction site
The PC steel 21 screwed and fixed to the terminal fitting of No. 0 is inserted into the vertical hole of the lowermost precast block 3A of the standing wall unit 5, and the terminal fitting is loaded on the upper end of the PC steel 21;
After tensioning the C steel material 21, the PC steel material 21 is fixed to the lowermost precast block 3A. Tubular base member 1
Depending on the length of the PC steel 21 from 0, not only the lower precast block 3A but also the upper 1
One or a plurality of precast blocks 3 can be connected to the tubular base member 10 together with the lowermost precast block 3A.

In the rooting type retaining wall using the tubular base member 10 together, the number of steps of the precast block 3 at the root portion can be reduced as compared with the case where the tubular base member 10 is not used. After connecting the lowermost precast block 3A to the tubular base member 10, the subsequent work proceeds in the same manner as in the case of the retaining wall of claim 1.

According to a fifth aspect of the present invention, there is provided a pre-cast concrete RC wall in which the standing wall 7 is fixed to the lower ground 8.
The point supported by the tubular base member 10 having the structure is the same as that of the embedding-type retaining wall according to claim 3, but is set forth in claim 4.
In the retaining wall, a horizontal girder member 11 arranged in the left-right direction is inserted between the lowermost precast block 3A of the standing wall unit 5 and the tubular base member 10. The tubular base member 10 is installed in the groove bottom formed as described above, and a horizontal girder member 11 of RC structure made of precast concrete is installed on the horizontal end face of the open end. The tubular base member 10 includes
At the time of forming the cylindrical base member 10, the lower end portion of the PC steel material 22 itself is embedded and fixed, or a terminal fitting for screwing the lower end portion of the PC steel material 22 is embedded and fixed.

The PC steel member 22 previously fixed to the tubular base member 10 or the tubular base member 1 at the construction site
The PC steel material 22 screwed and fixed to the terminal fitting No. 0 is inserted into the vertical hole of the horizontal girder member 11, the terminal fitting is loaded on the upper end of the PC steel material 22, the PC steel material 22 is tensioned, and then the PC steel material 22 is horizontally moved. It is fixed to the beam member 11. Depending on the length of the PC steel material 22 from the cylindrical base member 10, the cross beam member 11
Not only that, the lowermost precast block 3A of the standing wall unit 5 or one or more precast blocks 3 on the upper side together with the lowermost precast block 3A are attached to the tubular base member 10 together with the cross beams 11. It can also be connected.

In a rooting type retaining wall in which the tubular base member 10 and the cross beam member 11 are used in combination, the number of steps of the precast block 3 at the root portion is compared with the case where the tubular foundation member 10 and the cross beam member 11 are not used. Can be reduced. After connecting the lowermost precast block 3A to the cross beam member 11, the subsequent work proceeds in the same manner as in the case of the retaining wall.

In the rooting retaining wall according to the sixth and seventh aspects of the present invention, the upright wall 7 is a tubular foundation of RC structure made of precast concrete embedded in the lower anchoring ground 8 by a press-fitting method using a ground anchor. Supported by member 10. For example, the cylindrical base member 10 formed of a cylindrical body or a rectangular cylindrical body is buried by press-fitting so that the central axis is vertical from the groove bottom formed as described above, and the vertical wall unit is formed on the horizontal end face of the opening end. The lowermost precast block 3A of the body 7 is installed. Whether the lower end itself of the PC steel material 20 is buried in the cylindrical base member 10 during molding,
A terminal fitting for screwing is embedded and fixed to the lower end of the PC steel material 20.

The PC steel material 20 previously fixed to the tubular base member 10 or the tubular base member 1 at the construction site
The PC steel material 20 screwed and fixed to the terminal fitting No. 0 is inserted into the vertical hole 1 of the lowermost precast block 3A of the standing wall unit 5.
4, the terminal fitting is loaded on the upper end of the PC steel material 20, the PC steel material 20 is tensioned, and then the PC steel material 20 is fixed to the lowermost precast block 3A. Depending on the length of the PC steel material 20 from the cylindrical base member 10, not only the lowermost precast block 3A but also one or more precast blocks 3 on the upper side together with the lowermost precast block 3A. Tubular base member 1
It can also be connected to zero.

