JP3531099B2 - Embedment method of ready-made concrete pile, structure of foundation pile, and ready-made concrete pile - Google Patents
Embedment method of ready-made concrete pile, structure of foundation pile, and ready-made concrete pileInfo
- Publication number
- JP3531099B2 JP3531099B2 JP01993299A JP1993299A JP3531099B2 JP 3531099 B2 JP3531099 B2 JP 3531099B2 JP 01993299 A JP01993299 A JP 01993299A JP 1993299 A JP1993299 A JP 1993299A JP 3531099 B2 JP3531099 B2 JP 3531099B2
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Description
【０００１】[0001]
【発明の属する技術分野】この発明は、杭穴拡底部の信
頼性を向上させ、拡底部を強化した既製コンクリート杭
の埋設方法及び基礎杭の構造、並びに既製コンクリート
杭に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for burying a prefabricated concrete pile in which reliability of a bottom portion of a pile hole is improved and the bottom portion is strengthened, a structure of a foundation pile, and a prefabricated concrete pile.
【０００２】[0002]
【従来の技術】従来、コンクリート製の既製杭で、外径
が一定のストレート杭１６では底面１７（外径Ｄ）で支
持地盤（地盤底面）１１に支持していた（図７
（ａ））。また、既製杭で、下端部が大径となった、い
わゆるＳＴ杭２４でも、底面２５（外径Ｄ）で下方に支
圧して支持地盤１１に支持していた（図７（ｂ））。2. Description of the Related Art Conventionally, a straight pile 16 made of concrete and having a constant outer diameter has been supported on a support ground (ground bottom) 11 at a bottom surface 17 (outer diameter D) (FIG. 7).
(A)). Further, even in a so-called ST pile 24 which is a ready-made pile and whose lower end has a large diameter, the bottom surface 25 (outer diameter D) supports the support ground 11 by supporting the downward pressure (FIG. 7B).
【０００３】また、杭穴掘削中に、あるいは掘削後で、
既製杭の埋設前又は埋設後に、杭穴内にセメントミルク
を注入して、既製杭と杭穴側壁との間にセメントミルク
が充填されるような埋設工法とすることも行われてい
た。Also, during or after excavation of pile holes,
Before or after burying the ready-made piles, cement milk was injected into the pile holes so that the cement milk was filled between the ready-made piles and the sidewalls of the pile holes.
【０００４】また、杭の外周にリブを設けた、いわゆる
節杭も使用されていた。Further, so-called node piles having ribs provided on the outer periphery of the piles have also been used.
【０００５】[0005]
【発明が解決しようとする課題】従来の既製杭では、支
持力の発現は既製杭の底面１７、２５に限られると考え
られており、支圧力は既製杭の底面積に因っていた。従
って、従来の杭穴２６の拡底部２８の外径ＤＤ1は軸部
２７の外径ＤＤ0の１．２〜１．５程度に限られてい
た。また、既製杭の側面１６ａ、２４ａと、杭穴２６内
で固化したセメントミルクとの付着力は考慮されていな
かった（図７）。In the conventional ready-made piles, it is considered that the bearing force is limited to the bottom surfaces 17 and 25 of the ready-made piles, and the bearing pressure depends on the bottom area of the ready-made piles. Therefore, the outer diameter DD 1 of the expanded bottom portion 28 of the conventional pile hole 26 is limited to about 1.2 to 1.5 of the outer diameter DD 0 of the shaft portion 27. Moreover, the adhesive force between the side surfaces 16a and 24a of the ready-made pile and the cement milk solidified in the pile hole 26 was not considered (FIG. 7).
