JP2005120663A - Structure of earth retaining wall - Google Patents
Structure of earth retaining wall Download PDFInfo
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- JP2005120663A JP2005120663A JP2003355933A JP2003355933A JP2005120663A JP 2005120663 A JP2005120663 A JP 2005120663A JP 2003355933 A JP2003355933 A JP 2003355933A JP 2003355933 A JP2003355933 A JP 2003355933A JP 2005120663 A JP2005120663 A JP 2005120663A
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- retaining
- erection
- soil cement
- core
- mountain
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- 239000002689 soil Substances 0.000 claims abstract description 50
- 239000004568 cements Substances 0.000 claims abstract description 49
- 238000009412 basement excavation Methods 0.000 abstract description 28
- 239000000463 materials Substances 0.000 abstract description 15
- 239000011162 core materials Substances 0.000 description 59
- 238000010276 construction Methods 0.000 description 35
- 239000004567 concrete Substances 0.000 description 11
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 239000011901 water Substances 0.000 description 5
- 210000001015 Abdomen Anatomy 0.000 description 4
- 238000000034 methods Methods 0.000 description 4
- 230000003014 reinforcing Effects 0.000 description 4
- 229920002223 polystyrenes Polymers 0.000 description 3
- 210000001503 Joints Anatomy 0.000 description 2
- 210000004080 Milk Anatomy 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 229910052570 clay Inorganic materials 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- XEEYBQQBJWHFJM-UHFFFAOYSA-N iron Chemical compound data:image/svg+xml;base64,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 data:image/svg+xml;base64,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 [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 239000011514 iron Substances 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 239000010410 layers Substances 0.000 description 2
- 239000008267 milk Substances 0.000 description 2
- 235000013336 milk Nutrition 0.000 description 2
- 238000000275 quality assurance Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000000630 rising Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000001771 impaired Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Images
Abstract
SOLUTION: An RC-made or S-made erection 4 is placed between the pile retaining cores 3 of the pile retaining wall by any one of the soil cement column wall 1, the soil cement continuous wall 10, and the main pile transverse sheet pile wall 11. 3 is constructed so as not to protrude from the side surface 3a on the excavation side.
[Selection] Figure 1
Description
The present invention relates to a structure of a mountain retaining wall such as a soil cement column wall, a soil cement continuous wall, and a main pile horizontal sheet pile wall.
Conventionally, in the retaining wall by the soil cement column wall or the soil cement continuous wall, the earth retaining wall and the hydraulic pressure acting on the retaining core material such as H steel embedded in the soil cement wall are supported to stiffen the retaining wall. As shown in Patent Documents 1 to 4, when installing the cable, it was installed in a state of protruding from the mountain retaining core to the excavation side.
Specifically, for example, after the construction of a retaining wall by a soil cement column wall or a soil cement continuous wall, the ground inside is excavated to a predetermined depth, and the soil cement part to the retaining core is excavated, The core material is exposed, and then a bracket is attached to the exposed side surface (excavation side surface) of the mountain retaining core material, and a steel frame (S structure) is erected between the brackets. An upset formwork was assembled on the side of the steel sheet, and reinforcement and concrete placement were performed in the formwork to construct a reinforced concrete (RC structure) upset.
Moreover, also in the retaining wall by a main pile horizontal sheet pile wall, as seen in patent document 5, the bracket is attached to the side of the excavation side of the parent pile which is a retaining core material, and the S structure erection is constructed between the brackets. It was.
Therefore, in these prior arts, generally, when the stiffening of the retaining wall is no longer necessary due to the construction of the underground structure, it is necessary to remove the erection that protrudes from the retaining core. However, there was a problem that a cost and a construction period for removing temporary materials were necessary.
In Patent Document 1, a built-in beam that doubles as a belly is projected on the exposed side surface (side surface on the excavation side) of the mountain retaining core material and protrudes toward the excavation side. The construction method of the underground structure which omits temporary material by incorporating is described. When this construction method is used, it is not necessary to remove the temporary material (rising up), but the outer wall of the basement is separated vertically by the uplifting beam that protrudes from the retaining core to the excavation side. It is not preferable in terms of quality assurance because the bars cannot be arranged in a continuous state in the vertical direction, and the concrete joints that are generated at the top and bottom of the erection and combined beam may cause water leakage due to a weak point in water stoppage performance.