In a precast retaining wall using a press-fitting method using a ground anchor together with the cylindrical foundation member 10, the number of steps of the precast block 3 in the penetration portion is as follows.
The number can be reduced as compared with the case where the tubular base member 10 is not used. After connecting the lowermost precast block 3A to the tubular base member 10, the subsequent work proceeds in the same manner as in the case of the nested retaining wall according to the first aspect of the present invention.

In the embedding-type retaining wall according to the eighth aspect of the present invention, the upright wall 7 is supported by the tubular foundation member 10 of RC structure made of precast concrete fixed to the lower ground 8. 7 is the same as the nested retaining wall of the invention of FIG. 7, but in the invention of claim 8, between the lowermost precast block 3A of the standing wall unit 5 and the cylindrical foundation member 19, the laterally arranged horizontal member is provided. The beam member 11 is inserted. The tubular base member 10 is press-fitted from the inside of the grooved bottom, and a horizontal girder member 11 of RC structure made of precast concrete is installed on the horizontal end face of the open end. The lower end portion of the PC steel material 21 is embedded and fixed to the tubular base member 10 during molding, or a terminal fitting for screwing the lower end portion of the PC steel material 21 is embedded and fixed.

The PC steel 21 previously fixed to the tubular base member 10 or the tubular base member 1 at the construction site
The PC steel 21 screwed and fixed to the terminal fitting of No. 0 is inserted into the vertical hole of the horizontal girder member 11, the terminal fitting is loaded on the upper end of the PC steel 21, and the PC steel 21 is placed in a horizontal position after the PC steel 21 is tensioned. It is fixed to the beam member 11. Depending on the length of the PC steel material 21 from the tubular base member 10, the cross beam member 11
Not only that, the lowermost precast block 3A of the standing wall unit 5 or one or more precast blocks 3 on the upper side together with the lowermost precast block 3A are attached to the tubular base member 10 together with the cross beams 11. It can also be connected.

In a press-fitting root-insertion type precast retaining wall using a ground anchor in which both the tubular base member 10 and the horizontal girder member 11 are used, the number of steps of the precast block 3 in the root insertion portion is as follows.
The number can be reduced as compared with the case where the tubular base member 10 and the cross beam member 11 are not used. After connecting the lowermost precast block 3A to the cross beam member 11,
The traveling is carried out in the same manner as in the case of the nested retaining wall according to the first aspect of the present invention.

[0033] In the stabilizing mechanism of the nesting type retaining wall according to claim 1,
The horizontal earth pressure from the back is resisted by the front resistance of the root portion of the standing wall 7 and the peripheral wall friction acting on the side of the standing wall. In the stabilizing mechanism of the nested retaining wall according to claim 2,
As shown in FIG. 18, for horizontal earth pressure from the back,
It resists by the front surface resistance of the standing portion of the standing wall 7 and the wall peripheral surface frictional force acting on the side of the standing wall (the back of the front wall 1 and each side of the dependent wall 2). In the stabilizing mechanism of the retaining wall according to the third aspect, as shown in FIG. 19, the front surface resisting force of the rooting portion of the standing wall 7 and the wall acting on the side surface of the standing wall against the horizontal earth pressure from the back. It resists by the peripheral frictional force and the peripheral frictional force of the pile 9.

According to a fourth aspect of the present invention, there is provided a stabilizing mechanism for a nesting type retaining wall.
As shown in FIG. 20, for horizontal earth pressure from the back,
The resistance is caused by the front surface resistance at the root portion of the standing wall 7, the peripheral wall frictional force acting on the side surface of the standing wall, and the peripheral surface frictional force of the tubular base member 10. In the stabilizing mechanism of the nesting type retaining wall of claim 5, as shown in FIG.
It resists by the front surface resistance of the root portion of the standing wall 7, the peripheral surface frictional force acting on the side surface of the standing wall, the peripheral surface frictional force of the tubular base member 10, and the peripheral surface frictional force of the cross beam member 11.

