JP3723320B2 - Retaining wall construction method - Google Patents
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Description
【０００１】
【発明の属する技術分野】
本発明は、土圧等に対する安定性大な擁壁の構築方法に関する。
【０００２】
【従来の技術】
擁壁は法面等の保護機能や安全保持機能を発揮させるために高強度，耐久性，転倒に対する安定性等が要求される。これらを満足させるために従来の擁壁は下部を厚くしたり、法面方向へ擁壁の荷重が分散して掛かるように、もたせ(傾斜)構造にしている。プレキャストコンクリートブロック(以下ブロックと略記)を用いて施工する、いわゆる積みブロック擁壁の構築の場合には、下部が大容積で上部に至るにつれて小容積のものを用いるとか(例えば特公平5-46412号、特開平6-71538号、特開平6-207417号、特開平7-18687号)、下部も上部も同じ容積のものを傾斜状態に組付ける(例えば特開昭64-24919号、特開平7-331674号)といった施工法がとられている。また、現場打ちコンクリート擁壁を構築する場合では、水平断面積が下部が大、上部が小となるように型枠組みしてコンクリートを打設したり、水平断面積がほぼ同一で傾斜枠組みされた型枠内へコンクリートを打設してもたせ構造としている例が多い。
【０００３】
【発明が解決しようとする課題】
上記のような施工において、積みブロック擁壁の構築では、下部が大容積で上部に至るにつれて小容積のものを用いる垂直擁壁例では、最下部付近のブロックを上部のものに比べて非常に大きなものにした例が多い。したがって、製造時、施工時において、取扱いが大変であるし、コストもかかる。また、もたせ構造の例では下部も上部も単位体積当りの重量(以下単位体積重量と略記)がほぼ等しいので、背面からの土圧に対して転倒のおそれがある。この点は現場打ちコンクリート擁壁を構築する場合でも同じである。そこで、本発明は従来と同程度かそれ以上の強度，耐久性，転倒に対する安定性等を備え、しかも、下部の容積をいたずらに大きくする必要のない擁壁の施工法について、積みブロック擁壁と現場打ちコンクリート擁壁の両者について検討した。
【０００４】
【課題を解決するための手段】
上記課題を検討した結果、下段が上段よりも単位体積重量が大なコンクリートブロックを用いるか、又はコンクリートブロック内部に下部が高比重で上部に至るほど低比重の中詰め材を充填して下部から上部へ構築することを特徴とする擁壁の構築方法を開発した。プレキャストコンクリートブロックの単位体積重量を大から小へと変化させる手段としては、骨材の比重を変化させるとか、圧密程度を変えるとか、上部に至るにつれて中空軽量骨材の配合度合を増す等である。
【０００５】
また、現場打ちコンクリート擁壁を構築するに際し、コンクリート内部に下部が高比重で上部に至るほど低比重の骨材を用いるか、又は中詰め材を充填することを特徴とする擁壁の構築方法とした。骨材又は中詰め材の高比重のものとして石材、コンクリートなどを挙げることができ、それらよりも低比重のものとしては、砕石、砂、土、更に、低比重のものとしては軽石、シラスバルーン等をそれぞれ必要な部位へ必要量使用する。中詰め材の最適な充填は、現場打ちコンクリートの打設を複数段に分けて行い、下段のコンクリート打設固化後、形成されている中詰め材充填空間へ中詰め材の充填を行い、その後に上段のコンクリート打設固化後、中詰め材の充填を行うといった一連の作業の繰返しを行う際に、上へいくに従って充填する中詰め材の比重が高いものから低いものへと変化させながら充填するのである。
【０００６】
高比重から低比重のものへと変化した骨材又は中詰め材には下記のようなものが使用できる。
【発明の実施の形態】
実施例１(積ブロック擁壁)