Further, in Patent Document 6 mentioned above, a bellows member is connected to the back of a steel sheet pile arranged vertically along the slope with a bolt, and concrete is placed between the steel sheet pile and the slope to hold the earth. Although a technique for constructing a retaining wall is described, this is not a retaining wall constructed prior to the construction of an underground structure, nor is a retaining core material.
The present invention has been made in consideration of the above matters, and its purpose is to prevent the outer wall of the basement floor from being separated up and down by eliminating the need to remove the erection that is a temporary material. Thus, an object of the present invention is to provide a structure of a retaining wall that can ensure the quality of the outer wall of the underground floor.
In order to achieve the above object, the technical measures taken by the present invention are as follows. That is, the structure of the retaining wall according to the first aspect of the present invention is that the erection is caused between the retaining cores of the retaining wall by any one of the soil cement column wall, the soil cement continuous wall, the main pile cross-sheet pile wall, etc. The core material is constructed so as not to protrude from the side surface on the excavation side of the core material.
In the invention described in claim 1, the erection may be any of RC construction, S construction, and the like. Further, as in the invention described in claim 2, the erection is constructed at a position lower than the head of the retaining wall, and is supported by a horizontal or oblique beam. As described above, the head of the mountain retaining wall is constructed in a position lower than the head of the mountain retaining wall and supported by an anchor placed on the ground on the back side of the mountain retaining wall. In some cases, it is supported by an anchor or a tie rod that is constructed in a part and placed on the ground on the back side of the retaining wall.
According to the above configuration, since the erection is not erected from the side surface on the excavation side of the mountain retaining core material between the mountain retaining core members, the removal of the temporary raising member that is a temporary material is unnecessary, It is possible to ensure the quality of the outer wall of the basement floor by preventing the outer wall of the floor from rising upside down. That is, the outer wall of the basement floor is in a continuous state up and down with the erection being left, that is, the vertical outer wall is in a state where the vertical bars are continuous in the vertical direction and the concrete joint is not formed above and below the erection. Can be built. This eliminates the need to remove the erection that was necessary for quality assurance, eliminates the cost and construction period for removing temporary materials, and ensures the quality of the underground outer wall.
Hereinafter, embodiments of the present invention will be described with reference to the drawings, but the present invention is not limited thereby. FIG. 1 shows a state in the middle of construction of a structure of a retaining wall according to the present invention. In the figure, reference numeral 1 denotes a soil cement column wall that constitutes a retaining wall. Inside the soil cement 2, H steel is embedded as a retaining core material 3. A state in which the RC erection 4 does not protrude from the side 3a on the excavation side of the mountain retaining core 3 (specifically, the same as the side 3a on the excavation side of the mountain retaining core 3). State). Reference numeral 5 denotes a reinforcing steel bar embedded in the concrete of the upset 4 and is composed of a plurality of main bars 5a and stirrups 5b wound around and fixed to them. S is the erection construction space, 6 is the erection construction form, and 7 is the supporting work. As the supporting work 7, any of a form in which a reaction force is applied to the excavation floor 8 and a form in which a reaction force is applied to the retaining core 3 itself may be employed.
In the structure of the retaining wall described above, the ground on the inner side of the retaining wall is excavated to expose the side surface of the retaining core 3 on the excavation side, and then the erected side of the retaining core 3 is placed from the excavation side. It is realized by excavating into a groove shape, forming the erection construction space S, and constructing the erection 4 in the space S.
That is, first, as shown in FIGS. 2 and 3, a known construction method (for example, using a multi-axis excavator, excavating and forming a plurality of vertical holes partially wrapped together, and an appropriate amount of excavated soil left in the vertical holes is provided. And the cement milk injected into the vertical hole are mixed by a multi-axis excavator to form a column of soil cement 2, and before the soil cement 2 is hardened yet, every other column of soil cement 2 is fastened A mountain retaining wall by the soil cement column wall 1 is constructed by a method of inserting the material 3).
When the soil cement 2 is hardened and has a predetermined strength, as shown in FIG. 4A, the ground inside the retaining wall is excavated to a predetermined depth, and the soil cement portion 2a to the retaining core 3 is excavated. Then, the side surface (surface of the flange) 3a of the retaining core material 3 is exposed.
Thereafter, as shown in FIG. 4B, from the excavation side, the soil cement 2 at the planned erection position between the retaining cores 3 is excavated into a groove shape to form the erection construction space S. . The excavation of the soil cement 2 is preferably performed manually using a breaker or the like in order to minimize the influence of vibration on the soil cement 2.