According to the stabilizing mechanism of the penetration type precast retaining wall using the press-fitting method by the ground anchor according to the sixth aspect of the present invention, as shown in FIG. The horizontal earth pressure from the back is resisted by the front resistance of the root portion of the standing wall 7 and the peripheral wall friction acting on the side of the standing wall. In the stabilizing mechanism of the penetration type precast retaining wall using the press-fitting method by the ground anchor according to the seventh aspect of the invention, as shown in FIG. The resistance against the horizontal earth pressure is caused by the front surface resistance of the root portion of the standing wall 7, the peripheral wall frictional force acting on the side wall of the standing wall, and the peripheral surface frictional force of the tubular base material 10. In the stabilizing mechanism for a precast retaining wall with a nesting method using a press-fitting method using a ground anchor according to the invention of claim 8, as shown in FIG.
As in the case of the embedding type retaining wall, against the horizontal earth pressure from the back, the front resistance of the embedding portion of the erecting wall 7, the frictional force on the wall peripheral surface acting on the side surface of the erecting wall, the cylindrical base material 10 and Cross beam member 1
1 by the frictional force of the peripheral surface.

[0036]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS In the embedding type precast retaining wall of the embodiment shown in FIG.
A, 3B and 3C are provided with a single dependent wall 2 at the center of the rear surface of the front wall 1 as shown in FIG. It is equivalent to 1.5 steps. The depth dimension of the wall 2 is set so as to become shorter as going upward. In this example where the height from the top of the retaining wall to the riverbed is 2.5 m, the amount of concrete used is 1.5 m ³ / m, and the amount of excavation is 9.0 m ³ / m.

In the retaining wall of another embodiment shown in FIG. 2, the precast blocks 3, 3A, 3B and 3C have a single wall 2 provided at the center of the back of the front wall 1 as shown in FIG. , And are stacked in nine levels based on the dimensional relationship shown in the figure. Except for the three-step insertion portion, the depth of the wall 2 is formed to be shorter toward the upper level. In this example in which the height from the top of the retaining wall to the riverbed is 6.2 m, the amount of concrete used is 4.8 m ³ / m, and the amount of excavation is 38.0 m ³ / m.
m.

In the retaining wall according to the embodiment shown in FIG. 4, the precast blocks 3, 3A, 3B, 3C are formed by parallelly connecting two dependent walls 2 on the left and right sides of the rear surface of the front wall 1 as shown in FIGS. Is provided in a stack of five in accordance with the dimensions shown in the figure.
The embedding portion is equivalent to 1.5 steps. The depth dimension of the wall 2 is set equal to that of the upper and lower tiers. In this example in which the height from the top of the retaining wall to the riverbed is 2.5 m, the amount of concrete used is 1.8 m ³ / m, and the amount of excavation is 12.
1 m ³ / m. Two through holes 20 into which the stakes 9 are inserted are provided at the base of the front wall 1 and the dependent wall 2, and one at the rear end of the dependent wall 2. The two piles 9 on the rear side are inclined forward.

In the retaining wall according to another embodiment shown in FIG. 5, the precast blocks 3, 3A and 3B have two dependent walls 2 parallel to the left and right sides of the front wall 1 as shown in FIGS. Are stacked in eight stages based on the dimensional relationship shown in the figure, and the depth of the root is two. The depth dimension of the wall 2 is the same for each step. In this example, in which the height from the top of the retaining wall to the riverbed is 6.2 m, the amount of concrete used is 3.
7 m ³ / m, and the excavation amount is 30.7 m ³ / m.
Two through holes 20 into which the stakes 9 are inserted are provided at the base of the front wall 1 and the dependent wall 2, and one at the rear end of the dependent wall 2. The two piles 9 on the rear side are inclined forward.