積みブロック擁壁の様子を図１に示す。使用ブロックの諸条件は次の通りである。高さ(h)＝1.0ｍ,底版幅(B)=3.3ｍ,奥行(L)＝1.0ｍ,勾配１：0.40,体積(S)＝3.0m3,重心ｘ座標(x)＝1.5ｍ,重心ｙ座標(ｙ)＝0.5ｍ
下２段のブロック1a,1bは内部へコンクリートを中詰めしている。この単位体積重量は2.35tf/m3である。次に積まれた２段のブロック1c,1dは内部へ砕石を充填した。単位体積重量は2.00tf/m3である。更に、それ以上の５段のブロック1e〜1jには土砂を中詰めしている。単位体積重量は1.80tf/m3である。
【０００８】
以上の積みブロック擁壁について、▲１▼滑動に対する安定性、▲２▼転倒に対する安定性、▲３▼基礎地盤の支持力に対する安定性の各安定性について検討した。
【０００９】
▲１▼滑動に対する安定性は次式により求める。
【００１０】
【数１】
▲２▼転倒に対する安定性は次式により求める。
【００１２】
【数２】
▲３▼基礎地盤の支持力に対する安定性は次式により求める。
【００１４】
【数３】
▲１▼〜▲３▼式による計算結果は、以下の通りであった。
【００１６】
▲１▼滑動に対する安定性
【００１７】
【数４】
▲２▼転倒に対する安定性
【００１９】
【数５】
▲３▼基礎地盤の支持力に対する安定性
【００２１】
【数６】
よって、滑動に対する安定性も、転倒に対する安定性も、更に基礎地盤の支持力に対する安定性のいずれについても、安全である。
【００２３】
実施例２(積ブロック擁壁)
実施例１に示したと同様な積みブロック擁壁において、各使用ブロックの諸条件は次の通りとした。高さ(h)＝1.0ｍ,底版幅(B)=3.3ｍ,奥行(L)＝1.0ｍ,勾配１：0.40,体積(S)＝3.0m3,重心ｘ座標(x)＝1.5ｍ,重心ｙ座標(ｙ)＝0.5ｍ
このような積みブロック擁壁において、下段のものほど上段よりも単位体積重量が大なものを用いて施工した。すなわち、下２段のブロックは単位体積重量が2.4tf/m3となるように成形したものである。次に積まれた２段のブロック1c,1dは単位体積重量が2.0tf/m3、更に、それ以上の５段のブロック1e〜1jは単位体積重量は1.80tf/m3となるよう、セメントと骨材および水の配合に配慮して調製し、プレス成形した。
この例でも滑動に対する安定性、転倒に対する安定性、更に基礎地盤の支持力に対する安定性のいずれについても良好な結果が得られた。
【００２４】
実施例３(積ブロック擁壁)
実施例１，２と同じサイズの積みブロック擁壁において、下段のものほど上段よりも単位体積重量が大なものを用いると共に、下２段のブロック1a,1bは内部へコンクリートを中詰めしている。この単位体積重量はほぼ2.4tf/m3である。次に積まれた２段のブロック1c,1dは内部へ砕石を充填した。単位体積重量は2.1tf/m3である。さらに、それ以上の５段のブロック1e〜1jには土砂を中詰めしている。単位体積重量は1.90tf/m3である。
【００２５】
この例でも滑動に対する安定性、転倒に対する安定性、更に基礎地盤の支持力に対する安定性のいずれについても良好な結果が得られた。
【００２６】
実施例４(現場打ちコンクリート擁壁)
図２に示すように、現場打ちコンクリート擁壁を３回に分けて現場打ち施工を行った。３回に分けて行った現場打ちの諸条件は表１の通りである。基部のNo.１は砕石を骨材に使用したコンクリートを型枠内へ打設したので、単位体積重量が2.35tf/m3である。No.２は砕石と天然軽量骨材の火山礫とを混合した骨材をコンクリートに配合したので、単位体積重量がNo.１よりも小な2.00tf/m3である。No.３は天然軽量骨材の火山礫を骨材に使用したので、単位体積重量が更に小さい1.80tf/m3である。
【００２７】
【表１】
