JPS62296010A - Construction of foundation pile - Google Patents
Construction of foundation pileInfo
- Publication number
- JPS62296010A JPS62296010A JP13763786A JP13763786A JPS62296010A JP S62296010 A JPS62296010 A JP S62296010A JP 13763786 A JP13763786 A JP 13763786A JP 13763786 A JP13763786 A JP 13763786A JP S62296010 A JPS62296010 A JP S62296010A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- hole
- tip
- foundation pile
- injected
- 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.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims description 10
- 239000007788 liquid Substances 0.000 claims abstract description 20
- 238000005192 partition Methods 0.000 claims abstract description 4
- 238000009412 basement excavation Methods 0.000 claims description 33
- 238000005553 drilling Methods 0.000 claims description 19
- 239000012530 fluid Substances 0.000 claims description 6
- 238000000034 method Methods 0.000 abstract description 3
- 239000000243 solution Substances 0.000 description 16
- 239000000203 mixture Substances 0.000 description 15
- 238000010586 diagram Methods 0.000 description 10
- 239000000834 fixative Substances 0.000 description 10
- 238000002347 injection Methods 0.000 description 8
- 239000007924 injection Substances 0.000 description 8
- 239000004568 cement Substances 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000003756 stirring Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 235000013336 milk Nutrition 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
Description
【発明の詳細な説明】
３、発明の詳細な説明
〔産業上の利用分野〕
本発明は一基礎工事に於ける基礎杭の施工法に関するも
のであり、特に先端拡幅の基礎杭を使用した基礎工事の
基礎杭施工法に関するものである。[Detailed Description of the Invention] 3. Detailed Description of the Invention [Field of Industrial Application] The present invention relates to a method for constructing foundation piles in foundation work, and in particular to foundations using foundation piles with widened tips. This relates to foundation pile construction methods for construction work.
〔従来の技術及び発明が解決しようとする問題点〕従来
使用されている杭用固定液は、基礎杭が長く、且つ１周
辺地盤が軟弱で１強度の根固め液を杭頭まで充填する必
要がない場合に使用さ幻るものであるが、特にこの杭周
固定液は、杭の水平抵抗と摩擦力を確保するために使用
するものである。[Problems to be solved by the conventional technology and the invention] The fixing solution for piles that has been used in the past has long foundation piles, and the surrounding ground is soft, so it is necessary to fill the foundation pile up to the pile cap with one-strength foot hardening solution. This pile circumferential fixing fluid is especially used to ensure the horizontal resistance and frictional force of the pile, although it would be difficult to use it if there is no such liquid.
そして、最近支持力を増十目的で拡幅部と称せられる先
端拡幅の基礎杭が多用されている。更に。Recently, foundation piles with widened ends, called widened sections, have been frequently used to increase bearing capacity. Furthermore.
この基礎杭の摩擦力と水平力を増すために杭周固定液を
前記基礎杭の全長に用いられている。之を第９図に従っ
て詳述すれば、同図に於て掘削孔＋１）は、下端部の根
固め部（２）の孔径と同一に掘削されており、ここに富
配合の杭周固定液（３）が注入硬化されている。即ち、
先端拡幅の基礎杭（４）を使用する場合は、その掘削孔
（１１の径は拡幅部（４ａ）を基準とするため、該拡幅
部（４ａ）が大となわばなる程、掘削孔（１）の径は犬
となり、従って、当該基礎杭（４）の小径部と掘削孔（
１）の内径部との間隙が大となり。In order to increase the frictional force and horizontal force of this foundation pile, a pile circumference fixative is applied to the entire length of the foundation pile. To explain this in detail according to Figure 9, in the figure, the excavation hole +1) has been excavated to the same diameter as the foot protection part (2) at the lower end, and a rich mixture of pile circumference fixative is applied here. (3) is injection hardened. That is,
When using a foundation pile (4) with a widened tip, the diameter of the drilled hole (11 is based on the widened part (4a), so the larger the widened part (4a), the larger the diameter of the drilled hole (11) is. The diameter of 1) is dog, so the small diameter part of the foundation pile (4) and the excavation hole (
1) The gap with the inner diameter part becomes large.
