JPH0238617A - Gravel drain pile and execution thereof - Google Patents
Gravel drain pile and execution thereofInfo
- Publication number
- JPH0238617A JPH0238617A JP18832688A JP18832688A JPH0238617A JP H0238617 A JPH0238617 A JP H0238617A JP 18832688 A JP18832688 A JP 18832688A JP 18832688 A JP18832688 A JP 18832688A JP H0238617 A JPH0238617 A JP H0238617A
- Authority
- JP
- Japan
- Prior art keywords
- hole
- ground
- crushed stone
- casing auger
- porous tube
- 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.)
- Pending
Links
- 239000004575 stone Substances 0.000 claims abstract description 46
- 230000002093 peripheral effect Effects 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 8
- 230000035515 penetration Effects 0.000 claims description 4
- 239000002689 soil Substances 0.000 abstract description 5
- 230000003449 preventive effect Effects 0.000 abstract 1
- 239000013049 sediment Substances 0.000 abstract 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 18
- 230000035699 permeability Effects 0.000 description 7
- 239000011148 porous material Substances 0.000 description 6
- 238000010276 construction Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 5
- 239000004576 sand Substances 0.000 description 5
- 239000000463 material Substances 0.000 description 4
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 244000025254 Cannabis sativa Species 0.000 description 1
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 description 1
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 description 1
- 235000009120 camo Nutrition 0.000 description 1
- 235000005607 chanvre indien Nutrition 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000002542 deteriorative effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000011487 hemp Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 229920000728 polyester Polymers 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
この発明は、地震時に砂質地盤中から地下水を引き出し
て、地盤が液状化するのを防止するためのグラベルドレ
ーン杭およびその施工方法に関する。DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a gravel drain pile and its construction method for drawing out groundwater from sandy ground during an earthquake to prevent the ground from liquefying.
グラベルドレーン工法は砕石杭を地盤中に打設し、地震
時に発生する間隙水圧を早期に消散させることにより、
地盤の液状化を防止するための工法である。したがって
、ドレーン杭の透水性が高いほど効果は大きく、現状で
は、砕石を用いた砕石杭が広く使用されている。The gravel drain method involves driving crushed stone piles into the ground to quickly dissipate the pore water pressure that occurs during an earthquake.
This is a construction method to prevent ground liquefaction. Therefore, the higher the water permeability of the drain pile, the greater the effect, and currently crushed stone piles made of crushed stone are widely used.
しかしながら、この砕石杭に粗い砕石を用いると、周辺
の地山砂がドレーン杭部に流入し、これが目詰まりを起
こし、逆に透水性を低下させる危険があるため、地山砂
の粒度に対応したフィルタ−杭としての機能をもつ、あ
まり粗くない例えば粒径３〜１３ミリの砕石を用いてい
るのが実状である。そして透水性を大きくできない分は
１本数の増加で対応している。However, if coarse crushed stone is used for this crushed stone pile, there is a risk that surrounding ground sand will flow into the drain pile, causing clogging, and conversely reducing water permeability. In reality, crushed stone, which is not too coarse and has a grain size of 3 to 13 mm, is used, which functions as a filter pile. If the water permeability cannot be increased, the number is increased by one.
しかしながら、従来の砕石杭は以上のような構成になっ
ているので、透水性を大きくすることにより、上記間隙
水圧の消散を図ろうとする場合には、砕石杭の増設を余
儀なくされるため、コストがかさむとともに、施工工数
が多くなり、さらに作業性が悪くなるなどの問題点があ
った。However, since conventional crushed stone piles have the above-mentioned configuration, if you try to dissipate the pore water pressure by increasing water permeability, you will be forced to install more crushed stone piles, which will increase the cost. There were problems such as bulkiness, increased construction man-hours, and poor workability.
