JPH0458848B2 - - Google Patents
Info
- Publication number
- JPH0458848B2 JPH0458848B2 JP62149823A JP14982387A JPH0458848B2 JP H0458848 B2 JPH0458848 B2 JP H0458848B2 JP 62149823 A JP62149823 A JP 62149823A JP 14982387 A JP14982387 A JP 14982387A JP H0458848 B2 JPH0458848 B2 JP H0458848B2
- Authority
- JP
- Japan
- Prior art keywords
- ground
- pile
- place concrete
- constructed
- excavated
- 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.)
- Expired - Lifetime
Links
- 238000000034 method Methods 0.000 claims description 17
- 238000010276 construction Methods 0.000 claims description 15
- 239000002689 soil Substances 0.000 claims description 14
- 239000004568 cement Substances 0.000 claims description 11
- 239000002002 slurry Substances 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 4
- 238000003756 stirring Methods 0.000 claims description 4
- 239000007787 solid Substances 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 description 14
- 230000000694 effects Effects 0.000 description 5
- 238000005553 drilling Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000009835 boiling Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000002301 combined effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000004898 kneading Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000002250 progressing effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Description
【発明の詳細な説明】
産業上の利用分野
この発明は、現場で築造される場所打ちコンク
リート杭の施工法に係り、さらにいえば、杭が築
造される地盤を予め改良施工して掘削に伴う緩み
の弊害を解消し大きな杭支持力を生じさせるよう
に工夫した、高耐力場所打ちコンクリート杭の施
工法に関する。[Detailed Description of the Invention] Industrial Application Field The present invention relates to a method for constructing cast-in-place concrete piles that are constructed on-site, and more particularly, to improving the ground on which the piles will be constructed in advance to accommodate excavation. This article relates to a construction method for high-strength cast-in-place concrete piles that has been devised to eliminate the adverse effects of loosening and generate large pile bearing capacity.
従来の技術
(1) 場所打ちコンクリート杭の施工法に関して
は、高耐力化を図るためにこれまでスライムの
除去法やコンクリート打設技術、掘削泥水の管
理などに数多くの改善、工夫がなされ、大きく
進歩して信頼性の高いものになつてきている。Conventional technology (1) Regarding the construction method of cast-in-place concrete piles, many improvements and innovations have been made to increase the strength of the cast-in-place concrete piles, including slime removal methods, concrete pouring techniques, and the management of drilling mud. It is progressing and becoming more reliable.
しかし、削孔に伴なう地盤の緩みに伴なう杭
支持力の低下防止の技術に関しては、依然とし
て泥水によりボイリングを防止する程度のこと
に止まつている。ちなみに第４図のように地盤
１に杭孔２を掘削した場合、その周辺は点線で
指示した領域の地盤が緩むのである。図中３は
泥水である。 However, the technology for preventing the decline in pile bearing capacity due to the loosening of the ground that occurs during drilling is still limited to preventing boiling caused by muddy water. By the way, when a pile hole 2 is excavated in the ground 1 as shown in Fig. 4, the ground around it becomes loose in the area indicated by the dotted line. 3 in the figure is muddy water.
(2) 上述した地盤の緩みに対する改善策として、
特公昭55−50132号、特公昭56−4685号、特公
昭60−58335号公報にそれぞれ記載された杭先
端処理法は、削孔した杭孔中へ、先端にシユー
ブロツクを付設した既製管状体を挿入し、まず
前記シユーブロツクを押し込んで掘削孔底の先
端地盤を締固め、しかる後にシユーブロツクの
上に凝固材料を打設して杭支持力を増強させる
ようにした点が注目される。(2) As an improvement measure for the loosening of the ground mentioned above,
The pile tip treatment method described in Japanese Patent Publication No. 55-50132, Japanese Patent Publication No. 56-4685, and Japanese Patent Publication No. 60-58335 involves inserting a ready-made tubular body with a shovel at the tip into a drilled pile hole. It is noteworthy that the shovel block is inserted and the tip of the ground at the bottom of the excavation hole is compacted by first pushing it in, and then solidified material is placed on top of the shovel block to increase the pile supporting capacity.