【０００６】また、節杭は、側面での付着力により地中
に保持される機能を有する杭であり、通常、杭の長さ
（杭穴の深さ）１０ｍ程度であり、ストレート杭１６な
どとは全く異なる規格分野で利用されており、下端での
支持力は、一切考慮されていなかった。即ち、節杭を埋
設する杭穴がストレートで、杭穴径が杭節部径とほぼ同
径で、杭部と杭穴内壁との隙間が僅少であり、該杭の下
端部端面及び下端部の、各節部より伝搬される垂直方向
のせん断力を考慮し、支持力を十分活かした穴径での杭
穴の掘削及び杭の埋設施工が行われていなかった。The knotted pile is a pile having a function of being held in the ground by the adhesive force on the side surface, and the length of the pile (pile hole depth) is usually about 10 m, and the straight pile 16 or the like. It is used in a completely different standard field, and the bearing capacity at the lower end was not considered at all. That is, the pile hole for burying the node pile is straight, the diameter of the pile hole is almost the same as the diameter of the node portion of the pile, and the gap between the pile portion and the inner wall of the pile hole is small, and the end face and the lower end portion of the pile are small. In consideration of the vertical shearing force propagating from each node, the pile holes were not excavated and the piles were not buried in the hole diameter making full use of the supporting force.
【０００７】よって、従来では、１本の既製杭の強度を
有効に活用できない問題点があった。Therefore, conventionally, there has been a problem that the strength of one ready-made pile cannot be effectively utilized.
【０００８】[0008]
【課題を解決するための手段】然るにこの発明は、拡底
した杭穴内に、外周に突起を有する杭を埋設することに
より、前記問題点を解決した。SUMMARY OF THE INVENTION However, the present invention has solved the above-mentioned problems by embedding a pile having a protrusion on its outer periphery in a pile hole having an expanded bottom.
【０００９】即ちこの発明は、拡底部を有する杭穴を掘
削し、次に該杭穴内に、少なくとも下端部外周に突起を
有するコンクリート製の既製杭を下降沈設すると共に、
前記拡底部内にセメントミルクを注入し、前記既製杭の
最下端面と前記拡底部の支持地盤との間に間隙を設け
て 、前記既製杭の下端部を杭穴拡底部に定着させる既製
コンクリート杭の埋設方法であって、鉛直荷重が作用し
た際に、前記突起の下面からせん断力が円錐状に支持地
盤に伝搬して、前記円錐状の底面で支持地盤に支持面を
形成するように、前記杭穴拡底部を構成することを特徴
とした既製コンクリート杭の埋設方法である。That is, the present invention excavates a pile hole having an expanded bottom portion, and then descends and sinks a concrete ready-made pile having a protrusion at least on the outer periphery of the lower end into the pile hole.
Injecting a cement milk in the拡底part, of the ready-made pile
A gap is provided between the bottom end surface and the supporting ground of the bottom
Te, the ready-made to the lower end of the prefabricated pile Ru is fixed to Kuiana拡底portion
It is a method of burying concrete piles,
Shearing force from the lower surface of the protrusion when the
Propagate to the ground, and the support surface is supported on the ground by the conical bottom surface.
It is a method for burying ready-made concrete piles, characterized in that the pile hole bottom expanding portion is configured so as to be formed .
【００１０】また、この発明は、拡底部を有する杭穴を
掘削し、次に該拡底部内に、セメントミルクを注入し、
前記杭穴内に、少なくとも下端部外周に突起を有するコ
ンクリート製の既製杭を下降沈設すると共に、前記既製
杭の最下端面と前記拡底部の支持地盤との間に間隙を設
けて、前記既製杭の下端部を杭穴拡底部に定着させる既
製コンクリート杭の埋設方法であって、鉛直荷重が作用
した際に、前記突起の下面からせん断力が円錐状に支持
地盤に伝搬して、前記円錐状の底面で支持地盤に支持面
を形成するように、前記杭穴拡底部を構成することを特
徴とした既製コンクリート杭の埋設方法である。Further, the present invention is drilled Kuiana with拡底unit, next the enlarged bottom portion, and injecting cement milk,
The pile bore, while lowered sinking the concrete prefabricated piles having a projection at least on a lower end outer periphery, the ready-made
A gap is provided between the bottom end surface of the pile and the supporting ground of the bottom expansion part.