この発明はかかる従来の問題点を解決するためになされ
たものであり、杭を２重構造にすることによって、目詰
まりを生じにくくするとともに、通水効果を高めるよう
にし、さらに、これを簡単かつ経済的に施工できるグラ
ベルドレーン杭およびその施工方法を提供することを目
的とする。This invention was made in order to solve such conventional problems, and by making the piles have a double structure, it is difficult to cause clogging, and the water flow effect is enhanced. The object of the present invention is to provide a gravel drain pile that can be constructed economically and a method for constructing the same.
この発明にかかるグラベルドレーン杭は、地盤を削孔し
た中に多孔質性チューブを設置し、この多孔性質チュー
ブと上記削孔の内周面との間に、砕石を充填した杭構造
としたものであり、また、この発明にかかるグラベルド
レーン杭の施工方法は、杭打ち機によりケーシングオー
ガを回転させがら地盤中に貫入し、この貫入作業に前後
して、上記ケーシングオーガ内に収容した多孔質性チュ
ーブと、このケーシングオーガまたは削孔の内周面との
間に砕石を投入しながら、上記ケーシングオーガを反転
して、これを地盤中から引き抜き、上記多孔質性チュー
ブと砕石とを削孔内に残置するようにしたものである。The gravel drain pile according to the present invention has a pile structure in which a porous tube is installed in a hole drilled in the ground, and crushed stone is filled between the porous tube and the inner peripheral surface of the hole. In addition, in the method for constructing gravel drain piles according to the present invention, a pile driver penetrates into the ground while rotating a casing auger, and before and after this penetration work, a porous pile housed in the casing auger is While putting crushed stone between the porous tube and the casing auger or the inner peripheral surface of the hole drilling, the casing auger is turned over and pulled out from the ground, and the porous tube and crushed stone are drilled. It was designed to remain inside.
この発明における砕石は、砂や細粒物質が内部に目詰ま
りして、透水性を劣化するのを抑えるとともに、多孔質
性チューブは上記砕石間を浸透してきた細粒物質がこれ
の内部に侵入するのを防止し、これによってこの内部に
侵入した水を開口−と端から迅速に放出できるようにし
、常時、間隙水圧の効率的な消散を図れるようにして、
地盤の液状化を防止している。The crushed stone in this invention prevents sand and fine grain materials from clogging the inside and deteriorating water permeability, and the porous tube allows fine grain materials that have penetrated between the crushed stones to enter into the tube. This allows water that has entered the interior to be quickly released from the openings and ends, and to ensure efficient dissipation of pore water pressure at all times.
Prevents ground liquefaction.
また、この発明におけるケーシングオーガの回転による
地盤への貫入は、掘削孔の形成およびその掘削孔への多
孔質性チューブの収容を容易かつ迅速に行わしめ、一方
、上記ケーシングオーガの逆転による引き抜き時などに
、上記多孔質性チューブの外周に砕石を連続的に投入す
ることにより、グラベルドレーン杭の施工を迅速かつ容
易に行えるようにする。Further, the penetration into the ground by the rotation of the casing auger in the present invention facilitates and quickly forms a borehole and accommodates the porous tube in the borehole, while the reversal of the casing auger allows the porous tube to be inserted into the ground easily and quickly. By continuously introducing crushed stone around the outer periphery of the porous tube, gravel drain piles can be constructed quickly and easily.
以下に、この発明の一実施例を図について説明する。第
１図はこの発明におけるグラベルドレーン杭の縦断面図
、第２図は同じく横断面図である。An embodiment of the present invention will be described below with reference to the drawings. FIG. 1 is a longitudinal cross-sectional view of a gravel drain pile according to the present invention, and FIG. 2 is a cross-sectional view thereof.