それだけ、杭周固定？ｆｆｌ ＜３＞の使用量が増加し
、コスト高の原因となるのである。Is that all there is to fixing the pile circumference? This increases the amount of ffl<3> used and causes high costs.
この発明は、上記従来工法の欠陥に鑑み之を解決せんと
して提案せられたものであり、オーガ等の掘削具によっ
て地盤を所定深さまで掘削し、更に、該掘削孔の先端部
に拡大掘削孔を形成する。This invention was proposed in view of the above-mentioned deficiencies of the conventional construction method, and involves excavating the ground to a predetermined depth using an excavating tool such as an auger, and then forming an enlarged excavation hole at the tip of the excavation hole. form.
この拡大掘削孔は、掘削翼を拡大することによって拡大
掘削孔が掘削されろ。そして、この拡大掘削孔に先端根
固め液を注入し、該掘削具を引上げながら前記掘削孔に
貧配合杭周固定液を第一不動点近傍まで注入すると共に
、前記掘削具を掘削孔より引上げ、次いで先端拡幅の基
礎杭をその先端部を下方にして前記掘削孔内に挿入し、
掘削孔の先端拡大掘削孔の前記根固め液中に基礎杭の先
端拡幅部を挿入し、更に、前記第一不動点位置に隔壁が
位置できるよ’）ｔ／Ｃ，該隔壁を前記基礎杭に取付け
、この上面の前記掘削孔に富配合の杭周固定液を注入し
て夫々の固定液を硬化せしめ、地盤と一体化することを
特徴とする基礎杭施工法を提供せんとするものである。This enlarged drilling hole is drilled by enlarging the drilling blade. Then, a tip hardening solution is injected into this enlarged excavation hole, and while the excavation tool is being pulled up, a poorly mixed pile circumferential fixing solution is injected into the excavation hole up to the vicinity of the first fixed point, and at the same time, the excavation tool is pulled up from the excavation hole. , then inserting a foundation pile with a widened tip into the excavation hole with its tip facing downward;
Expanding the tip of the excavation hole Insert the widening tip of the foundation pile into the foot hardening solution of the excavation hole, and further position the bulkhead at the first fixed point position. The present invention aims to provide a foundation pile construction method characterized in that a richly mixed pile circumferential fixing solution is injected into the excavated hole on the upper surface of the pile, and each fixing solution is hardened and integrated with the ground. be.
本発明の基礎杭施工法に於ては、掘削孔先端部の拡大掘
削孔に於て、基礎杭の先端拡幅部が根固め液によって根
固めされることは当然であるが。In the foundation pile construction method of the present invention, it is a matter of course that in the enlarged excavation hole at the tip of the excavation hole, the widened part of the tip of the foundation pile is hardened with a hardening solution.
基礎杭に取付けられている隔壁が丁度第一不動点位置に
存在し、その上方部に於てのみ富配合で強度の大なる杭
周固定液を注入し、それより以深の部分には貧配合の低
強度の杭周固定液を用い、更に根固め部である拡大掘削
孔の上方部は小径の掘削孔に形成したため、セメント量
が減少すると共に、前記貧配合の杭周固定液使用に基づ
いてコストダウンとなり、更にこの基礎杭施工によって
水平力は充分に確保できるのである。The bulkhead attached to the foundation pile is located exactly at the first fixed point position, and a high-strength pile circumference fixative with a rich mixture is injected only in the upper part, and a poor mixture is injected into the deeper part. A low-strength pile circumferential fixative was used, and the upper part of the enlarged excavation hole, which is the foot hardening section, was formed into a small-diameter excavation hole, resulting in a reduction in the amount of cement. In addition to reducing costs, this foundation pile construction also ensures sufficient horizontal force.
