JPH10292397A - Method for constructing retaining wall - Google Patents
Method for constructing retaining wallInfo
- Publication number
- JPH10292397A JPH10292397A JP9909497A JP9909497A JPH10292397A JP H10292397 A JPH10292397 A JP H10292397A JP 9909497 A JP9909497 A JP 9909497A JP 9909497 A JP9909497 A JP 9909497A JP H10292397 A JPH10292397 A JP H10292397A
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- JP
- Japan
- Prior art keywords
- blocks
- retaining wall
- concrete
- stage
- filled
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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- Retaining Walls (AREA)
Abstract
Description
【０００１】[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。The present invention relates to a method for constructing a retaining wall having high stability against earth pressure and the like.
【０００２】[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6
4-24919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。2. Description of the Related Art Retaining walls are required to have high strength, durability, stability against overturning, etc. in order to exhibit a function of protecting slopes and the like and a function of maintaining safety. In order to satisfy these requirements, the conventional retaining wall has a thickened lower portion or a raised (inclined) structure so that the load of the retaining wall is distributed and applied in the direction of the slope. In the case of the construction of a so-called retaining block, which is constructed using a precast concrete block (hereinafter abbreviated as a block), the lower part has a large volume and a small volume is used as it reaches the upper part (for example, Japanese Patent Publication No. 5-46412). No., JP-A-6-71538
No., JP-A-6-207417, JP-A-7-18687), lower and upper parts having the same volume are assembled in an inclined state (for example, JP-A-6-207417).
4-24919, JP-A-7-331674). In addition, when constructing a cast-in-place concrete retaining wall, concrete was cast by setting the horizontal cross-sectional area so that the lower part was large and the upper part was small, or the horizontal cross-sectional area was almost the same and the inclined frame was formed. There are many cases where concrete is cast into a formwork and has a lean structure.
【０００３】[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。In the construction as described above, in the construction of the retaining wall of the building block, in the vertical retaining wall example in which the lower part has a large volume and a small volume as it reaches the upper part, the block near the lowermost part is used. There are many cases in which the size is much larger than the upper one. Therefore, handling is difficult and costly during manufacturing and construction.
In addition, in the example of the mounting structure, since the lower part and the upper part have substantially the same weight per unit volume (hereinafter abbreviated as unit volume weight), there is a possibility of falling over due to earth pressure from the back. This point is the same even when constructing a cast-in-place concrete retaining wall.
Therefore, the present invention relates to a method for constructing a retaining wall having the same or higher strength, durability, stability against overturning, and the like, and requiring no unnecessarily large lower volume. And both cast-in-place concrete retaining walls.
【０００４】[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。As a result of studying the above-mentioned problems, a concrete block having a larger unit volume weight in the lower stage than in the upper stage is used, or a lower specific gravity is used in the concrete block so that the lower portion has a higher specific gravity and the upper portion has a higher specific gravity. We developed a method for constructing a retaining wall, which is characterized by filling the filling material and constructing from the bottom to the top. Means for changing 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, and increasing the degree of compounding of the hollow lightweight aggregate toward the top. .
【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。[0005] In constructing a cast-in-place concrete retaining wall, the retaining wall is characterized by using an aggregate having a lower specific gravity and a lower specific gravity so as to reach an upper portion inside the concrete, or filling the concrete with a filling material. Construction method. Stones, concrete, etc. can be mentioned as those having a high specific gravity of the aggregate or the filling material, and those having a lower specific gravity are crushed stone, sand, soil, and further, pumice has a lower specific gravity.
Use the required amount of shirasu balloon and the like for each required site. Optimum filling of the filling material is performed by dividing the cast-in-place concrete into multiple stages, placing the solid concrete in the lower stage, filling the filling material space that has been formed, and then filling the filling material. When the series of operations such as filling the middle filling material after solidifying the concrete in the upper stage is repeated, filling is performed while changing the specific gravity of the filling material from high to low as going upward You do it.
【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。 重量(高比重)骨材(中詰め材)：鉄鉱石,磁鉄鉱,褐鉄鉱,
重晶石,砂鉄 普通骨材(中詰め材)：砕石,海砂,河砂 軽量(低比重)骨材(中詰め材)：人工軽量骨材(膨張頁岩,
膨張粘土,膨張スレート,焼成フライアッシュ) 天然軽量骨材(火山礫)，土砂 副産軽量骨材(膨張スラブ)[0006] The following materials can be used as the aggregate or filling material changed from a high specific gravity to a low specific gravity. Weight (high specific gravity) aggregate (filling material): iron ore, magnetite, limonite,
Barite, iron sand Ordinary aggregate (medium stuffing): crushed stone, sea sand, river sand Lightweight (low specific gravity) aggregate (medium stuffing): artificial lightweight aggregate (expanded shale,
Expanded clay, expanded slate, fired fly ash) Natural lightweight aggregate (volcanic rubble), earth and sand By-product lightweight aggregate (expanded slab)
【０００７】[0007]
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。Example 1 (Retaining wall of a building block) A state of a retaining wall of a building block is shown in FIG. The conditions of the used block are as follows. Height (h) = 1.0m, slab 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) = 0.5 m The lower two blocks 1a and 1b are filled with concrete inside. The unit volume weight is 2.35 tf / m 3 . Next, the two stacked blocks 1c and 1d were filled with crushed stone. Unit weight is 2.00tf / m 3. Further, the further five blocks 1e to 1j are filled with earth and sand. Unit weight is 1.80tf / m 3.