同図において、１は地盤２に垂直に形成した削孔であり
、この削孔１の中心部には、高密度のポリエステルなど
からなり、砕石が入らない径の開孔を持った。多孔質性
チューブとしてのフレキシブルチューブ３が設置され、
このフレキシブルチューブ３の外周側の間隙に、比較的
粒度の大きい粗目の砕石４が充填されている。なお、砕
石４の外周には、必要に応じて麻や樹脂などからなる透
水性の袋を削孔１の円周に密着して設けることにより、
細粒物質の砕石４層における目詰まりを防止することが
できる。また、図示しないが、上記フレキシブルチュー
ブ３として比較的強度が小さい材料を使う場合には、こ
の中に、粒度の大きい玉石を所定の深さまで挿入して、
そのフレキシブルチューブ３のつぶれを防止することが
望ましい。In the figure, reference numeral 1 denotes a drill hole formed perpendicularly to the ground 2, and the center of the drill hole 1 is made of high-density polyester or the like and has a diameter that does not allow crushed stone to enter. A flexible tube 3 as a porous tube is installed,
The gap on the outer peripheral side of the flexible tube 3 is filled with coarse crushed stone 4 having a relatively large particle size. In addition, by providing a water-permeable bag made of hemp, resin, etc. on the outer periphery of the crushed stone 4 in close contact with the circumference of the drilled hole 1, if necessary,
It is possible to prevent clogging in the four layers of crushed stone made of fine-grained material. Although not shown, when using a material with relatively low strength as the flexible tube 3, a cobblestone with a large particle size is inserted into the flexible tube 3 to a predetermined depth.
It is desirable to prevent the flexible tube 3 from collapsing.
このような構成からなるグラベルドレーン杭では、液状
化する地盤の土砂が、間隙水圧を受けて流動する際には
、外側の砕石４の各砕石間に、これらよりも小さい間隙
を残して土砂がこれらに係止し、かつこの砕石間に目詰
まりを生じることがないように、水のみを内部へ浸透さ
せる。また、フレキシブルチューブ３は、上記の浸透し
てくる水を内部に取り込んで、地上への導出を可能にす
る。従って、上記砕石４層の各砕石間およびフレキシブ
ルチューブ３の通孔間に間隙水圧を消散するに十分な間
隙が常時確保され、従って、透水性が良好となり、この
透水性が改善された分、グラベルドレーン杭の施工本数
が低減され、さらに杭径の縮小が図れ、施工コストを大
幅に低減できることになる。In the gravel drain pile having such a configuration, when the soil in the liquefied ground flows under pore water pressure, the soil leaves smaller gaps between the crushed stones of the outer crushed stones 4. Only water is allowed to permeate into the interior so that it is locked into these and does not cause clogging between the crushed stones. Further, the flexible tube 3 takes the permeating water into the interior and allows it to be discharged to the ground. Therefore, sufficient gaps to dissipate pore water pressure are always ensured between each of the crushed stones in the four layers of crushed stones and between the holes of the flexible tube 3, and therefore, water permeability is improved. The number of gravel drain piles to be constructed is reduced, the diameter of the piles can be further reduced, and construction costs can be significantly reduced.
第３図はこの発明のグラベルドレーン杭の施工方法を示
す工程図である。まず、構成について説明すると、１１
はケーシングオーガである。このケーシングオーガ１１
は、全体として筒状をなすケーシングの外周に螺旋状の
切削刃を有し、下端には開閉自在の沓１２が設けられて
いる。また、１３はケーシングオーガ１１内に外部から
導入されたワイヤロープで、このワイヤロープ１３の下
端には、後述のフレキシブルチューブ３の上端に被せて
、これを保持する蓋１４が取付けられている。また、ケ
ーシングオーガ１１の開口上端には。FIG. 3 is a process diagram showing the method for constructing gravel drain piles of the present invention. First, to explain the configuration, 11
is a casing auger. This casing auger 11
The casing has a cylindrical shape as a whole and has a spiral cutting blade on the outer periphery, and a shoe 12 that can be opened and closed is provided at the lower end. A wire rope 13 is introduced into the casing auger 11 from the outside, and a lid 14 is attached to the lower end of the wire rope 13 to cover and hold the upper end of a flexible tube 3, which will be described later. Also, at the upper end of the opening of the casing auger 11.