In the retaining wall according to another embodiment shown in FIG. 8, the precast blocks 3, 3A and 3B have two dependent walls 2 parallel to the left and right sides of the front wall 1 as shown in FIGS. Are stacked in eight stages based on the dimensional relationship shown in the figure, and the depth of the root is two. The depth dimension of the wall 2 is the same for each step. The tubular base member 10 is formed of a square tubular body.

In the retaining wall of another embodiment shown in FIG. 9, the precast blocks 3, 3A, 3B have two dependent walls 2 parallel to the left and right sides of the front wall 1 as shown in FIGS. Are stacked in eight stages based on the dimensional relationship shown in the figure, and the depth of the root is two. The depth dimension of the wall 2 is the same for each step. The tubular base member 10 is formed of a cylindrical body. The horizontal girder member 11 is formed in the shape of a square bar, and two front and rear members are used. The horizontal girder member 11 is connected to the precast block 3 and the cylindrical base member 10 by PC steel or bolt joint.

In the retaining wall of another embodiment shown in FIG. 10, the precast block 3 has two dependent walls 2 provided in parallel on the left and right sides of the front wall 1 as shown in FIG. The tubular base member 10 is formed of a square tubular body,
The precast blocks 3 are supported. Only one cross beam member 11 is used on the rear side. Cross beam member 11
Are two on one side of two adjacent precast blocks 3,
It is connected to a total of three dependent walls 2 on the other side by PC steel and bolts. By sequentially repeating this connection, the plurality of right and left standing wall units 5 are joined and integrated.

In the retaining wall of another embodiment shown in FIG. 11, the precast block 3 has two dependent walls 2 provided in parallel on the left and right sides of the back of the front wall 1 as shown in FIG. A cross beam member 11 is connected to the two dependent walls 2 and 2 by PC steel or bolt connection.

In the retaining wall of another embodiment shown in FIG. 12, the precast block 3 has two dependent walls 2 provided in parallel on the left and right sides of the front wall 1 as shown in FIG. Only one cross beam member 11 is used on the front side, and supports the front wall 1.

In the retaining wall of another embodiment shown in FIG. 13, the precast block 3 has two dependent walls 2 provided in parallel on the left and right sides of the back of the front wall 1 as shown in FIG. The tubular base member 10 is formed of a cylindrical body. Cross beam member 1
2 are used before and after, and are connected to the precast block 3 and the cylindrical base member 10 by PC steel or bolted joint.

In the retaining wall according to another embodiment shown in FIG. 14, the precast block 3 has two front walls 1 provided on the left and right sides of the rear surface of the front wall 1 in parallel. The tubular base member 10 is formed of a cylindrical body. Two cross beam members 11 are used before and after, and are connected to the precast block 3 and the cylindrical base member 10 by PC steel or bolted joints. The two tubular base members 10 adjacent to the left and right are abutted with each other above the dependent wall 2 and are dimensioned so that the two dependent walls 2 come below the circular internal space.

In the retaining wall of another embodiment shown in FIG. 15, the precast block 3 has two parallel walls 2 provided on the left and right sides of the back of the front wall 1. The tubular base member 10 is formed of a cylindrical body. Two cross beam members 11 are used before and after, and are connected to the precast block 3 and the cylindrical base member 10 by PC steel or bolted joints. The two tubular base members 10 adjacent to each other on the left and right abut each other when they are separated from the dependent wall 2, and are dimensioned such that approximately four dependent walls 2 come below the circular internal space.

In the retaining wall according to another embodiment shown in FIG. 16, the precast block 3 has two parallel walls 2 provided on the left and right sides of the back of the front wall 1. The tubular base member 10 is formed of a cylindrical body. Two cross beam members 11 are used before and after, and are connected to the precast block 3 and the cylindrical base member 10 by PC steel or bolted joints. The two tubular base members 10 adjacent to the left and right are not in contact with each other,
The dimensions are set so that approximately four dependent walls 2 come below the circular internal space.