【０００８】以上の積みブロック擁壁について、滑動
に対する安定性、転倒に対する安定性、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。With respect to the above-mentioned retaining wall of the pile block, the stability against sliding, the stability against falling, and the stability against the supporting force of the foundation ground were examined.
【０００９】滑動に対する安定性は次式により求め
る。The stability against sliding is determined by the following equation.
【００１０】[0010]
【数１】 (Equation 1)
【００１１】転倒に対する安定性は次式により求め
る。The stability against overturning is determined by the following equation.
【００１２】[0012]
【数２】 (Equation 2)
【００１３】基礎地盤の支持力に対する安定性は次式
により求める。The stability of the foundation against the supporting force is determined by the following equation.
【００１４】[0014]
【数３】 (Equation 3)
【００１５】〜式による計算結果は、以下の通りで
あった。The calculation results by the formulas are as follows.
【００１６】滑動に対する安定性[0016] Stability against sliding
【００１７】[0017]
【数４】 (Equation 4)
【００１８】転倒に対する安定性Stability against falling
【００１９】[0019]
【数５】 (Equation 5)
【００２０】基礎地盤の支持力に対する安定性Stability of foundation ground against bearing capacity
【００２１】[0021]
【数６】 (Equation 6)
【００２２】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。Therefore, the stability against sliding, the stability against falling, and the stability against the supporting force of the foundation ground are all safe.
【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/m
3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。Example 2 (Retaining wall of a building block) In a retaining wall of a building block similar to that shown in the first embodiment,
The conditions of each used block were as follows. Height (h) =
1.0m, stencil width (B) = 3.3m, depth (L) = 1.0m, gradient 1: 0.40,
Volume (S) = 3.0 m 3 , x-coordinate of barycenter (x) = 1.5 m, y-coordinate of barycenter (y)
= 0.5 m In such a retaining wall of the building block, the lower block having a larger unit volume weight than the upper block was used for construction.
In other words, the lower two blocks have a unit volume weight of 2.4 tf / m 3
It was molded so that Next, the stacked two-stage blocks 1c and 1d have a unit volume weight of 2.0 tf / m 3 , and the further five-stage blocks 1e to 1j have a unit volume weight of 1.80 tf / m.
In order to obtain 3, it was prepared in consideration of the mixing of cement, aggregate and water, and pressed. Also in this example, good results were obtained in all of the stability against sliding, the stability against falling, and the stability against the supporting force of the foundation ground.
【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。Example 3 (Retaining wall of a stacking block) In the retaining wall of the same size as that of the first and second embodiments, a lower-level block having a larger unit volume weight than an upper-level block and a lower-level block are used. 1a and 1b are filled with concrete inside. This unit volume weight is almost 2.
It is a 4tf / m 3. Next, the two stacked blocks 1c and 1d were filled with crushed stone. Unit weight is 2.1tf / m 3.
Further, the further five blocks 1e to 1j are filled with earth and sand. Unit weight is 1.90tf / m 3.
【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。Also in this example, good results were obtained with respect to stability against sliding, stability against falling, and stability against the supporting force of the foundation ground.
【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。Example 4 (cast-in-place concrete retaining wall) As shown in FIG. 2, cast-in-place concrete retaining wall was divided into three times and cast-in-place. Table 1 shows the conditions of the casting in place performed in three times. The base No. 1 had a unit volume weight of 2.35 tf / m 3 because concrete using crushed stone as an aggregate was poured into the formwork. No.2 blended concrete with a mixture of crushed stone and natural lightweight aggregate lapilli, so the unit volume weight was 2.00tf / smaller than No.1.
m is 3. In No. 3, the unit volume weight is 1.80 tf / m 3 , because the natural lightweight aggregate lapilli was used for the aggregate.
【００２７】[0027]
【表１】 [Table 1]
【００２８】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、滑動に対する安定性、転倒に
対する安定性、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。With respect to the above-mentioned cast-in-place concrete retaining wall, the stability against sliding, the stability against overturning, and the stability against the supporting force of the foundation ground were examined in the same manner as in the above embodiment. The equation obtained is the same as in the above embodiment. The results are as follows.
【００２９】滑動に対する安定性Stability against sliding
【００３０】[0030]
【数７】 (Equation 7)
【００３１】転倒に対する安定性Stability against falling
【００３２】[0032]
【数８】 (Equation 8)
【００３３】基礎地盤の支持力に対する安定性Stability of base ground against bearing capacity
【００３４】[0034]
【数９】 (Equation 9)
【００３５】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。Therefore, the stability against sliding, the stability against falling, and the stability against the supporting force of the foundation ground are all safe.