砕石を投入するためのシュート１５が配設されている。A chute 15 for charging crushed stone is provided.
なお、ケーシングオーガ１１は図示しないモータなどの
杭打ち機によって１回転駆動されるようになっている。The casing auger 11 is driven one rotation by a pile driver such as a motor (not shown).
そこで、グラベルドレーン杭を施工するには、まず、ケ
ーシングオーガ１１を、第３図（ａ）に示すように建て
込む。すなわち、このケーシングオーガ１１をワイヤロ
ープ（図示しない）などによって、地上の所定高さに吊
り上げて、垂直に保持する。次に、このケーシングオー
ガ１１内に吊り下げたワイヤロープ１３を、そのケーシ
ングオーガ１１の開口下端から引き出して、そのワイヤ
ロープ１３下端の蓋１４を、第３図（ｂ）に示すように
、別途に地盤２上にＭ！！置したフレキシブルチューブ
３の上端に係止する。次に、このワイヤロープ１３をモ
ータなどによって引き上げていき。Therefore, in order to construct the gravel drain pile, first, the casing auger 11 is installed as shown in FIG. 3(a). That is, the casing auger 11 is lifted to a predetermined height above the ground using a wire rope (not shown) and held vertically. Next, the wire rope 13 suspended within the casing auger 11 is pulled out from the lower end of the opening of the casing auger 11, and the lid 14 at the lower end of the wire rope 13 is separately removed as shown in FIG. 3(b). M on the ground 2! ! It is locked to the upper end of the flexible tube 3 placed there. Next, this wire rope 13 is pulled up by a motor or the like.
そのフレキシブルチューブ３を所定の高さに保持する。The flexible tube 3 is held at a predetermined height.
このとき、フレキシブルチューブ３の下端がケーシング
オーガ１１内に十分に収まるようにする。この場合、フ
レキシブルチューブ３の外側に同心円状に透水性の袋５
を収めておくこともできる。続いて、ケーシングオーガ
１１の下端にある沓１２を閉じ、上記図示しないワイヤ
ロープを緩めて沓１２をｊｌｉｌ！２の表面に、第３図
（Ｑ）に示すように衝き当てる。続いて、上記モータを
駆動して、ケーシングオーガ１１を回転する。このため
、螺旋状の切削刃は地盤２内に順次喰い込みながら、そ
の螺旋状の切削刃上面に沿って土砂をすくい上げ、削孔
１を形成していく。このようにして、ケーシングオーガ
１１の地盤２への貫入度合いが、第３図（ｄ）に示すよ
うに最終深度に達した場合には、今度は、ケーシングオ
ーガ１１の引き抜きを行う。このとき、フレキシブルチ
ューブ３及び必要によって入れた透水性の袋５はそのま
まにしておく。そこで、上記モータを逆転させるととも
に、第３図（ｅ）に示すように、上記シュート１５から
砕石４をケーシングオーガ１１とフレキシブルチューブ
３との間に落し込む。なお。At this time, ensure that the lower end of the flexible tube 3 is sufficiently accommodated within the casing auger 11. In this case, a water permeable bag 5 is placed concentrically outside the flexible tube 3.
You can also store it. Next, close the shoe 12 at the lower end of the casing auger 11, loosen the wire rope (not shown), and close the shoe 12! 2, as shown in FIG. 3 (Q). Subsequently, the motor is driven to rotate the casing auger 11. Therefore, the spiral cutting blade gradually bites into the ground 2, scoops up earth and sand along the upper surface of the spiral cutting blade, and forms the drilled hole 1. In this way, when the degree of penetration of the casing auger 11 into the ground 2 reaches the final depth as shown in FIG. 3(d), the casing auger 11 is then pulled out. At this time, the flexible tube 3 and the water-permeable bag 5 placed therein are left as they are. Then, the motor is reversed, and crushed stone 4 is dropped from the chute 15 between the casing auger 11 and the flexible tube 3, as shown in FIG. 3(e). In addition.