以上の現場打ちコンクリート擁壁について、前記実施例同様、▲１▼滑動に対する安定性、▲２▼転倒に対する安定性、▲３▼基礎地盤の支持力に対する安定性のそれぞれについて検討した。求めた式は前記実施例と同じである。その結果は下記の通りである。
【００２９】
▲１▼滑動に対する安定性
【００３０】
【数７】
▲２▼転倒に対する安定性
【００３２】
【数８】
▲３▼基礎地盤の支持力に対する安定性
【００３４】
【数９】
よって、滑動に対する安定性も、転倒に対する安定性も、更に基礎地盤の支持力に対する安定性のいずれについても、安全である。
【００３６】
実施例５(現場打ちコンクリート擁壁)
現場打ちコンクリート擁壁を３回に分けて現場打ち施工を行った。３回に分けて行った現場打ちの諸条件は実施例５の通りである。基部のNo.１は鉄鉱石をサンドイッチ状に中詰め材に使用してコンクリートを型枠内へ打設したので、単位体積重量が2.5tf/m3である。No.２は砕石と火山礫を中詰め材に同様に使用したので、単位体積重量がNo.１よりも小な2.00tf/m3である。No.３は膨張スラブを中詰め材に使用したので、単位体積重量が更に小さい1.80tf/m3である。
【００３７】
実施例６(現場打ちコンクリート擁壁)
現場打ちコンクリート擁壁を３回に分けて現場打ち施工を行った。３回に分けて行った現場打ちの諸条件は実施例５の通りである。基部のNo.１は鉄鉱石を骨材とし鉄鉱石を中詰め材に使用し、重量コンクリートとして型枠内へ打設したので、単位体積重量が2.5tf/m3である。No.２は砕石と火山礫を骨材とし砕石と火山礫を混ぜて中詰め材に使用し、軽量コンクリートとしたので、単位体積重量がNo.１よりも小な2.00tf/m3である。No.３は焼成フライアッシュを骨材とし火山礫を中詰め材に使用し、軽量コンクリートとしたので、単位体積重量が更に小さい1.80tf/m3である。
【００３８】
比較例
従来のもたれ式コンクリート擁壁による比較例
図２に示した複数段に分けて現場打ち施工を行ったものと同容積で、もたれ角も同じもたれ式コンクリート擁壁について▲１▼滑動に対する安定性、▲２▼転倒に対する安定性、▲３▼基礎地盤の支持力に対する安定性の各安定性について検討した。
【００３９】
▲１▼滑動に対する安定性は次式により求める。
【００４０】
【数１０】
▲２▼転倒に対する安定性は次式により求める。
【００４２】
【数１１】
▲３▼基礎地盤の支持力に対する安定性は次式により求める。
【００４４】
【数１２】
▲１▼〜▲３▼式による計算結果は、以下の通りであった。
▲１▼滑動に対する安定性
【００４６】
【数１３】
▲２▼転倒に対する安定性
【００４８】
【数１４】
▲３▼基礎地盤の支持力に対する安定性
【００５０】
【数１５】
よって、滑動に対する安定性、基礎地盤の支持力に対する安定性のいずれも安全範囲にあるが、転倒に対する安定性が問題がある。
【００５２】
【発明の効果】
本発明の擁壁の構築方法は最下部付近のブロックを上部のものに比べていたずらに大きくすることなく安定性を確保することができる。このことを従来と同程度かそれ以上の強度，耐久性，転倒に対する安定性等を備えた上で可能にした有意義なものとなっている。
【図面の簡単な説明】
【図１】複数回に分けて現場打ち施工を行った現場打ちコンクリート擁壁の模式的側面図である。
【図２】現場打ちコンクリート擁壁を複数回に分けて現場打ち施工を行った場合の擁壁の側面図である。
【図３】従来のもたれ式コンクリート擁壁の側面図である。
【符号の説明】
１a〜1j 積みブロック[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a method for constructing a retaining wall having high stability against earth pressure or the like.