以下１本発明の一実施例を別紙添附の第１図乃至第８図
に従って詳述する。第１図乃至第７図は本発明の施工の
順序を示すものである。先づ、第１図に於て、地盤１１
を掘削用ロッドａυを矢印のよ５に回転し乍ら、その下
端部に取付けである掘削ビット（１１ａ）及び掘削翼（
ｌｌｂ）を利用して掘進し、掘削孔Ｌ５を形成していく
。このとぎ前記ロッドａυは中空に形成され、この中空
部を介して下端近傍に設けられた噴出孔（ｌｌｃ）より
水を噴射し乍ら掘進するのである。更に前記ロッド旧）
ては所々に攪拌翼（ｌｌｄ）（ｌｌｄ）・・・が水平に
取付けられており、前記噴出孔（ｌｌｃ）より噴射され
る水と掘削土とが攪拌翼（ｌｌｄ）（ｌｌｄ）・・によ
って混合攪拌され乍ら前記掘削孔叩が形成されるのであ
る。そして、第２図に示すように、前記掘削孔口ｚが一
定の深さまで達したとぎは、前記掘削ｊ！！ （ｌｌｂ
）を従来公知の方法等によって拡開し、ロッド（１１１
を回転して前記掘削孔（１２１の下端部に拡大掘削孔（
１２ａ）を形成するのである。この実施例図の場合は、
第１図に於ては小径の掘削孔ａ２を掘削し、第２図のＸ
点に達したとぎ、ロッドａＤを矢印のように逆回転させ
ることにより下方の掘削翼（ｌｌｂ）は略水平状に拡開
し乍ら地盤を掘削し、第２図のように拡大掘削孔（１ｋ
）を形成するのである。An embodiment of the present invention will be described below in detail with reference to FIGS. 1 to 8 attached hereto. 1 to 7 show the order of construction of the present invention. First, in Figure 1, ground 11
While rotating the drilling rod aυ in the direction of the arrow 5, remove the drilling bit (11a) and drilling blade (11a) attached to its lower end.
llb) to form the excavated hole L5. The rod aυ is formed hollow, and excavates while injecting water from a spout hole (llc) provided near the lower end through the hollow portion. In addition, the above rod is old)
In some places, stirring blades (lld) (lld)... are installed horizontally, and the water and excavated soil injected from the spout hole (llc) are mixed by the stirring blades (lld) (lld)... The bore hole is formed while being mixed and agitated. As shown in FIG. 2, when the excavation hole mouth z reaches a certain depth, the excavation j! ! (llb
) is expanded by a conventionally known method, etc., and the rod (111
Rotate the hole to enlarge the bottom end of the hole (121).
12a). In the case of this example diagram,
In Figure 1, a small diameter borehole a2 is drilled, and
When the point is reached, by rotating the rod aD in the opposite direction as shown by the arrow, the lower drilling blade (llb) expands almost horizontally and excavates the ground, creating an enlarged drilling hole (as shown in Fig. 2). 1k
).
このように拡大掘削孔（１２ａ）を掘削したときは、前
記噴出孔（１１Ｃ）からの噴水を中止し、この噴出孔（
１１ｃ）より先端根固め液（ＩＪを該拡大掘削孔（１２
ａ）内に注入する。この先端根固め液（１（は主として
コンクＩ］−トセメントミルク等強度の大なるものが使
用される。斯くして、拡大掘削孔（１ｋ）の中に先端根
固め液ａ３が注入され短径、前記噴出孔（Ｔｉｃ）より
の前記先端根固め液ｑＪの注出をやめ、之に代って貧配
合の低強度杭周固定液αイ）を前記掘削孔０ｚに注入す
る。When the enlarged drilling hole (12a) is excavated in this way, the fountain from the spout hole (11C) is stopped, and the water fountain from the spout hole (11C) is stopped.
11c), add the tip hardening solution (IJ) to the enlarged drilling hole (12c).
a) Inject into. A strong material such as cement milk or the like is used for this tip hardening solution (1 (mainly Conc. The injection of the tip hardening liquid qJ from the spout hole (Tic) is stopped, and instead, a low-strength pile circumferential fixing liquid αa) with a poor blend is injected into the excavation hole 0z.