このケーシングオーガ１１−の引き抜きの際には。When pulling out this casing auger 11-.
沓１２を開放しておく。すると、落し込まれた上記砕石
４は、削孔１の底部、および上記フレキシブルチューブ
３と削孔１の内周面との間に、順次充填されていく。そ
して、ケーシングオーガ１１が、第３図に示すように、
完全に地盤２からはなれた後も、フレキシブルチューブ
３を砕石４とともに地盤２内にとどまらせ、これらの砕
石４とフレキシブルチューブ３との２重構造になるグラ
ベルドレーン杭を、地盤２内に建て込む。なお、この後
は、Ｍ１４をフレキシブルチューブ３がら取り外す。そ
して他の部位におけるクラベルドレーン杭の建て込みが
、同様の手順にて繰り返し実行される。Leave shoe 12 open. Then, the fallen crushed stone 4 is sequentially filled into the bottom of the drilled hole 1 and between the flexible tube 3 and the inner peripheral surface of the drilled hole 1. Then, as shown in FIG. 3, the casing auger 11
Even after the flexible tube 3 is completely separated from the ground 2, it remains in the ground 2 together with the crushed stones 4, and a gravel drain pile with a double structure of the crushed stones 4 and the flexible tube 3 is built in the ground 2. . Note that after this, M14 is removed from the flexible tube 3. The installation of clavel drain piles at other locations is then repeated in the same manner.
この場合において、上記フレキシブルチューブ３及び必
要によっては透水性の袋５は、上記のようにケーシング
オーガ１１の地盤２内への建て込み前に、そのケーシン
グオーガ１１に収容するほか、第３図（ｄ）のように、
ケーシングオーガ１１を地盤２内に建て込んだ後に、こ
のケーシングオーガ１１内に収容するようにしてもよく
、上記実施例と同様の効果を奏する。In this case, the flexible tube 3 and, if necessary, the water-permeable bag 5 are housed in the casing auger 11 before the casing auger 11 is erected into the ground 2 as described above. d) as in
The casing auger 11 may be housed in the casing auger 11 after it is built into the ground 2, and the same effects as in the above embodiment can be obtained.
なお、砕石４は第３図（ｃ）に示す段階で、シュート１
５を通じてケーシングオーガ１１内に収容しておくこと
もできる。また、第３図（ｆ）に示すように、この発明
ではケーシングオーガ１１の引き抜き後に、フレキシブ
ルチューブ３内に玉石を充填する場合もある。Note that the crushed stone 4 is placed in the chute 1 at the stage shown in Fig. 3(c).
It can also be accommodated in the casing auger 11 through the casing auger 5. Further, as shown in FIG. 3(f), in the present invention, after the casing auger 11 is pulled out, the flexible tube 3 may be filled with cobblestones.
以上のように、この発明によれば地盤に掘削した削孔内
に多孔質性チューブを設置し、この多孔質性チューブと
上記削孔の内周面との間に、砕石を充填したので、液状
化する地盤の土砂が砕石や多孔質性チューブに目詰まり
するのを防止しながら、透水性を向上させ、これによっ
て地震時に生じる間隙水圧の消散を、効果的に行わせる
ことができる。As described above, according to the present invention, a porous tube is installed in a hole drilled in the ground, and crushed stone is filled between the porous tube and the inner peripheral surface of the hole. While preventing liquefied earth and sand from clogging crushed stones and porous tubes, it improves water permeability, making it possible to effectively dissipate pore water pressure that occurs during earthquakes.