[0002]
[Prior art]
Retaining walls are required to have high strength, durability, and stability against falling in order to exhibit protective functions such as slopes and safety retention functions. In order to satisfy these requirements, the conventional retaining wall has a thick (lower) structure so that the load on the retaining wall is dispersed and applied in the direction of the slope. In the case of construction of so-called stacking block retaining walls that are constructed using precast concrete blocks (hereinafter abbreviated as blocks), the lower part has a larger volume and the lower part is used (for example, Japanese Patent Publication No. 5-46412). No. 6, JP-A-6-71538, JP-A-6-207417, JP-A-7-18687), and the lower part and the upper part of the same volume are assembled in an inclined state (for example, JP-A-64-24919, JP-A No. 7-331674). In addition, when constructing a cast-in-place concrete retaining wall, the concrete was placed by placing the mold so that the horizontal cross-sectional area was large at the bottom and small at the top, or the horizontal cross-sectional area was almost the same and was tilted. There are many examples in which the concrete is placed even if it is placed in the formwork.
[0003]
[Problems to be solved by the invention]
In the construction as described above, in the construction of the building block retaining wall, in the vertical retaining wall example where the lower part has a larger volume and the smaller one is used as it reaches the upper part, the block near the lowermost part is much larger than the upper part. There are many examples that make it big. Therefore, handling is difficult and expensive at the time of manufacturing and construction. In addition, in the case of the lean structure, since the weight per unit volume (hereinafter abbreviated as unit volume weight) is almost equal in both the lower part and the upper part, there is a risk of falling over the earth pressure from the back. This point is the same even when constructing a cast-in-place concrete retaining wall. Therefore, the present invention provides a stacking block retaining wall for a retaining wall construction method that has strength, durability, and stability against overturning that is comparable to or higher than conventional ones, and that does not require an unnecessarily large lower volume. And both the cast-in-place concrete retaining walls were examined.
[0004]
[Means for Solving the Problems]
As a result of examining the above problems, the lower block uses a concrete block having a larger unit volume weight than the upper row, or the concrete block is filled with filling material with a low specific gravity as the lower part reaches the upper part and the lower part reaches the upper part. We have developed a method for constructing a retaining wall, which is characterized by being constructed at the top. Means to change the unit volume weight of the precast concrete block from large to small include changing the specific gravity of the aggregate, changing the degree of compaction, increasing the blending degree of the hollow lightweight aggregate toward the top, etc. .
[0005]
In addition, when constructing a cast-in-place concrete retaining wall, a method for constructing a retaining wall is characterized in that the lower part of the concrete has a higher specific gravity and the lower specific gravity is used as it reaches the upper part, or the filling material is filled. It was. Examples of the high specific gravity of the aggregate or filling material include stone and concrete, and those having a lower specific gravity include crushed stone, sand and earth, and those having a lower specific gravity include pumice and shirasu balloon. Use the required amount of each etc. to the required site. Optimum filling with filling material is performed by placing the cast-in-place concrete in multiple stages, and after the concrete placement in the lower stage is solidified, the filling material is filled into the filling material filling space that has been formed. When repeating a series of operations, such as filling the filling material after the upper concrete is placed and solidifying, filling the filling material while changing the specific gravity of the filling material from high to low as it goes up To do.
[0006]
The following can be used for the aggregate or filling material that has changed from a high specific gravity to a low specific gravity.
DETAILED DESCRIPTION OF THE INVENTION
Example 1 (product block retaining wall)
The state of the stacking block retaining wall is shown in FIG. The conditions of the use block are as follows. Height (h) = 1.0 m, Bottom plate width (B) = 3.3 m, Depth (L) = 1.0 m, Gradient 1: 0.40, Volume (S) = 3.0 m 3 , Center of gravity x coordinate (x) = 1.5 m, Center of gravity y coordinate (y) = 0.5m
The bottom two blocks 1a and 1b are filled with concrete inside. This unit volume weight is 2.35 tf / m 3 . The next two stacked blocks 1c and 1d were filled with crushed stone. The unit volume weight is 2.00 tf / m 3 . Furthermore, earth and sand are stuffed in the five-stage blocks 1e to 1j beyond that. The unit volume weight is 1.80 tf / m 3 .
[0008]
Regarding the above retaining block retaining walls, (1) stability against sliding, (2) stability against falling, and (3) stability against the bearing capacity of the foundation ground were examined.