(3) 特開昭59−195925号公報に記載された場所打
ちコンクリート杭の築造方法は、築造しようと
する抗体の外周に沿つて地面から杭体の先端付
近までソイルセメント杭を連続的に施工して柱
列土留壁を形成し、この柱列土留壁の内側地盤
を掘削し、拡底部を形成した上で、コンクリー
トを打設する方法であり、柱列土留壁によつて
杭体外周の地盤のゆるみが防止されている点が
注目される。(3) The method for constructing cast-in-place concrete piles described in JP-A-59-195925 involves constructing soil cement piles continuously from the ground to near the tip of the pile body along the outer periphery of the concrete to be constructed. This is a method in which a columnar earth retaining wall is formed, the ground inside the columnar earth retaining wall is excavated, an expanded bottom is formed, and concrete is poured. It is noteworthy that the ground is prevented from loosening.
本発明が解決しようとする問題点
() 場所打ちコンクリート杭の支持力性能に関
しては、削孔に伴なつて緩んだ地盤の性状が評
価され、もともとその地盤が有していた強度を
損ねた状態で低く見積られている。Problems to be solved by the present invention () Regarding the bearing capacity performance of cast-in-place concrete piles, the properties of the ground that has loosened due to drilling are evaluated, and the state that the strength originally possessed by the ground has been lost is evaluated. is estimated to be low.
例えば東京礫層の場合は、現行の規範にした
がえば、見掛けの極限支持力は750ton／m2と評
価されているが、この地盤の真の極限支持力は
4000ton／m2を下らないものと推定されている。
というのもは載荷試験によつては未だ極限値が
正確には認識されていない状況にあるためであ
る。 For example, in the case of the Tokyo gravel layer, the apparent ultimate bearing capacity is estimated to be 750 tons/m 2 according to current standards, but the true ultimate bearing capacity of this ground is
It is estimated that the amount is no less than 4000ton/ m2 .
This is because the limit values have not yet been accurately recognized in loading tests.
() ところで、従来の場所打ちコンクリート杭
では、杭周面摩擦力の剛性に比して杭先端地盤
の剛性は小さいものであつた。このため周面摩
擦力に期待するか、杭先端支持力に期待する
か、あるいは両者をどのように評価すべきか、
明解にされていないのが実情である。() By the way, in conventional cast-in-place concrete piles, the rigidity of the ground at the tip of the pile was small compared to the rigidity of the friction force on the circumferential surface of the pile. For this reason, it is important to consider whether to expect the peripheral surface friction force, the pile tip bearing capacity, or how to evaluate both.
The reality is that it has not been made clear.
() 次に、現行の場所打ちコンクリート杭の設
計支持力と実際の支持力とに落差を生ずる主な
原因、理由としては、およそ次の事項が挙げら
れている。() Next, the following are the main reasons for the difference in head between the design bearing capacity and the actual bearing capacity of current cast-in-place concrete piles.
(1) スライムの影響。 (1) Effects of slime.
(2) 掘削に伴なう土被り重量の除荷による地盤
の緩み。 (2) Loosening of the ground due to the unloading of the overburden due to excavation.
(3) 杭の周面摩擦と、杭先端地盤の支持力それ
ぞれにおける剛性の相違。 (3) Differences in rigidity in the circumferential friction of the pile and the bearing capacity of the ground at the tip of the pile.
総じて言えば、従来の場所打ちコンクリート
杭は、自然に用意されている地盤条件をわざわ
ざ劣悪な状態にして利用していることになり、
理にかなつたものになつていない。 Generally speaking, conventional cast-in-place concrete piles use the naturally available ground conditions in poor conditions.
It hasn't become something that makes sense.
() この点、上述した特公昭55−50132号公報
等に記載された杭先端処理法は、掘削により一
旦緩んだ杭先端地盤をシユーブロツクの押し込
みにより再び締固めるので、理にかなつてお
り、杭支持力を増強することに効果を奏するも
のといえる。() In this regard, the pile tip treatment method described in the above-mentioned Japanese Patent Publication No. 55-50132, etc., is logical because the soil at the pile tip that has been loosened by excavation is compacted again by pushing in the shovel block. It can be said that this is effective in increasing the supporting force.
しかし、場所打ちコンクリート杭の直径は小
さいものでもφ1000位はある。大きいものにな
るとφ3000位のものも少なくない。しかるに、
前記杭先端処理法が不可決の要件とする既製の
管状体をそんなに大きな直径のものを製作する
ことは至難であるし、仮にそれを製作出来たと
してもそれほど大きな直径のシユーブロツクを
地盤の締固め効果が得られるように十分に押し
込む手段は未だ見当らないから、実施の可能性
に問題点がある。 However, even small cast-in-place concrete piles have a diameter of around 1,000 dia. When it comes to large ones, there are many with a diameter of around 3000 mm. However,
It would be extremely difficult to manufacture a ready-made tubular body with such a large diameter, which is a requirement of the above-mentioned pile tip treatment method, and even if it could be manufactured, it would be difficult to use a tube with such a large diameter for soil compaction. There is a problem with the possibility of implementation, as there is still no way to push it in enough to be effective.