この注入量は該貧配合の杭周固定液０４）が基礎杭０９
と地盤Ｑｒｉとの間の前記掘削孔Ｉ′１２１内にあって
、該掘削孔ｎ２に挿入される基礎杭（Ｉ９の第−不動点
間と前記拡大掘削孔（１２ａ）の上面であるＸ点までの
長さに充填できる程度の量である。勿論、ロッドＱ１１
は前記貧配合杭周固定液（１４を注入し乍ら地盤αＱの
上方に引抜かれる。そして、第５図に示すように、前記
掘削孔Ｏ３の上方より先端拡幅基礎杭（１５１を、先端
拡幅部（１５ａ）を下方にして挿入する。斯くして第６
図に示すように、基礎杭（′１９は掘削孔（１ｚの中に
挿入され、その先端拡幅部（１５ａχま掘削孔（１３の
下端部の拡大掘削孔（１２ａ）に注入しである根固め液
０３の中に挿入される。このとぎ該基礎杭０５１の上方
部には、丁度第一不動点（Ｙ点）位置【隔壁ｑθが取付
けられている。この隔壁（１６１の材質形状等は特定せ
らるべきではない。例えば、第８図（イ）（ロ）（ハ）
に示すようなもの、その他種々の形状のものが考えられ
る。This injection amount is the same as that of the foundation pile 09.
The foundation pile located in the excavated hole I'121 between the ground Qri and the ground Qri and inserted into the excavated hole n2 (point X, which is between the fixed point I9 and the upper surface of the enlarged excavated hole (12a) This amount is enough to fill the length of the rod Q11.
is pulled out above the ground αQ while injecting the poor mix pile circumferential fixing fluid (14).Then, as shown in FIG. Insert with the part (15a) facing downward.In this way, the sixth
As shown in the figure, the foundation pile ('19) is inserted into the excavated hole (1z), and its tip widened part (15aχ) is injected into the enlarged excavated hole (12a) at the lower end of the excavated hole (13). It is inserted into the liquid 03.At this point, a bulkhead qθ is attached to the upper part of the foundation pile 051 at the first fixed point (point Y).The material and shape of this bulkhead 161 are specified. For example, Figure 8 (a), (b), and (c).
It is possible to use the one shown in the figure below, as well as other various shapes.
そして、該簗６図に示すように、この隔壁（１６１の上
面に強度の高い富配合杭周固定液０Ｄを注入寸ろのであ
る。なお、他の例として、第−不動点以閑に注入した貧
配合の杭周固定液は抗自重により地上附近まで上昇した
場合を非定したもので、この場合はセメント注入機０８
によって前記貧配合の杭周固定液Ｑ４）の中にセメント
を補充し、之を混合攪拌したものである。斯くして、所
定時間を経過すれば、前記先端根固め液（１３及び貧配
合杭周固定液ａ４及び富配合杭周固定液（１ηは硬化し
て地盤αＱと一体化するのである。Then, as shown in Figure 6, a high-strength rich compound pile circumferential fixing solution 0D is injected onto the top surface of this partition wall (161). The pile circumferential fixing liquid with a poor mix is unspecified for the case where it rises to near the ground due to its own weight, and in this case, the cement injection machine 08
Cement was replenished into the poorly mixed pile circumference fixing solution Q4), and the mixture was mixed and stirred. In this way, after a predetermined period of time has elapsed, the tip root hardening solution (13), the poor blend pile circumference fixing solution a4, and the rich blend pile circumference fixing solution (1η) harden and become integrated with the ground αQ.
この発明の実施例に於てはオーガーその他の掘削具によ
って地盤０Ｉが掘削せられる。このとき。In an embodiment of the invention, the ground 0I is excavated by an auger or other excavating tool. At this time.
掘削された土と噴出孔（ｌｌｃ）からの噴射水とがロッ
ド圓の所々に取付けられている攪拌翼（１１ｄＸ１１ｄ
）・・・によって借拌混合さ名乍ら堀進さ七る。この尚
初の掘進は、ロッド口Ｄの先端に取付けられている掘削
翼（１１ｂ３（１１ｂ）・・・が−第一段階に於ける掘
削孔Ｏ２の掘進時は第１図矢印のように時計方向に回転
しているが、所定位置のＸ点に於て孔径を拡大して拡大
掘削を為すのである。このときは、第２図に示すように
ロッドｎｔ＋は反時計方向に回転せられる。The excavated soil and the water jetted from the spout hole (llc) are mixed with stirring blades (11d
)...Borrowed and mixed by Naohara Susumu Hori. During this first excavation, the excavation blades (11b3 (11b)...) attached to the tip of the rod mouth D move clockwise as shown by the arrow in Fig. 1 when excavating the excavation hole O2 in the first stage. The rod nt+ is rotated in the counterclockwise direction, but the diameter of the hole is enlarged at a predetermined point X to perform enlarged excavation.At this time, the rod nt+ is rotated counterclockwise as shown in FIG.