[0009]
(1) The stability against sliding is obtained by the following equation.
[0010]
[Expression 1]
(2) The stability against falling is obtained by the following equation.
[0012]
[Expression 2]
(3) The stability with respect to the bearing capacity of the foundation ground is obtained by the following formula.
[0014]
[Equation 3]
The calculation results by the formulas (1) to (3) were as follows.
[0016]
(1) Stability against sliding [0017]
[Expression 4]
(2) Stability against falls [0019]
[Equation 5]
(3) Stability against the bearing capacity of the foundation ground [0021]
[Formula 6]
Therefore, both the stability against sliding, the stability against falling, and the stability against the supporting force of the foundation ground are safe.
[0023]
Example 2 (product block retaining wall)
In the same stacked block retaining wall as shown in Example 1, the conditions of each used block were as follows. Height (h) = 1.0 m, Bottom plate width (B) = 3.3 m, Depth (L) = 1.0 m, Gradient 1: 0.40, Volume (S) = 3.0 m 3 , Center of gravity x coordinate (x) = 1.5 m, Center of gravity y coordinate (y) = 0.5m
In such a stacking block retaining wall, the lower one was constructed using a unit volume weight larger than the upper one. That is, the lower two blocks are formed so that the unit volume weight is 2.4 tf / m 3 . Next, the two-stage blocks 1c and 1d that are stacked are unit volume weight 2.0tf / m 3 , and the five-stage blocks 1e to 1j that are higher than that are cemented so that the unit volume weight is 1.80tf / m 3. The mixture was prepared in consideration of the composition of aggregate and water, and was press-molded.
Also in this example, good results were obtained with respect to sliding stability, falling stability, and stability with respect to the supporting force of the foundation ground.
[0024]
Example 3 (product block retaining wall)
In the stacked block retaining wall of the same size as in Examples 1 and 2, the lower one uses a larger unit volume weight than the upper one, and the lower two blocks 1a and 1b are filled with concrete inside. Yes. This unit volume weight is approximately 2.4 tf / m 3 . The next two stacked blocks 1c and 1d were filled with crushed stone. The unit volume weight is 2.1 tf / m 3 . Further, the five blocks 1e to 1j beyond that are filled with earth and sand. The unit volume weight is 1.90 tf / m 3 .
[0025]
Also in this example, good results were obtained with respect to sliding stability, falling stability, and stability with respect to the supporting force of the foundation ground.
[0026]
Example 4 (on-site concrete retaining wall)
As shown in FIG. 2, the in-situ concrete retaining wall was divided into three times to perform in-situ construction. Table 1 shows the on-site conditions performed in three steps. No. 1 at the base has a unit volume weight of 2.35 tf / m 3 because concrete using crushed stone as an aggregate is cast into the formwork. No. 2 is 2.00 tf / m 3, which is smaller than No. 1 in unit volume weight, because it is a mixture of crushed stone and natural light aggregate volcanic gravel mixed with concrete. No. 3 uses natural light aggregate volcanic gravel as aggregate, so the unit volume weight is 1.80tf / m 3 which is even smaller.
[0027]
[Table 1]
Regarding the above-mentioned cast-in-place concrete retaining wall, as in the previous example, (1) stability against sliding, (2) stability against falling, and (3) stability against bearing capacity of the foundation ground were examined. The obtained formula is the same as in the previous embodiment. The results are as follows.
[0029]
(1) Stability against sliding [0030]
[Expression 7]
(2) Stability against falls [0032]
[Equation 8]
(3) Stability of foundation ground for bearing capacity
[Equation 9]
Therefore, both the stability against sliding, the stability against falling, and the stability against the supporting force of the foundation ground are safe.
[0036]
Example 5 (on-site concrete retaining wall)
The cast-in-place concrete retaining wall was divided into three times to perform the cast-in-place construction. Various conditions of on-site strikes performed in three steps are as in Example 5. No. 1 at the base has a unit volume weight of 2.5 tf / m 3 because concrete is cast into the formwork using iron ore as a filling material in a sandwich form. No. 2 uses crushed stone and volcanic gravel as filling material, so the unit volume weight is 2.00 tf / m 3 smaller than No. 1. No. 3 uses an expanded slab as the filling material, so the unit volume weight is 1.80 tf / m 3 which is even smaller.