Only, the already that Ru is fixing the lower end of the prefabricated pile Kuiana拡底portion
A method for burying concrete piles, in which vertical load acts
When this happens, the shearing force is supported in a conical shape from the lower surface of the protrusion.
Propagate to the ground and support surface on the ground with the conical bottom surface
The method for burying ready-made concrete piles is characterized in that the pile hole bottom expanding portion is formed so as to form
【００１１】前記において、拡底部内に、杭穴拡底部の
固化強度が支持地盤と力学的に同質以上となるようなセ
メントミルクを注入することが望ましい。In the above, the bottom of the pile hole
A cement that has a solidification strength that is mechanically equal to or higher than that of the supporting ground.
It is advisable to infuse menth milk .
【００１２】また、この発明は、所定外径寸法の拡底部
を有する杭穴を掘削し、次に杭穴内にセメントミルクを
注入しソイルセメントとし、該杭穴の拡底部内に、少な
くとも下端部外周に突起を有するコンクリート製の既製
杭を沈設する方法であって、前記拡底部内の地盤底面と
前記既製杭の最下端面との間にソイルセメント層を形成
すると共に、前記既製杭の下端部外周の突起を、前記杭
穴の拡底部内に埋設し、前記拡底部外径寸法Ｄ11を、下
記Ｂの値以上で且つＣの値以下とすることを特徴とする
既製コンクリート杭の埋設方法である。但し、Ｂ、Ｃは
下記値である。 Ｂ＝｛既製杭の突起部外径｝＋｛［（既製杭の最下端面
より拡底部内の最下端に位置する突起までの高さ）＋
（既製杭の最下端面と拡底部の地盤底面との間のソイル
セメントの厚さ）］÷√３｝×２ Ｃ
＝｛既製杭の突起部外径｝＋｛［（既製杭の最下端面
より拡底部内の最上部の突起までの高さ）＋（既製杭の
最下端面と拡底部の地盤底面との間のソイルセメントの
厚さ）］÷√３｝×２Further, according to the present invention , a pile hole having a bottom expanded portion of a predetermined outer diameter is excavated, cement milk is then injected into the pile hole to make soil cement, and at least the outer periphery of the lower end portion is contained in the bottom expanded portion of the pile hole. A method of sunk a concrete prefabricated pile having protrusions on the bottom surface of the prefabricated pile with a soil cement layer between the bottom surface of the ground and the bottom end surface of the prefabricated pile. the projections were buried in拡底part of the pile bore, said拡底outer diameter D 11, you characterized in that the following values of and C above values below <br/> Symbol B
It is buried way of the already made of concrete piles. However, B and C are
It is the following value. B = {outer diameter of protrusion of ready-made pile} + {[(lowermost end surface of ready-made pile
Height to the protrusion located at the bottom of the expanded bottom part) +
(Soil between bottom edge of ready-made pile and bottom of ground
Cement thickness)] ÷ √3} × 2 C = {Outside diameter of the protrusion of the ready-made pile} + {[(Height from the bottom end surface of the ready-made pile to the top projection in the bottom expansion part) + (Prepared pile Thickness of the soil cement between the bottom edge of the ground and the bottom of the ground at the bottom of the bottom)] ÷ √3} × 2
【００１３】また、前記において、杭穴の軸部の外径の
１．２乃至２．５倍程度の外径の拡底部を掘削して杭穴
を構成することが望ましい。Further, in the above, it is desirable to construct a pile hole by excavating a bottom expansion part having an outer diameter of 1.2 to 2.5 times the outer diameter of the shaft portion of the pile hole.