In the retaining wall of another embodiment shown in FIG. 17, the precast block 3 has two parallel walls 2 provided on the left and right sides of the back of the front wall 1. Only one cross beam member 11 is used on the front side, and supports the front wall 1.

The embedding retaining wall of another embodiment shown in FIGS. 22 and 23 extends the bottom plate portion of the cast-inside inverted T-shaped retaining wall or the cast-in-place L-shaped retaining wall downward to a necessary and sufficient depth. Thus, the standing wall 7 is formed, and the bottom slab portion extended downward is used as a root portion. The embedding retaining wall of still another embodiment shown in FIGS. 24 and 25 uses a box-shaped block as a precast block, and a plurality of box-shaped blocks having different depth dimensions are formed by a known method such as PC steel or bolt connection. To form the standing wall 7 by the connecting means of
The lower part formed by the deepest box-shaped block is used as a rooting part.

[0051]

As described above, in the embedding retaining wall according to the first aspect of the present invention, the standing wall 7 is formed by interconnecting a plurality of precast blocks vertically and horizontally or by casting reinforced concrete in place. Since the lower part of the base 7 is buried in the ground 8 as a rooting part, there are the following advantages. It has high stability because it resists the horizontal earth pressure by the front resistance of the standing wall rooting portion and the peripheral frictional force acting on the side of the standing wall. Because of such a stabilizing mechanism, the applicable range of ground conditions is wide, and it is possible to cope with poor ground. Since there is no bottom plate, there is no need to worry about roofing due to cavitation. The amount of concrete used is about half that of a conventional inverted T-type retaining wall. The standing wall embedding section does not require a water-impermeable sheet pile in order to provide a function as a water-impermeable work. Since there is no bottom slab, it is not necessary to dig a small amount of excavation, it is possible to reduce the depth of the embankment and reduce the required land width behind the retaining wall. In addition, the excavation amount is about half that of the conventional inverted T-type retaining wall.

The precast retaining wall according to the second aspect of the present invention uses the precast block 3 having one or two dependent walls 2 on the back of the front wall 1 and the precast blocks 3 stacked in a plurality of stages. The standing wall unit 5 is formed by connecting the vertical PC steel members 4 to each other, and the plurality of standing wall unit members 5 arranged in the left and right directions are interconnected by the PC steel member 6 or the cross beam member 11 in the left and right direction to form the standing wall 7. Since it is constructed and buried in the ground 8 with the lower part of the standing wall 7 as a root portion, there are the following advantages. It has high stability because it resists the horizontal earth pressure by the front resistance of the standing wall rooting portion and the peripheral frictional force acting on the side of the standing wall. Because of such a stabilizing mechanism, the applicable range of ground conditions is wide, and it is possible to cope with poor ground. Since there is no bottom plate, there is no need to worry about roofing due to cavitation. The wall thickness can be reduced by the wall. The amount of concrete used is about half that of a conventional inverted T-type retaining wall. The standing wall embedding section does not require a water-impermeable sheet pile in order to provide a function as a water-impermeable work. Since there is no bottom slab, it is not necessary to dig a small amount of excavation, it is possible to reduce the depth of the embankment and reduce the required land width behind the retaining wall. In addition, the excavation amount is about half that of the conventional inverted T-type retaining wall.