[0037]
Example 6 (on-site concrete retaining wall)
The cast-in-place concrete retaining wall was divided into three times to perform the cast-in-place construction. Various conditions of on-site strikes performed in three steps are as in Example 5. The base No. 1 uses iron ore as an aggregate and iron ore as a filling material and is cast into a formwork as heavy concrete, so the unit volume weight is 2.5 tf / m 3 . No.2 uses crushed stone and volcanic pebbles as an aggregate, crushed stone and volcanic pebbles are mixed and used as filling material, and it is made of lightweight concrete, so the unit volume weight is 2.00tf / m 3 smaller than No.1 . No. 3 uses light-weight concrete using calcined fly ash as aggregate and volcanic gravel as filling material, so the unit volume weight is 1.80 tf / m 3 which is even smaller.
[0038]
Comparison example Comparison example with a conventional leaning concrete retaining wall A leaning concrete retaining wall with the same volume and the same leaning angle as that of the multi-stage construction shown in Fig. 2 (1) Stability against sliding (2) Stability against falling, (3) Stability against the bearing capacity of the foundation ground were examined.
[0039]
(1) The stability against sliding is obtained by the following equation.
[0040]
[Expression 10]
(2) The stability against falling is obtained by the following equation.
[0042]
[Expression 11]
(3) The stability with respect to the bearing capacity of the foundation ground is obtained by the following formula.
[0044]
[Expression 12]
The calculation results by the formulas (1) to (3) were as follows.
(1) Stability against sliding [0046]
[Formula 13]
(2) Stability against falls [0048]
[Expression 14]
(3) Stability of foundation ground for bearing capacity
[Expression 15]
Therefore, although both the stability with respect to sliding and the stability with respect to the supporting force of the foundation ground are within the safe range, there is a problem with stability against falling.
[0052]
【The invention's effect】
The retaining wall construction method of the present invention can ensure stability without enlarging the block near the lowermost part as compared with the upper part. This is a meaningful thing that is made possible by having strength, durability, and stability against falling, etc., comparable to or higher than conventional ones.
[Brief description of the drawings]
BRIEF DESCRIPTION OF DRAWINGS FIG. 1 is a schematic side view of a cast-in-place concrete retaining wall subjected to a cast-in-place operation divided into a plurality of times.
FIG. 2 is a side view of the retaining wall when the on-site concrete retaining wall is divided into a plurality of times and the on-site construction is performed.
FIG. 3 is a side view of a conventional leaning concrete retaining wall.
[Explanation of symbols]
1a ~ 1j stacking blocks
Claims (4)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP09909497A JP3723320B2 (en) | 1997-04-16 | 1997-04-16 | Retaining wall construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP09909497A JP3723320B2 (en) | 1997-04-16 | 1997-04-16 | Retaining wall construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH10292397A JPH10292397A (en) | 1998-11-04 |
| JP3723320B2 true JP3723320B2 (en) | 2005-12-07 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP09909497A Expired - Lifetime JP3723320B2 (en) | 1997-04-16 | 1997-04-16 | Retaining wall construction method |
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| Country | Link |
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| JP (1) | JP3723320B2 (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4584383B2 (en) * | 1999-09-21 | 2010-11-17 | 有限会社リ・サーチ・コア | Retaining wall design support device |
| JP2005083066A (en) * | 2003-09-09 | 2005-03-31 | Godai Kaihatsu Kk | Construction method for variable-weight retaining wall, variable-weight retaining wall, and computing equipment and program for retaining wall |
| US7470092B2 (en) | 2005-01-19 | 2008-12-30 | Bonasso Samuel G | System and method for reinforcing aggregate particles, and structures resulting therefrom |
-
1997
- 1997-04-16 JP JP09909497A patent/JP3723320B2/en not_active Expired - Lifetime
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| Publication number | Publication date |
|---|---|
| JPH10292397A (en) | 1998-11-04 |
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