然るときは、前記堀削翼（＋１ｂＫ１１ｂ）・・・は水
平方何に遠心回動じて当該地盤αＱを掘削し、ここに拡
大掘削孔（１２ａ）を形成できる。即ち、この拡大掘削
孔（１２ａ）の孔径はその上方の掘削孔鰻より大径であ
り、この大径部の拡大掘削孔（１２ａ）のみに先端根固
め液が注入され、その上方は基礎杭０９の水平力の確保
に必要な地表から第一不動点（Ｙまでの部分に富配合で
強度の大なる杭周固足ａａ力を注入し、該第−不動点（
Ｙｌ以深には低強度の杭周固定ｉα４が注入されている
。従って、前記先端根固め液０３）の上方は掘削孔Ｑ３
が拡大掘削孔（１２ａ）より小径に形成され、且つ、前
記のように第一不動点■）以深は貧配合杭周固定液Ｉを
用いているので、セメント量が極度に節約になる。これ
にも拘らず、第一不動点（２）までは強度の高い富配合
固定液ｒ１′７）を用いているので、基礎杭止の水平力
は十分に確保できるのである。In such a case, the digging blades (+1bK11b)... can be centrifugally rotated horizontally to excavate the ground αQ to form an enlarged excavation hole (12a) there. That is, the hole diameter of this enlarged drill hole (12a) is larger than that of the drill hole above it, and the tip hardening solution is injected only into this large diameter enlarged drill hole (12a), and above it is the foundation pile. Inject a strong and strong pile circumference aa force from the ground surface to the first fixed point (Y) necessary to secure the horizontal force of 09, and then
A low-strength pile circumferential fixed iα4 is injected deeper than Yl. Therefore, the area above the tip root hardening liquid 03) is the excavation hole Q3.
is formed to have a smaller diameter than the enlarged excavation hole (12a), and as described above, the poorly mixed pile circumferential fixing fluid I is used in the depths below the first fixed point (2), so the amount of cement is extremely saved. Despite this, since the high-strength, richly mixed fixative liquid r1'7) is used up to the first fixed point (2), the horizontal force for anchoring the foundation pile can be sufficiently secured.
この発明によって、水平力の確保に必要な地表から第一
不動点までの部分には富配合で強度の犬なる杭周固定液
を注入し、それ以深の部分には貧配合の低強度杭周固定
液を用いるので、この部分のセメント量！減少させるこ
とができると共に。With this invention, a high-strength pile circumference fixing liquid with a rich mixture is injected into the area from the ground surface to the first fixed point, which is necessary to ensure horizontal force, and a low-strength pile circumference fixative with a poor mixture is injected into the deeper areas. Since a fixative is used, the amount of cement in this part! as well as can be reduced.
掘削孔の孔径は拡大掘削孔の孔径より小径に形成され、
その径の差分だけの杭周固定液の使用も節減でき、極め
てコストダウンに寄与でさると共に。The diameter of the drilled hole is smaller than that of the enlarged drilled hole,
The use of fixing fluid for the pile circumference can be reduced by the difference in diameter, which greatly contributes to cost reduction.
先端根固め部分及び地表から第一不動点までの部分は強
度の高い富配合固定液が利用されるため。This is because a high-strength rich-mixture fixative is used for the tip hardening part and the part from the ground surface to the first fixed point.
基礎杭の水平力は十分に確保でざるのである。The horizontal force of the foundation piles cannot be ensured sufficiently.