また、この発明によれば、杭打ち機によりケーシングオ
ーガを回転させがら、これを地盤中に貫入し、この貫入
作業に前後して、上記ケーシングオーガ内に収容した多
孔質性チューブと、このケーシングオーガまたは削孔の
内周面との間に砕石を投入しながら、上記ケーシングオ
ーガを反転して地盤中から引き抜き、上記多孔質性チュ
ーブと砕石とを削孔内に残量するようにしたので、ケー
シングオーガによる削孔の形成およびこの削孔内におけ
る砕石層の形成、多孔質性チューブの設置を、上記ケー
シングオーガの一往復動作にて容易に実施でき、グラベ
ルドレーン杭の打ち込みを効率的に行うことができると
ともに、その杭の打ち込み施工期間を、従来に比し短縮
できるほか、施工コストの軽減に寄与できる。さらに、
この発明のグラベルドレーン杭は、削孔の内周面と砕石
との間に透水性の袋を設けて、地盤からの細かい土砂に
より砕石内の口塞りを防止して杭の耐久性を保持するよ
うにすると共に、多孔質性チューブ内に玉石を充填する
ことにより杭の保形を十分ならしめるようにしている。Further, according to the present invention, the casing auger is rotated by a pile driver and penetrates into the ground, and before and after this penetrating operation, the porous tube accommodated in the casing auger and the casing auger are inserted into the ground. While putting crushed stone between the auger and the inner peripheral surface of the hole, the casing auger is turned over and pulled out of the ground, leaving the porous tube and crushed stone in the hole. , the formation of a hole by the casing auger, the formation of a crushed stone layer within this hole, and the installation of a porous tube can be easily carried out with one reciprocating motion of the casing auger, making it possible to drive gravel drain piles efficiently. In addition, the period for driving the piles can be shortened compared to the conventional method, and it can also contribute to reducing construction costs. moreover,
The gravel drain pile of this invention maintains the durability of the pile by providing a water-permeable bag between the inner peripheral surface of the drilled hole and the crushed stone to prevent the mouth of the crushed stone from being blocked by fine earth and sand from the ground. At the same time, by filling the porous tube with boulders, the shape of the pile is maintained sufficiently.
第１図はこの発明にかかるグラベルドレーン杭の縦断面
図、第２図は同じく横断面図、第３図はグラベルドレー
ン杭の施工方法を示す工程図である。
１・・削孔、２・・地盤、３・・多孔質性チューブ、４
・・砕石、５・・透水性の袋、６・・玉石、１１・・ケ
ーシングオーガ。FIG. 1 is a longitudinal cross-sectional view of a gravel drain pile according to the present invention, FIG. 2 is a cross-sectional view thereof, and FIG. 3 is a process diagram showing a method of constructing a gravel drain pile. 1. Drilling, 2. Ground, 3. Porous tube, 4
... Crushed stone, 5. Permeable bag, 6. Cobblestone, 11. Casing auger.