Next, as shown in FIG. 5 and FIG. 6, after the reinforcing bars 5 are arranged inside the erection construction space S, the mold 6 is assembled in a state of being spanned between the flanges of the mountain retaining core 3, In this state, concrete is placed in the mold 6, and when the concrete is hardened, the mold 6 is dismantled and removed, and the same process is repeated to construct a multi-stage upset 4. Although not shown, there is also a method of attaching an iron plate to the excavation side of the retaining core 3 without using the rebar 5.
In the embodiment of FIGS. 1 to 6, the present invention has been described by taking the mountain retaining wall A formed by the soil cement column wall 1 as an example, but the present invention is based on the soil cement continuous wall (by excavating the ground into a groove shape). The generated excavated soil and cement milk are agitated and mixed in a manufacturing plant equipped on the ground to prepare a soil cement. The completed soil cement is cast into the excavation groove with a tremy tube, and the cast soil cement is not yet solidified. This is a continuous wall construction method in which a mountain retaining core is inserted, and is effective for reducing the amount of excavated soil and improving the quality of the retaining wall by selecting the excavated soil. In any case, it is desirable that the flank 4 and the mountain retaining core 3 are rigidly connected. For this purpose, welding is performed in a state where the end of the main bar 5a is abutted against the web of the mountain retaining core 3. Alternatively, a through hole is formed at a predetermined position of the web facing the erection construction space S, and the main bar 5a is inserted, or an iron plate is attached between the retaining cores 3.
According to the above configuration, since the erection 4 is installed between the mountain retaining cores 3 so as not to protrude from the side surface 3a on the excavation side of the mountain retaining core 3, it is not necessary to remove the erection 4 as a temporary material. However, it is possible to ensure the quality of the outer wall of the basement floor by preventing the outer wall of the basement floor from being upset and being separated into the upper and lower sides by 4. That is, the outer wall of the basement floor is continuously up and down with the flank 4 left, that is, the vertical reinforcement for the outer wall is continuous up and down, and the concrete joints are formed above and below the flank 4. An underground outer wall can be constructed in a state that does not occur. Therefore, the removal of the upset required for ensuring the quality is not required, the cost and the construction period for removing the temporary material can be omitted, and the quality of the underground outer wall can be ensured.
7 to 10 show another embodiment of the present invention. This embodiment uses a breaker or the like to excavate the soil cement 2 from the excavation side to the erection erected position between the erection core members 3 in a groove shape to form the erection erection construction space S. In order to prevent the material 3 from being impacted as much as possible, a cushioning material 9 such as polystyrene foam is attached to the position where the mountain retaining core 3 is erected before the mountain retaining core 3 is inserted, and the breaker or the like contacts the mountain retaining core 3. It is characterized in that it is configured not to.
More specifically, as shown in FIG. 7, a cushioning material 9 such as polystyrene foam is attached in advance to the mounting position of the pile core 3 over the back surface of the flange on the excavation side and both surfaces of the web by means such as adhesion. In this state, the retaining core material 3 is inserted to construct a retaining wall by the soil cement continuous wall (or the soil cement column wall 1) 10.
When the soil cement 2 is hardened and a predetermined strength is developed, as shown in FIG. 8, the ground inside the retaining wall is excavated to a predetermined depth, and the soil cement portion 2a up to the retaining core 3 is excavated. The side surface (surface of the flange) 3a of the core material 3 is exposed.
Thereafter, as shown in FIG. 9, by using a breaker or the like, the soil cement 2 at the planned erection position between the mountain retaining core members 3 is excavated in a groove shape from the excavation side to form the erection construction space S. To do.
Next, as shown in FIG. 10, after the reinforcing bars 5 are arranged inside the erection construction space S, the erection construction form 6 is assembled between the flanges of the mountain retaining core 3 and assembled. Then, concrete is placed in the mold 6, and when the concrete is hardened, the mold 6 is disassembled and removed, and the RC upset 4 is constructed.
According to the above configuration, when the soil cement 2 between the retaining cores 3 is excavated into a groove shape, the cushioning material 9 such as polystyrene foam is attached in advance to the position where the retaining core 3 is erected. Etc. can be prevented from colliding with the retaining core 3 and giving an impact to the retaining core 3. Therefore, the adhesion between the soil cement 2 and the mountain retaining core 3 is not impaired, the water stopping performance of the mountain retaining wall is not deteriorated, and water leakage from the back side can be reliably prevented.