図中＠１図乃至第８図は本発明の一実症例を示し、第１
図の第一段階の掘削状態を示す解説図。
第２図は拡大掘削孔の掘削状慇を示す解説図、第３図は
根固め液の注入状態を示す解説図、第４図は貧配合杭周
固定液の注入状態を示す解説図、第５図は基礎杭の挿入
状態を示す解説図、第６図は富配合杭周固定液の注入状
態を示寸解説図、第７図は該富配合杭周固定液を更に富
配合にするためにセメントを注入して混合攪拌している
状態を示す解説図である。第９図は従来型の工法を示す
解説図である。
符号説明
（１〔・・・・・・地盤 αＤ・・・・・・
ロッド（ｌｌａ）・・・掘削ピッ） （ｌｌｂ）
・・・掘削翼（ｌｌｃ）・・・噴出孔 α２・
・・・・・掘削孔（１２ａ）・・・拡大掘削孔 ａ
３・・・・・・先端根固め液ａ４・・・・・・貧配合杭
周固定液 （１５１・・・・・・基礎杭ａ６１・・・・
・・隔壁
第７図 ゛ 第８図Figures 1 to 8 show actual cases of the present invention;
An explanatory diagram showing the state of excavation in the first stage of the figure. Figure 2 is an explanatory diagram showing the excavation condition of the enlarged excavation hole, Figure 3 is an explanatory diagram showing the injection status of foot hardening liquid, Figure 4 is an explanatory diagram showing the injection status of poor mix pile circumference fixing liquid, Figure 5 is an explanatory diagram showing the state of insertion of foundation piles, Figure 6 is an explanatory diagram showing the injection status of the rich mixture pile circumference fixative, and Figure 7 is an explanatory diagram showing the injection status of the rich mixture pile circumference fixative. It is an explanatory diagram showing a state where cement is injected and mixed and stirred. Figure 9 is an explanatory diagram showing the conventional construction method. Code explanation (1 [... Ground αD...
Rod (lla)...Drilling pit) (llb)
...Drilling wing (llc)...Blowout hole α2・
...Drilling hole (12a)...Enlarged drilling hole a
3...Tip root hardening liquid a4...Poor combination pile circumference fixing liquid (151...Foundation pile a61...
... Bulkhead Figure 7 ゛ Figure 8
Claims (1)
孔の先端部に拡大掘削孔を形成し、この拡大掘削孔に先
端根固め液を注入し、該掘削具を引上げながら前記掘削
孔に貧配合杭周固定液を第一不動点近傍まで注入すると
共に、前記掘削具を掘削孔より引上げ、次いで先端拡幅
の基礎杭をその先端部を下方にして前記掘削孔内に挿入
し、掘削孔の先端拡大掘削孔の前記先端根固め液中に基
礎杭の先端拡幅部を挿入し、更に前記第一不動点位置に
隔壁が位置できるように該隔壁を前記基礎杭に取付け、
この上面の前記掘削孔に富配合の杭周固定液を注入して
夫々の固定液を硬化せしめ、地盤と一体化することを特
徴とする基礎杭の施工法。The ground is excavated to a predetermined depth with a drilling tool, an enlarged drilling hole is formed at the tip of the drilling hole, a tip hardening solution is injected into the enlarged drilling hole, and the drilling tool is pulled up to drill into the drilling hole. Inject a poorly mixed pile circumferential fixing liquid up to the vicinity of the first fixed point, pull up the excavation tool from the excavation hole, then insert the foundation pile with its tip widened into the excavation hole with its tip downward, and excavate. Inserting the widening end portion of the foundation pile into the tip hardening solution of the hole tip expansion excavation hole, and further attaching the partition wall to the foundation pile so that the partition wall can be located at the first fixed point position,
A foundation pile construction method characterized by injecting richly mixed pile circumferential fixing fluids into the excavated holes on the upper surface to harden each fixing fluid and integrate it with the ground.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP13763786A JPS62296010A (en) | 1986-06-13 | 1986-06-13 | Construction of foundation pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP13763786A JPS62296010A (en) | 1986-06-13 | 1986-06-13 | Construction of foundation pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62296010A true JPS62296010A (en) | 1987-12-23 |
| JPH0575848B2 JPH0575848B2 (en) | 1993-10-21 |
Family
ID=15203294
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP13763786A Granted JPS62296010A (en) | 1986-06-13 | 1986-06-13 | Construction of foundation pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS62296010A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105696587A (en) * | 2016-03-10 | 2016-06-22 | 李会修 | Herringbone pile and rhombus pile V-shaped joint equipment |
-
1986
- 1986-06-13 JP JP13763786A patent/JPS62296010A/en active Granted
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105696587A (en) * | 2016-03-10 | 2016-06-22 | 李会修 | Herringbone pile and rhombus pile V-shaped joint equipment |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0575848B2 (en) | 1993-10-21 |
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