上記特開昭59−195925号公報に記載された方法
は、杭体外周の地盤のゆるみが防止された点は大
いに注目されるが、依然として杭先端地盤のゆる
みは発生し、スライムによる悪影響も無視できな
いから、この点の解決が残されている。 The method described in JP-A No. 59-195925 has attracted much attention for preventing the loosening of the ground around the outer circumference of the pile body, but loosening of the ground at the tip of the pile still occurs, and the negative effects of slime are ignored. Since this is not possible, this issue remains to be resolved.
問題点を解決するための手段
上記従来技術の問題点を解決するための手段と
して、この発明に係る高耐力場所打ちコンクリー
ト杭の施工法は、図面の第１図〜第３図に好適な
実施例を示したとおり、
対象地盤１を、施工しようとする杭体の直径Ｄ
よりも必要十分に大きな直径D0の範囲の全面に
つき、施工しようとする杭体の深さＨに相当な余
長ｈを加算した深さまで改良地盤４に施工し、前
記改良地盤４の範囲内に所定深さの杭孔２を掘削
し、この杭孔２内にコンクリート５を打設して杭
躯体を構築することを特徴とする。Means for Solving the Problems As a means for solving the problems of the prior art described above, the method for constructing high-strength cast-in-place concrete piles according to the present invention is implemented as shown in FIGS. 1 to 3 of the drawings. As shown in the example, the target ground 1 is the diameter D of the pile body to be constructed.
Construction is carried out on the improved ground 4 to a depth equal to the depth H of the pile body to be constructed plus a considerable extra length h, and within the range of the improved ground 4, over the entire area with a diameter D 0 that is necessary and sufficiently larger than The method is characterized in that a pile hole 2 is excavated to a predetermined depth, and concrete 5 is poured into the pile hole 2 to construct a pile frame.
本発明の施工法はまた、改良地盤４は、対象地
盤１を撹拌翼で掘削すると共にその掘削土中にセ
メント系材料によるセメント系スラリーを注入し
混練して固める深層混合処理工法で改良施工し、
１個の塊状固体たる改良地盤４を形成すること、
及び、
改良地盤４のうち下端部の支持層部分は、セメ
ントスラリーの濃度を濃くして強度の大きい根固
めに形成されていること、もそれぞれ特徴とす
る。 In the construction method of the present invention, the improved ground 4 is improved by a deep mixing method in which the target ground 1 is excavated with a stirring blade, and a cement slurry made of cement material is injected into the excavated soil and mixed and solidified. ,
forming an improved ground 4 that is one blocky solid;
Another feature is that the supporting layer portion at the lower end of the improved ground 4 is formed into a strong cement slurry with a high concentration of cement slurry.
作 用
施工された改良地盤４は、止水性が良い上に強
度、剛性は地盤本来のものよりも高められる。例
えば粘性土における一軸圧縮強度quは30〜40Kg
ｆ／cm2ぐらい、砂、砂礫では300Kgｆ／cm2以上に
はなる。Function The improved ground 4 that has been constructed has good water-stopping properties and has higher strength and rigidity than the original ground. For example, the unconfined compressive strength qu in clay soil is 30-40Kg
f/cm 2 , and for sand and gravel it can exceed 300 kgf/cm 2 .
これを後の杭孔掘削に際して支障のない強度に
適宜調整することは容易であり、勿論、原地盤よ
り良化することにより掘削による緩みの問題は未
然に防止することができる。 It is easy to appropriately adjust the strength to a level that does not interfere with subsequent pile hole excavation, and of course, by making the ground better than the original ground, the problem of loosening due to excavation can be prevented.
したがつて、改良地盤４の範囲内に掘削した杭
孔２にコンクリート５を打設して築造された場所
打ちコンクリート杭は、周面摩擦力の剛性及び先
端地盤の剛性がそれぞれ大きいので、許容杭支持
力は現行の250ton／m2の２倍以上を軽く達成する
ことができるのである。 Therefore, a cast-in-place concrete pile constructed by pouring concrete 5 into a pile hole 2 excavated within the improved ground 4 has a high rigidity of circumferential friction force and a high rigidity of the tip of the ground, so it is acceptable. The pile bearing capacity can easily be more than twice the current 250ton/ m2 .