In addition, each embodiment mentioned above is suitable when the back side is a clay layer. This is because, when the soil cement 2 between the retaining cores 3 is excavated into a groove shape, if the back side is a clay layer, the possibility of water leakage is low. In particular, in the case of the soil cement continuous wall 10, although it depends on the design specifications, since the wall thickness is usually large, even if excavating to about half of the wall thickness, there seems to be no problem in the barrier property. If the beam width of the erection 4 is not sufficient due to the relationship with the wall thickness, the beam rigidity (dimension in the depth direction) may be increased to ensure the beam rigidity.
FIG. 11 shows another embodiment of the present invention. In this embodiment, between the parent piles, which are the pile retaining cores 3 of the mountain retaining wall by the parent pile transverse sheet pile wall 11, the RC erection 4 is not protruded from the side surface on the excavation side of the parent pile (mounting retaining core 3). There is a feature in the point that it was built in.
As shown in FIG. 11, when the sheet pile 12 is inserted between the main piles (mountain core material 3), the structure of this mountain retaining wall excavates the ground between the main piles (mountain core material 3) into a groove shape, Since it is realized by forming the erection construction space S, placing the reinforcing bars 5 in the space S, and placing the concrete, only when the ground strength that does not collapse even if excavation can be secured. Applicable.
In each of the above-described embodiments, when supporting the belly erection 4 constructed so as not to protrude from the side surface 3a on the excavation side of the mountain retaining core 3, as shown in FIG. A construction method for supporting the horizontal raising beam 13 as shown in FIG. 12 (B), a construction method for supporting the belly raising 4 with the oblique cutting beam 14, and a mountain retaining wall as shown in FIG. 12 (C). Any of the methods supported by the anchors 15 placed on the ground on the back side of the above may be adopted.
In the case of adopting a construction method in which the erection 4 is supported by the anchor 15 or the tie rod 16 placed on the ground on the back side of the retaining wall, as shown in FIGS. 13A and 13B and FIG. After constructing the retaining wall with one of the cement column wall 1, soil cement continuous wall 10, or main pile cross-sheet pile 11, before excavating the ground inside the retaining wall, RC construction is applied to the upper end of the retaining core 3 Is constructed so that it does not protrude from the side of the excavation side of the mountain retaining core 3 and the end of the anchor 15 or tie rod 16 placed on the ground on the rear side of the mountain retaining wall is erected and fixed to 4. It is also possible to implement. In this case, it is preferable to cut off the web at the upper end of the mountain retaining core member 3 so that the reinforcing bar 5 is engaged with the notch portion of the web in order to integrate the upset 4 and the mountain retaining core member 3. .
According to this configuration, not only the removal of the erection 4 is unnecessary, but also the construction of the first erection construction is completed before the ground excavation work is started, so that improvement in excavation workability can be expected.
In each of the above-described embodiments, the erection 4 is made of RC, but it can be implemented as an S erection 4. In this case, a rib plate or a bracket is welded to the web at a predetermined position of the mountain retaining core member 3, and the end portion of the S-raised belly 4 is welded thereto.
DESCRIPTION OF SYMBOLS 1 Soil cement column wall 2 Soil cement 3 Yamaguchi core material 3a Side surface 4 Raising 10 Soil cement continuous wall 11 Parent pile side sheet pile wall
Claims (4)
- Between the pile cores in the pile retaining wall such as the soil cement column wall, the soil cement continuous wall, the main pile cross-sheet pile wall, etc. The characteristic retaining wall structure.
- The structure of the retaining wall according to claim 1, wherein the erection is constructed at a position lower than the head of the retaining wall and is supported by a horizontal or oblique beam.
- 2. The structure of a mountain retaining wall according to claim 1, wherein the erection is constructed at a position lower than the head of the mountain retaining wall and is supported by an anchor placed on the ground on the back side of the mountain retaining wall.