【００１４】また、この発明は、杭穴の拡底部のソイル
セメント中に、少なくとも下端部に環状リブを有するコ
ンクリート製の既製杭の、該下端部を定着させてなる基
礎杭構造であって、鉛直荷重が作用した際に、前記環状
リブの下面からせん断力が円錐状に支持地盤に伝搬し
て、前記円錐状の底面で支持地盤に支持面を形成するよ
うに、前記杭穴の拡底部を構成したことを特徴とする基
礎杭構造である。Further, the present invention is the soil in cement拡底of Kuiana, the concrete prefabricated piles having an annular rib on at least the lower end, made by fixing the lower end portion group
It has a foundation pile structure, and when a vertical load is applied,
Shear force from the bottom surface of the rib propagates conically in the supporting ground.
To form a support surface on the support ground with the conical bottom surface.
As described above , the foundation pile structure is characterized in that an expanded bottom portion of the pile hole is configured .
【００１５】また、前記において、既製杭の環状リブで
あって、杭穴の拡底部のソイルセメント内に定着される
複数の突起の間隔を、少なくとも「前記既製杭の軸部外
径から突起の先端までの高さ」の√３倍より大きくする
ことが望ましい。また、前記において、環状リブを下方
に向けて順に外径が小さくなるように形成することが望
ましい。[0015] Also, in the above, an annular rib of ready-made pile, the spacing of a plurality of protrusions that are fixed in the soil cement of拡底of Kuiana, from the axis outer diameter of at least 'the prefabricated pile projections It is desirable to make it larger than √3 times the “height to the tip of”. Further, in the above, it is desirable that the annular rib is formed so that the outer diameter becomes smaller in the downward direction.
【００１６】更にこの発明は、ソイルセメントが充填さ
れた拡底部を有する杭穴内に埋設する既製杭であって、
同一径で形成した杭の軸部の下端部外周に所定高さ毎に
環状リブを形成し、該環状リブを前記杭穴の拡底部内に
配置して、鉛直荷重が作用した際に、前記拡底部内で、
前記環状リブの下面からせん断力が円錐状に支持地盤に
伝搬して、前記円錐状の底面で支持地盤に支持面を形成
するように、前記杭の下端部を構成したことを特徴とす
る既製コンクリート杭である。Further, the present invention is a ready-made pile to be embedded in a pile hole having a bottom expanding portion filled with soil cement,
An annular rib is formed on the outer periphery of the lower end of the shaft portion of the pile having the same diameter at each predetermined height, and the annular rib is provided in the expanded bottom portion of the pile hole.
When placed, when a vertical load is applied, in the expanded bottom part,
Shearing force from the lower surface of the annular rib to the supporting ground in a conical shape
Propagate and form a supporting surface on the supporting ground with the conical bottom surface
Thus, it is the ready-made concrete pile characterized by comprising the lower end part of the said pile .
【００１７】また、前記において、環状リブは、杭の軸
部と一体に形成すると共に、既製コンクリート杭に鉛直
荷重が作用した際に、前記環状リブのみが破壊されない
限度において、前記環状リブの外周径を大きく形成して
構成することが望ましい。Further, in the above, the ring-shaped ribs, with integrally formed with the shaft portion of the pile, when the vertical load on the pre-cast concrete pile is applied, to the extent that only the annular rib is not broken, the annular rib It is desirable to form the outer peripheral diameter to be large.
【００１８】また、前記において、√３は、「平方根３
（約１．７３２・・）」である。Further, in the above, √3 is "square root 3
(About 1.732 ...) ".
【００１９】[0019]
【実施の態様】(1) 掘削ロッドを正転して、通常の杭穴
と同等の杭穴１の軸部（穴径Ｄ00）２を掘削する。[Embodiment] (1) The excavating rod is normally rotated to excavate a shaft portion (hole diameter D 00 ) 2 of a pile hole 1 equivalent to a normal pile hole.