【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。Example 5 (cast-in-place concrete retaining wall) Cast-in-place concrete retaining wall was divided into three times and cast-in-place construction was performed. The conditions of the in-situ casting performed three times are as in the fifth embodiment. Base No. 1 has a unit volume weight of 2.5 tf / m 3 because iron ore is used as a filling material in a sandwich shape and concrete is poured into the formwork. No. 2 uses crushed stone and lapilli as the filling material in the same way, so the unit volume weight is 2.00 tf / m 3 smaller than No. 1. No. 3 has an even smaller unit volume weight of 1.80 tf / m 3 because the expanded slab is used as the filling material.
【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。N
o.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。Example 6 (cast-in-place concrete retaining wall) The cast-in-place concrete retaining wall was divided into three times and cast-in-place. The conditions of the in-situ casting performed three times are as in the fifth embodiment. The base No. 1 uses iron ore as aggregate and uses iron ore as filling material, and is cast as heavy concrete into a formwork, so that the unit volume weight is 2.5 tf / m 3 . N
o.2 the crushed stone and lapilli using a medium packed material mix crushed stone and lapilli and aggregate, since the lightweight concrete, specific weight is small as 2.00tf / m 3 than No.1 . No. 3 uses fire fly ash as aggregate and uses lapilli as a filling material and is made of lightweight concrete, so the unit volume weight is even smaller, 1.80 tf / m 3 .
【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
について滑動に対する安定性、転倒に対する安定
性、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。Comparative Example A comparative example using a conventional leaning concrete retaining wall The stability of a leaning concrete retaining wall having the same volume and the same leaning angle as that of the concrete concrete retaining wall divided into a plurality of stages shown in FIG. The stability, stability against falling, and stability against the bearing capacity of the foundation ground were examined.
【００３９】滑動に対する安定性は次式により求め
る。The stability against sliding is determined by the following equation.
【００４０】[0040]
【数１０】 (Equation 10)
【００４１】転倒に対する安定性は次式により求め
る。The stability against overturning is determined by the following equation.
【００４２】[0042]
【数１１】 [Equation 11]
【００４３】基礎地盤の支持力に対する安定性は次式
により求める。The stability of the foundation against the supporting force is obtained by the following equation.
【００４４】[0044]
【数１２】 (Equation 12)
【００４５】〜式による計算結果は、以下の通りで
あった。 滑動に対する安定性The calculation results by the formulas are as follows. Stability against sliding
【００４６】[0046]
【数１３】 (Equation 13)
【００４７】転倒に対する安定性Stability against falling
【００４８】[0048]
【数１４】 [Equation 14]
【００４９】基礎地盤の支持力に対する安定性Stability of foundation ground against bearing capacity
【００５０】[0050]
【数１５】 (Equation 15)
【００５１】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。Therefore, both the stability against sliding and the stability against the supporting force of the foundation ground are within the safe range, but there is a problem with stability against falling.
【００５２】[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。According to the method for constructing a retaining wall of the present invention, the stability can be secured without unnecessarily increasing the size of the block near the lowermost portion compared with that of the upper portion. This is significant because it has the same strength or durability as the conventional one or more, and has stability against falling down.
【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。FIG. 1 is a schematic side view of a cast-in-place concrete retaining wall in which cast-in-place construction is performed a plurality of times.
【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。FIG. 2 is a side view of the retaining wall in the case where the in-place concrete retaining wall is divided into a plurality of times and the in-place construction is performed.
【図３】従来のもたれ式コンクリート擁壁の側面図であ
る。FIG. 3 is a side view of a conventional leaning concrete retaining wall.
１a〜1j 積みブロック 1a-1j stacking block
Claims (2)
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。When constructing a retaining wall for a building block, use a concrete block in which the lower unit has a larger unit volume weight than the upper unit, or fill the lower part of the concrete block with a higher specific gravity and a lower specific gravity so as to reach the upper part. A method for constructing a retaining wall, characterized by filling a material and constructing from a lower portion to an upper portion.
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。2. A retaining wall characterized in that when constructing a cast-in-place concrete retaining wall, an aggregate having a lower specific gravity and a lower specific gravity toward the upper portion is used inside the concrete, or a filling material is filled therein. How to build.
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 true JPH10292397A (en) | 1998-11-04 |
| JP3723320B2 JP3723320B2 (en) | 2005-12-07 |
Family
ID=14238300
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 |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3723320B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001090093A (en) * | 1999-09-21 | 2001-04-03 | Re Search Core Inc | Retaining wall designing support apparatus |
| 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
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001090093A (en) * | 1999-09-21 | 2001-04-03 | Re Search Core Inc | Retaining wall designing support apparatus |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3723320B2 (en) | 2005-12-07 |
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