Claims (1)
、この多孔質性チューブと上記削孔の内周面との間に砕
石を充填したグラベルドレーン杭。 ２）多孔質性チューブ内には玉石が充填されていること
を特徴とする請求項１記載のグラベルドレーン杭。 ３）削孔の内周面と砕石との間に透水性の袋を設けたこ
とを特徴とする請求項１記載のグラベルドレーン杭。 ４）杭打ち機によりケーシングオーガを回転させがら地
盤中に貫入し、この貫入作業に前後して上記ケーシング
オーガ内に収容した多孔質性チューブと、このケーシン
グオーガまたは削孔の内周面との間に砕石を投入しなが
ら、上記ケーシングオーガを反転して地盤中から引き抜
き、上記多孔質性チューブと砕石とを削孔内に残量する
ように施工するグラベルドレーン杭の施工方法。[Scope of Claims] 1) A gravel drain pile in which a porous tube is installed in a hole excavated in the ground, and crushed stone is filled between the porous tube and the inner peripheral surface of the hole. 2) The gravel drain pile according to claim 1, wherein the porous tube is filled with cobblestones. 3) The gravel drain pile according to claim 1, characterized in that a water-permeable bag is provided between the inner peripheral surface of the bored hole and the crushed stone. 4) Penetrate into the ground while rotating the casing auger with a pile driver, and before and after this penetration work, the porous tube accommodated in the casing auger and the inner circumferential surface of the casing auger or the drilled hole. A method of constructing a gravel drain pile, in which the casing auger is reversed and pulled out from the ground while crushed stone is thrown in between, and the porous tube and crushed stone are constructed so as to remain in the hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP18832688A JPH0238617A (en) | 1988-07-29 | 1988-07-29 | Gravel drain pile and execution thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP18832688A JPH0238617A (en) | 1988-07-29 | 1988-07-29 | Gravel drain pile and execution thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH0238617A true JPH0238617A (en) | 1990-02-08 |
Family
ID=16221649
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP18832688A Pending JPH0238617A (en) | 1988-07-29 | 1988-07-29 | Gravel drain pile and execution thereof |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0238617A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05125741A (en) * | 1991-05-28 | 1993-05-21 | Misawa Homes Co Ltd | Drainage structure of basement |
| JPH07158044A (en) * | 1993-12-09 | 1995-06-20 | Seiwa Kiko Kk | Sand ground liquefaction preventing work method |
| KR100438038B1 (en) * | 2002-03-14 | 2004-07-01 | 추중팔 | Concrete Pile Method Made of Drainage Stone Column |
| JP2012241385A (en) * | 2011-05-18 | 2012-12-10 | Penta Ocean Construction Co Ltd | Method of installing drain member for liquefaction countermeasures |
| CN104674802A (en) * | 2015-01-26 | 2015-06-03 | 重庆大学 | Prestressed gravel anchoring pile and landslide control construction method thereof |
| CN111893832A (en) * | 2020-08-13 | 2020-11-06 | 哈尔滨工业大学 | Composite roadbed structure of reinforced hot-melt pile/reinforced gravel pile in degraded permafrost region |
| JP2021134560A (en) * | 2020-02-27 | 2021-09-13 | 鹿島建設株式会社 | Installation method of drain material |
| JP2023112331A (en) * | 2022-02-01 | 2023-08-14 | 株式会社不動テトラ | Installation method of underground heat exchanger |
-
1988
- 1988-07-29 JP JP18832688A patent/JPH0238617A/en active Pending
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05125741A (en) * | 1991-05-28 | 1993-05-21 | Misawa Homes Co Ltd | Drainage structure of basement |
| JPH07158044A (en) * | 1993-12-09 | 1995-06-20 | Seiwa Kiko Kk | Sand ground liquefaction preventing work method |
| KR100438038B1 (en) * | 2002-03-14 | 2004-07-01 | 추중팔 | Concrete Pile Method Made of Drainage Stone Column |
| JP2012241385A (en) * | 2011-05-18 | 2012-12-10 | Penta Ocean Construction Co Ltd | Method of installing drain member for liquefaction countermeasures |
| CN104674802A (en) * | 2015-01-26 | 2015-06-03 | 重庆大学 | Prestressed gravel anchoring pile and landslide control construction method thereof |
| JP2021134560A (en) * | 2020-02-27 | 2021-09-13 | 鹿島建設株式会社 | Installation method of drain material |
| CN111893832A (en) * | 2020-08-13 | 2020-11-06 | 哈尔滨工业大学 | Composite roadbed structure of reinforced hot-melt pile/reinforced gravel pile in degraded permafrost region |
| CN111893832B (en) * | 2020-08-13 | 2022-03-15 | 哈尔滨工业大学 | Composite roadbed structure of reinforced hot-melt pile/reinforced gravel pile in degraded permafrost region |
| JP2023112331A (en) * | 2022-02-01 | 2023-08-14 | 株式会社不動テトラ | Installation method of underground heat exchanger |
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