しかも杭孔２は改良地盤域内の掘削であるた
め、従来は水中掘削、水中コンクリートであつた
のに比して、ドライ掘削が可能であるから、コン
クリート打設も容易で且つ許容応力度を従来の1/
４Fcから1/3Fcと有利にすることが可能である。 Moreover, since pile hole 2 is excavated within the improved ground area, dry excavation is possible compared to conventional methods of underwater excavation and underwater concrete, making concrete placement easier and allowing for lower stress levels than before. 1/ of
It is possible to make it advantageous from 4Fc to 1/3Fc.
実施例 次に、図面に示した実施例を説明する。Example Next, the embodiment shown in the drawings will be explained.
まず第１図は、場所打ちコンクリート杭を築造
するべき対象地盤１について、所定深さまで改良
地盤４に施工した段階を示している。 First, Fig. 1 shows a stage in which cast-in-place concrete piles have been constructed on improved ground 4 to a predetermined depth with respect to target ground 1 where concrete piles are to be constructed.
改良地盤４の施工は、地上に設置した混練機６
で回転駆動される軸７の先端部に撹拌翼８を設
け、これにより地盤１を所定深さまで撹拌掘削す
ると共にセメント系材料によるセメント系スラリ
ーを掘削土中に注入し土と良く混練して固める所
謂深層混合処理工法（但し、この工法の限りでは
ない）により、所謂ソイル柱列が少しずつラツプ
して１個の塊状固体となるように形成される。 The construction of the improved ground 4 is carried out using a kneading machine 6 installed on the ground.
A stirring blade 8 is provided at the tip of a shaft 7 which is rotationally driven by a shaft 7, and this stirs and excavates the ground 1 to a predetermined depth, and at the same time injects a cement slurry made of cement material into the excavated soil and mixes it well with the soil to harden it. By the so-called deep mixing method (but not limited to this method), so-called soil column rows are formed so as to wrap little by little to become one massive solid.
改良地盤４は、第２図のように掘削される杭孔
２の直径Ｄ（つまり場所打ちコンクリート杭の外
径）の２倍ぐらいの直径D0に形成される。また、
改良地盤４の深さ（Ｈ＋ｈ）は、第２図のように
杭孔２の深さＨに、同杭孔２の直径Ｄの1.0〜1.5
倍程度の余長ｈを加えた深さに形成される。掘削
に伴なう地盤１の緩みの弊害をできるだけ防ぐた
めである。 The improved ground 4 is formed to have a diameter D 0 that is approximately twice the diameter D of the pile hole 2 to be excavated (that is, the outer diameter of the cast-in-place concrete pile) as shown in FIG. Also,
The depth (H+h) of the improved ground 4 is equal to the depth H of the pile hole 2 and 1.0 to 1.5 of the diameter D of the pile hole 2, as shown in Figure 2.
It is formed to a depth that is approximately double the extra length h. This is to prevent as much as possible the adverse effects of loosening of the ground 1 due to excavation.
なお、支持杭としての性質上当然のことなが
ら、改良地盤４の下端部（支持層部分）について
は、注入するセメント系スラリーの濃度を濃くす
る等々の方法で例えば30〜50Kg／cm2の大きい強度
を発現する根固め部となし、それより上方の杭周
面摩擦部分についての強度は例えば４〜５Kg／cm2
程度に低い状態に改良施工し、もつて杭先端の支
持力が大で、しかも後の杭孔掘削を容易になさし
めるものとされる。 In addition, as a matter of course due to its properties as a support pile, the lower end (supporting layer part) of the improved soil 4 is treated with a high concentration of 30 to 50 kg/ cm2 , for example, by increasing the concentration of the cement slurry to be injected. This is the foot protection part that develops strength, and the strength of the friction part of the pile circumference above it is, for example, 4 to 5 kg/cm 2
It is said that the pile should be improved and constructed to a relatively low condition, so that the bearing capacity of the pile tip is large, and furthermore, it will be easier to excavate the pile hole later.
第２図は、上述のように施工した改良地盤４が
固まつて強度を発現した後に、同改良地盤４の範
囲内（中心部）に従前の場所打ちコンクリート杭
の施工法と同様に杭孔２を掘削した段階を示す。
杭孔２の掘削は、改良地盤４が止水性のものであ
るため、ドライ掘削を行なうことができる。 Figure 2 shows that after the improved ground 4 constructed as described above has hardened and developed strength, a pile hole is drilled in the area (center) of the improved ground 4, similar to the previous method of casting-in-place concrete piles. 2 shows the stage of excavation.