The precast retaining wall according to the third aspect of the present invention uses the precast block 3 having one or two dependent walls 2 on the back surface of the front wall 1 and the precast blocks 3 stacked in a plurality of stages. The standing wall unit 5 is formed by connecting the vertical PC steel members 4 to each other, and the plurality of standing wall unit members 5 arranged in the left and right directions are interconnected by the PC steel member 6 or the cross beam member 11 in the left and right direction to form the standing wall 7. And buried in the ground 8 with the lower part of the standing wall 7 as a rooting part, and
Since the pile 9 is connected to the lowermost precast block 3A of the standing wall unit 5, there are the following advantages. It has high stability because it resists horizontal earth pressure due to the front surface resistance of the standing wall rooting portion and the peripheral surface frictional force acting on the standing wall side surface and the pile. From such a stabilizing mechanism, the applicable range of the ground condition is wide, and it is possible to cope with soft ground. Since there is no bottom plate, there is no need to worry about roofing due to the occurrence of empty paulownia. The wall thickness can be reduced by the frame structure. The amount of concrete used is about half of that of a conventional inverted T-type retaining wall. The standing wall embedding section has a function as a water impervious work, and does not require a water impervious sheet pile. The number of piles can be greatly reduced as compared with the conventional inverted T-type retaining wall that depends only on the piles. Not having a bottom slab, the pile is driven by using the bottom precast block as a template, and it is not necessary to secure a space for driving work larger than the depth dimension of the wall, so it is possible to reduce the depth of the main embankment, The required land width on the back side of the retaining wall can be reduced. In addition, the excavation amount is about half as compared with the conventional inverted T type retaining wall.

The precast retaining wall according to the fourth aspect of the present invention uses the precast block 3 having one or two dependent walls 2 on the back surface of the front wall 1 and the precast blocks 3 stacked in a plurality of stages. The standing wall unit 5 is formed by connecting the vertical PC steel members 4 or the horizontal beam members 11 to each other, and the plurality of standing wall units 5 arranged in the left and right directions are mutually connected by the left and right PC steel members 6 to form the standing wall 7. And buried in the ground 8 with the lower part of the standing wall 7 as a rooting part, and
Since the tubular base member 10 is connected to the lowermost precast block 3A of the standing wall unit 5, there are the following advantages. It has high stability because it resists the horizontal earth pressure by the front resistance of the standing portion of the standing wall, and the peripheral frictional force acting on the side surface of the standing wall and the cylindrical base member. From such a stabilizing mechanism, the applicable range of the ground condition is wide, and it is possible to cope with soft ground. Since there is no bottom plate, there is no need to worry about roofing due to the occurrence of empty paulownia. The wall thickness can be reduced by the frame structure utilizing the wall. The amount of concrete used is about half that of the conventional inverted T-type retaining wall. The standing wall embedding section has a function as a water impervious work, and does not require a water impervious sheet pile. Since there is no bottom slab, and since the tubular base member does not protrude greatly in the front-rear direction of the standing wall, the cut of the main bank can be reduced, and the required land width on the back side of the retaining wall can be reduced. In addition, the excavation amount is about half as compared with the conventional inverted T type retaining wall.

The precast retaining wall according to the fifth aspect of the present invention uses the precast block 3 having one or two dependent walls 2 on the back surface of the front wall 1 and the precast blocks 3 stacked in a plurality of stages. The standing wall unit 5 is formed by connecting the vertical PC steel members 4 or the horizontal beam members 11 to each other, and the plurality of standing wall units 5 arranged in the left and right directions are mutually connected by the left and right PC steel members 6 to form the standing wall 7. And buried in the ground 8 with the lower part of the standing wall 7 as a rooting part, and
Since the horizontal girder member 11 in the left-right direction is connected between the lowermost precast block 3A of the standing wall unit 5 and the tubular base member 10, there are the following advantages. It has high stability because it resists horizontal earth pressure by the front surface resistance of the standing portion of the standing wall, the peripheral surface frictional force acting on the side surface of the standing wall, the cylindrical foundation member and the cross beam member. From such a stabilizing mechanism, the applicable range of the ground condition is wide, and it is possible to cope with soft ground. Since there is no bottom plate, there is no need to worry about roofing due to the occurrence of empty paulownia. The wall thickness can be reduced by the frame structure utilizing the wall. Even if the addition of cross members is taken into account, the amount of concrete used is about less than half that of the conventional inverted-T retaining wall. The standing wall embedding section has a function as a water impervious work, and does not require a water impervious sheet pile. Since there is no bottom slab and the horizontal girder member is placed in the lower space of the wall, and the tubular foundation member does not protrude significantly in the front-rear direction of the standing wall, the cut of the main bank can be reduced. The required land width on the back side of the retaining wall can be reduced. Also,
The amount of excavation is the same as the conventional inverse T
It is about a little less than half of the type of retaining wall.