- 2. The structure of the mountain retaining wall according to claim 1, wherein the erection is constructed at the head of the mountain retaining wall and is supported by an anchor or a tie rod or the like placed on the ground on the back side of the mountain retaining wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2003355933A JP2005120663A (en) | 2003-10-16 | 2003-10-16 | Structure of earth retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2003355933A JP2005120663A (en) | 2003-10-16 | 2003-10-16 | Structure of earth retaining wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2005120663A true JP2005120663A (en) | 2005-05-12 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2003355933A Pending JP2005120663A (en) | 2003-10-16 | 2003-10-16 | Structure of earth retaining wall |
Country Status (1)
| Country | Link |
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| JP (1) | JP2005120663A (en) |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008031682A (en) * | 2006-07-27 | 2008-02-14 | Shimizu Corp | Aseismically supporting structure during temporary bearing of building, and aseismically supporting method during temporary bearing of building |
| JP2009074269A (en) * | 2007-09-19 | 2009-04-09 | Ohbayashi Corp | Underwater structure reinforcing method and underwater structure |
| KR101021913B1 (en) * | 2010-02-19 | 2011-03-17 | 권남호 | A method for constructing cut-off temporary structure for sheathing work |
| JP2011184857A (en) * | 2010-03-04 | 2011-09-22 | Mitsubishi Materials Techno Corp | Method for burying tube for underground heat exchange |
| CN102418340A (en) * | 2011-10-14 | 2012-04-18 | 中煤建筑安装工程公司第七十三工程处 | Precise pile-forming construction method for slope protection pile foundation |
| JP2012112162A (en) * | 2010-11-24 | 2012-06-14 | Takenaka Komuten Co Ltd | Earth retaining wall and construction method of earth retaining wall |
| CN102587420A (en) * | 2012-02-13 | 2012-07-18 | 中天建设集团有限公司 | Supporter exchanging method for stage construction basement using cast-in-situ bored piles as separation palisade |
| JP2012140826A (en) * | 2011-01-05 | 2012-07-26 | Takenaka Komuten Co Ltd | Bracing wall and building |
| KR101305357B1 (en) * | 2012-03-29 | 2013-09-06 | (주)케이에이치하우징솔루션스 | Underground structure construction method using the pc beam unit connection structure for expensive space |
| JP2014181487A (en) * | 2013-03-19 | 2014-09-29 | Kajima Corp | Earth retaining structure and earth retaining method |
| JP2015148099A (en) * | 2014-02-07 | 2015-08-20 | 鹿島建設株式会社 | Earth supporting material and end metal part used for the same |
| JP6482715B1 (en) * | 2018-10-18 | 2019-03-13 | ケミカルグラウト株式会社 | Support structure and support method for anti-side pressure structure |
-
2003
- 2003-10-16 JP JP2003355933A patent/JP2005120663A/en active Pending
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008031682A (en) * | 2006-07-27 | 2008-02-14 | Shimizu Corp | Aseismically supporting structure during temporary bearing of building, and aseismically supporting method during temporary bearing of building |
| JP2009074269A (en) * | 2007-09-19 | 2009-04-09 | Ohbayashi Corp | Underwater structure reinforcing method and underwater structure |
| KR101021913B1 (en) * | 2010-02-19 | 2011-03-17 | 권남호 | A method for constructing cut-off temporary structure for sheathing work |
| JP2011184857A (en) * | 2010-03-04 | 2011-09-22 | Mitsubishi Materials Techno Corp | Method for burying tube for underground heat exchange |
| JP2012112162A (en) * | 2010-11-24 | 2012-06-14 | Takenaka Komuten Co Ltd | Earth retaining wall and construction method of earth retaining wall |
| JP2012140826A (en) * | 2011-01-05 | 2012-07-26 | Takenaka Komuten Co Ltd | Bracing wall and building |
| CN102418340A (en) * | 2011-10-14 | 2012-04-18 | 中煤建筑安装工程公司第七十三工程处 | Precise pile-forming construction method for slope protection pile foundation |
| CN102587420A (en) * | 2012-02-13 | 2012-07-18 | 中天建设集团有限公司 | Supporter exchanging method for stage construction basement using cast-in-situ bored piles as separation palisade |
| CN102587420B (en) * | 2012-02-13 | 2014-03-26 | 中天建设集团有限公司 | Supporter exchanging method for stage construction basement using cast-in-situ bored piles as separation palisade |
| KR101305357B1 (en) * | 2012-03-29 | 2013-09-06 | (주)케이에이치하우징솔루션스 | Underground structure construction method using the pc beam unit connection structure for expensive space |
| JP2014181487A (en) * | 2013-03-19 | 2014-09-29 | Kajima Corp | Earth retaining structure and earth retaining method |
| JP2015148099A (en) * | 2014-02-07 | 2015-08-20 | 鹿島建設株式会社 | Earth supporting material and end metal part used for the same |
| JP6482715B1 (en) * | 2018-10-18 | 2019-03-13 | ケミカルグラウト株式会社 | Support structure and support method for anti-side pressure structure |
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