The pile hole 2 can be excavated by dry excavation because the improved ground 4 is watertight.
第３図は、上述のようにして掘削された杭孔２
内にコンクリート５を打設して場所打ちコンクリ
ート杭の築造を完成した段階を示している。な
お、前述のようにドライ掘削を行なつた場合には
水中コンクリートを使用する必要はないからコン
クリート打設が容易である。鉄筋篭などの図示は
省略した。 Figure 3 shows the pile hole 2 excavated as described above.
This shows the stage at which concrete 5 has been placed inside and construction of cast-in-place concrete piles has been completed. Note that when dry excavation is performed as described above, concrete placement is easy because there is no need to use underwater concrete. Illustrations of reinforcing bar cages, etc. are omitted.
この場所打ちコンクリート杭の場合、改良地盤
４の領域内に築造されるので、杭孔２の掘削に伴
なう地盤の緩みの問題が全くない。のみならず、
改良地盤４の剛性、強度は地盤本来のものよりも
数等大きく改良されているので、築造された場所
打ちコンクリート杭の許容支持力は従来のものよ
りも２倍以上の大きな支持力を期待できるのであ
る。 In the case of this cast-in-place concrete pile, since it is constructed within the area of the improved ground 4, there is no problem of loosening of the ground due to excavation of the pile hole 2. As well,
Since the rigidity and strength of the improved ground 4 have been greatly improved compared to the original ground, the allowable bearing capacity of the cast-in-place concrete piles constructed can be expected to be more than twice as large as that of conventional piles. It is.
異なる実施例
（その１） 上記実施例は杭直径が均等な直杭に
関するものであるが、杭先端部の直径を拡大し
た拡底杭についてもも全く同様に実施される。Different Embodiments (Part 1) The above embodiments relate to straight piles with uniform pile diameters, but they can be implemented in exactly the same way for expanded-bottomed piles in which the diameter of the pile tip is enlarged.
（その２） 場所打ちコンクリート杭のみなら
ず、連続地中壁の施工にも応用実施できる。即
ち、連続地中壁の施工地盤にまず改良地盤４を
施工し、それが強度を発現した後に改良地盤域
内に地中壁用溝を掘削する手順で実施可能であ
る。(Part 2) It can be applied not only to cast-in-place concrete piles, but also to the construction of continuous underground walls. That is, it can be carried out by first constructing the improved soil 4 on the ground where the continuous underground wall is to be constructed, and after the improved soil develops strength, excavating a trench for the underground wall within the improved soil area.
本発明が奏する効果
以上に実施例と併せて詳述したとおりであつ
て、この発明に係る高耐力場所打ちコンクリート
杭の施工法は、従前の施工手順に、前処理として
改良地盤４の施工を付加しただけであるから、従
前同様の成熟した技術レベルで容易に実施可能で
ある。Effects of the present invention As described above in detail in conjunction with the examples, the construction method of high strength cast-in-place concrete piles according to the present invention includes the construction of improved soil 4 as a pretreatment in addition to the conventional construction procedure. Since it is just an addition, it can be easily implemented using the same mature technology level as before.
そして、掘削に伴なう地盤の緩みの問題は一切
起こらず、改良地盤４の強度、剛性は地盤本来の
ものよりも数等大きく改良されているので、杭先
端部分及び杭周面摩擦部分の増大化された強度、
剛性の故に、両者の総合効果として現行の２倍以
上の許容杭支持力を期待できる高耐力場所打ちコ
ンクリート杭を提供できるのである。 Furthermore, there is no problem of loosening of the ground due to excavation, and the strength and rigidity of the improved ground 4 has been greatly improved compared to the original ground, so the pile tip and the friction area on the pile circumferential surface are increased strength,
Because of its rigidity, the combined effect of both makes it possible to provide high-strength cast-in-place concrete piles that can be expected to have an allowable pile bearing capacity that is more than twice that of current piles.
第１図〜第３図はこの発明に係る高耐力場所打
ちコンクリート杭施工法の枢要な工程を示した断
面図、第４図は従来の施工法で杭孔を掘削した段
階の断面図である。
Figures 1 to 3 are cross-sectional views showing the important steps of the high-strength cast-in-place concrete pile construction method according to the present invention, and Figure 4 is a cross-sectional view at the stage where a pile hole is excavated using the conventional construction method. .