According to a sixth aspect of the present invention, there is provided a standing precast retaining wall in which a plurality of precast blocks are vertically and horizontally interconnected to form a standing wall. Since it is buried in the ground by a press-fitting method using an anchor, it has the following advantages. Advantages of the nesting type include the following points, as in the first to fifth aspects of the invention. It has high stability because it resists the horizontal earth pressure by the front surface resistance of the standing portion of the standing wall, the peripheral surface frictional force acting on the standing wall side surface and the cylindrical foundation member. Because of such a stabilizing mechanism, the applicable range of ground conditions is wide, and it is possible to cope with poor ground. Since there is no bottom plate, there is no worry about roofing due to the occurrence of cavitation. The amount of concrete used is about half that of a conventional inverted T-type retaining wall. The standing wall embedding section does not require a water-impermeable sheet pile in order to provide a function as a water-impermeable work. Since there is no bottom slab, it is not necessary to dig a small amount of excavation, and it is possible to reduce notches in the main embankment and reduce the required land width behind the retaining wall. In addition, because the burial is press-fitted,
The amount of excavation is about half that of a conventional inverted T-type retaining wall. In addition, as an advantage by embedding or sinking the embedding part in the ground by press-fitting method with a ground anchor,
The following points are further mentioned. (1) The embedding portion of the retaining wall is a precast concrete structure. Even if the member thickness is small, the proof strength is large, and the peripheral friction force at the time of press-fitting is small. (2) Because the surrounding ground is not loosened, a ground reaction force that does not take into account the effects of loosening can be expected in design. (3) Construction accuracy is high, and it is easy to deal with troubles such as inclination during construction (during subsidence). (4) Since it is not a cast-in-place RC structure, there is no need to cure the frame, continuous construction is possible, and the construction period can be shortened. (5) Unless the ground and construction conditions are severe, construction on water is also possible. (6) Temporary closing work, earth retaining and supporting works are not required, which is advantageous for river bank protection work. (7) It can be applied to narrow construction yards and places with little construction space, such as restrictions on the sky. (8) There is little effect on nearby structures. (9) Low vibration and low noise construction method makes it easy to take measures for surrounding environment. (10) Depending on the ground conditions and construction conditions, temporary construction and protection of adjacent structures can be omitted, which greatly contributes to cost reduction. These features are effective where construction conditions such as retaining wall construction on river revetments and retaining wall construction near steep slopes are severe.

[Brief description of the drawings]

FIG. 1 is a vertical sectional view of an embedding type retaining wall according to an embodiment of the present invention.

FIG. 2 is a vertical sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 3 is a plan view of a precast block used in the retaining wall of FIGS. 1 and 2;

FIG. 4 is a vertical sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 5 is a vertical sectional view of an embedding retaining wall according to still another embodiment of the present invention.

FIG. 6 is a plan view of a precast block used for the retaining wall in FIGS. 4 and 5;

FIG. 7 is a plan view of the lowermost precast block used in the retaining wall of FIGS. 4 and 5;

FIG. 8 is a vertical sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 9 is a vertical sectional view of an embedding type retaining wall according to still another embodiment of the present invention.

FIG. 10 is a horizontal sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 11 is a horizontal sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 12 is a horizontal sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 13 is a horizontal sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 14 is a horizontal sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 15 is a horizontal sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 16 is a horizontal sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 17 is a horizontal sectional view of an embedding type retaining wall according to another embodiment of the present invention.

FIG. 18 is a conceptual diagram of a stabilizing mechanism in one example of the nesting type retaining wall of the present invention.