Claims (1)
よりも必要十分に大きな直径の範囲の全面につ
き、施工しようとする杭体の深さに相当な余長を
加算した深さまで改良地盤４に施工し、前記改良
地盤４の範囲内に所定深さの杭孔２を掘削し、こ
の杭孔２内にコンクリート５を打設して杭躯体を
構築することを特徴とする、高耐力場所打ちコン
クリート杭の施工法。 ２ 特許請求の範囲に第１項に記載した改良地盤
４は、対象地盤１を撹拌翼で掘削すると共にその
掘削土中にセメント系材料によるセメント系スラ
リーを注入し混練して固める深層混合処理工法で
改良施工し、１個の塊状固体としての改良地盤４
を形成することを特徴とする、高耐力場所打ちコ
ンクリート杭の施工法。 ３ 改良地盤４のうち下端部の支持層部分は、セ
メント系スラリーの濃度を濃くして強度の大きい
根固め部に形成されていることを特徴とする、特
許請求の範囲第１項又は第２項に記載した高耐力
場所打ちコンクリート杭の施工法。[Scope of Claims] 1. Covering the entire target ground 1 within a diameter range that is necessary and sufficiently larger than the diameter of the pile body to be constructed, a considerable extra length is added to the depth of the pile body to be constructed. Pile holes 2 are excavated to a predetermined depth within the range of the improved ground 4, and concrete 5 is poured into the pile holes 2 to construct a pile framework. A construction method for high-strength cast-in-place concrete piles. 2. The improved ground 4 described in item 1 of the claims is a deep mixing method in which the target ground 1 is excavated with a stirring blade, and a cement-based slurry made of cement-based material is injected into the excavated soil, kneaded, and solidified. The improved ground 4 was constructed as a single lumpy solid.
A construction method for high-strength cast-in-place concrete piles, which is characterized by forming. 3. Claims 1 or 2, characterized in that the support layer portion at the lower end of the improved ground 4 is formed into a hardened foot portion with high strength by increasing the concentration of cement-based slurry. Construction method for high-strength cast-in-place concrete piles described in Section 1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14982387A JPS63315724A (en) | 1987-06-16 | 1987-06-16 | Execution work of cast-in-place concrete pile with high yield strength |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14982387A JPS63315724A (en) | 1987-06-16 | 1987-06-16 | Execution work of cast-in-place concrete pile with high yield strength |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS63315724A JPS63315724A (en) | 1988-12-23 |
| JPH0458848B2 true JPH0458848B2 (en) | 1992-09-18 |
Family
ID=15483473
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP14982387A Granted JPS63315724A (en) | 1987-06-16 | 1987-06-16 | Execution work of cast-in-place concrete pile with high yield strength |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS63315724A (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5075091B2 (en) * | 2008-10-30 | 2012-11-14 | 公益財団法人鉄道総合技術研究所 | Casting method for cast-in-place piles |
| JP5075094B2 (en) * | 2008-10-30 | 2012-11-14 | 公益財団法人鉄道総合技術研究所 | Construction method and foundation structure of foundation structure in structure |
| JP5075090B2 (en) * | 2008-10-30 | 2012-11-14 | 公益財団法人鉄道総合技術研究所 | Cast-in-place pile construction method and cast-in-place pile |
| CN105002889A (en) * | 2015-07-02 | 2015-10-28 | 盘锦红海实业集团有限公司 | Preloading harsh concrete pile construction method and control system |
| JP7107723B2 (en) * | 2018-04-09 | 2022-07-27 | 清水建設株式会社 | Construction method of cast-in-place concrete pile and cast-in-place concrete pile |
| JP7186317B2 (en) * | 2018-04-09 | 2022-12-08 | 清水建設株式会社 | Construction method of cast-in-place concrete pile and cast-in-place concrete pile |
| JP7107722B2 (en) * | 2018-04-09 | 2022-07-27 | 清水建設株式会社 | How to build cast-in-place concrete piles |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS59195925A (en) * | 1983-04-20 | 1984-11-07 | Toshio Enoki | Construction of on-site concrete pile |
-
1987
- 1987-06-16 JP JP14982387A patent/JPS63315724A/en active Granted
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS59195925A (en) * | 1983-04-20 | 1984-11-07 | Toshio Enoki | Construction of on-site concrete pile |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS63315724A (en) | 1988-12-23 |
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| LAPS | Cancellation because of no payment of annual fees |