FIG. 19 is a conceptual diagram of a stabilizing mechanism in another example of the nesting type retaining wall of the present invention.

FIG. 20 is a conceptual diagram of a stabilizing mechanism in another example of the nesting type retaining wall of the present invention.

FIG. 21 is a conceptual diagram of a stabilizing mechanism in still another example of the nesting type retaining wall of the present invention.

FIG. 22 is an elevational view showing an example in which the embedding-type retaining wall of the present invention is constructed by cast-in-place construction.

FIG. 23 is a perspective view of the insertion type retaining wall of FIG. 22.

FIG. 24 is an elevation view showing an example in which the embedding-type retaining wall of the present invention is constructed by interconnecting box-type blocks.

FIG. 25 is a perspective view of the embedding type retaining wall of FIG. 23.

FIG. 26 is a schematic explanatory view showing a construction example in which a tubular foundation member is laid on the ground using a press-fitting method using a ground anchor.

FIG. 27 is a vertical sectional view showing an example of a conventional inverted T-type retaining wall.

FIG. 28 is a vertical sectional view showing another example of the conventional inverted T-type retaining wall.

FIG. 29 is a conceptual diagram of a stabilizing mechanism in a conventional inverted T-type retaining wall.

[Explanation of symbols]

 Reference Signs List 1 front wall 2 wall 3 precast block 4 PC steel 5 standing wall unit 6 PC steel 7 standing wall 8 ground 9 pile 10 tubular base member 11 cross beam member 12 main embankment 50 anchor cable 51 auxiliary girder 52 press fitting device 53 upper chuck Means 54 Lower chuck means

 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Toshimasa Takatori 2-73-4, Fujiwara Nishimachi, Okayama City, Okayama Prefecture Inside Daiwa Cress Co., Ltd. (72) Inventor Akihiro Tasaka 2-73-4, Fujiwara Nishimachi, Okayama City, Okayama Prefecture No. Daiwa Cress Co., Ltd. F-term (reference) 2D018 EA04 EA06 EA07 EA10 2D048 AA26 AA28 AA91

Claims (8)

[Claims] An upright type in which a plurality of precast blocks are vertically and horizontally interconnected, or a standing wall is formed by casting reinforced concrete in place, and a lower portion of the upstanding wall is embedded in a ground as a rooting portion. Retaining wall. 2. A precast block 3 having one or two dependent walls 2 on the back of a front wall 1 is used. The standing wall unit 5 is formed by connecting the plurality of standing wall units 5 arranged in the left and right directions, and the standing wall 7 is formed by connecting the plurality of standing wall units 5 to each other by the PC steel material 6 in the left and right direction by bolting or the cross beam member 11 or the like. A nesting type retaining wall buried in the ground 8 with the lower part of 7 as the nesting part. 3. The embedding type retaining wall according to claim 2, wherein the pile 9 is connected to the lowermost precast block 3A of the standing wall unit 5. 4. The embedding retaining wall according to claim 2, wherein the tubular base member 10 is connected to the lowermost precast block 3A of the standing wall unit 5. 5. A cross beam member 11 extending between two or three or more adjacent right and left standing wall units 5 between the lowermost precast block 3A of the standing wall unit 5 and the cylindrical foundation member 10.
5. The embedding-type retaining wall according to claim 4, wherein 6. A standing wall 7 is formed by connecting a plurality of precast blocks vertically and horizontally to each other, and a lower part of the standing wall 7 is used as a rooting portion and is buried in the ground 8 by a press-fitting method using a ground anchor. Ceremony retaining wall. 7. A foundation member 10 is buried in a ground 8 by a press-fitting method using a ground anchor, and a plurality of precast blocks are interconnected vertically and horizontally to form an upright wall 7, and a lower portion of the upright wall 7 is laid. As a part, a nesting type retaining wall buried on the base member 10. 8. A cross beam member 11 is connected between a lowermost precast block 3A and said base member 10.
Rooted retaining wall as described in.