【００２０】(2) 掘削ロッドを逆転して（あるいは他の
拡大掘削用の掘削ロッドを使用して）、杭穴１に拡底部
３を掘削し（図１（ａ））、拡底部３内にセメントミル
ク（支持地盤の強度に対応した固化強度１００〜４００
Ｋｇ／ｃｍ2程度）を注入する。拡底部３の穴径Ｄ11で
ある。(2) Reverse the excavation rod (or use another excavation rod for expanded excavation) to excavate the expanded bottom portion 3 in the pile hole 1 (FIG. 1 (a)), and then in the expanded bottom portion 3 Cement milk (solidification strength 100-400 corresponding to the strength of the supporting ground
Kg / cm 2 ) is injected. It is the hole diameter D 11 of the expanded bottom portion 3.
【００２１】(3) 注入したセメントミルクをソイルセメ
ント化した後に、次に杭穴１内に、下端部に環状リブ
（外径Ｄ1）５、６、７を形成したコンクリート製の既
製杭（軸径Ｄ0）４を下降させる（図１（ｂ））。前記
環状リブは下から順に５、６、７とする。(3) After the injected cement milk has been soil-cemented, next, in the pile hole 1, concrete ready-made piles having annular ribs (outer diameter D 1 ) 5, 6, 7 formed at the lower end ( The shaft diameter D 0 ) 4 is lowered (FIG. 1 (b)). The annular ribs are 5, 6, and 7 in order from the bottom.
【００２２】(4) 杭穴１の拡底部３内であって、拡底部
３の地盤底面から所定高さＤHに、最下端面が位置する
ように既製杭４を埋設して杭１０を構築する。ここで、
環状リブ５、６が杭穴１の拡底部３内に配置される。(4) Inside the expanded bottom part 3 of the pile hole 1, the prefabricated pile 4 is buried so that the lowest end surface is located at a predetermined height DH from the bottom surface of the expanded bottom part 3 to form the pile 10. To construct. here,
Annular ribs 5, 6 are arranged in the expanded bottom portion 3 of the pile hole 1.
【００２３】(5) ここで、既製杭４に垂直荷重が作用し
た際、既製杭４の軸部８の下端面８ａ、のみならず、既
製杭４の側面の環状リブ５、６の下面５ａ、６ａの周縁
で、せん断力が伝搬して、夫々角θ（３０°程度）の角
度で円錐状の底面に相当する部分で支圧力が生じ、支持
地盤（地盤底面）１１では、順にＤA、ＤB 、ＤC に作
用する。従って、最大ＤCの径で支持地盤（地盤底面）
１１に作用するので、従来のストレート杭（ＤAのみ）
に比して、同程度の応力が生じるとした場合、１本の杭
１０の支持力を大幅に増加できる。(5) Here, when a vertical load is applied to the ready-made pile 4, not only the lower end surface 8a of the shaft portion 8 of the ready-made pile 4 but also the lower surfaces 5a of the annular ribs 5 and 6 on the side surfaces of the ready-made pile 4 are provided. , 6a, the shearing force propagates, and the bearing pressure is generated at the portions corresponding to the conical bottom surface at the angle of θ (about 30 °), and the supporting force is generated.
In the ground (ground bottom) 11, it acts on D A , D B , and D C in order. Therefore, the supporting ground (bottom surface of the ground) with the maximum diameter of D C
Because they act to 11, a conventional straight pile (D A only)
In comparison with the above, if a similar stress is generated, the supporting force of one pile 10 can be significantly increased.
【００２４】また、ここで、杭穴の拡底部径をＤAにす
れば（ＤA＝Ａの値）、既製杭の下端部に伝搬されるせ
ん断力を全て固化されたソイルセメントと地盤で支持で
き、既製杭の下端部の最大支持力が得られる。ただし、
突起すなわち環状リブ５、６のせん断力に関しては、充
分耐えうる拡底部径には不足しているので、環状リブ
５、６の最大支持力は得られていない。If the diameter of the expanded bottom portion of the pile hole is set to D A (value of D A = A), the shear cement propagating to the lower end of the ready-made pile is completely solidified by the soil cement and the ground. It can be supported and the maximum bearing capacity of the lower end of the ready-made pile can be obtained. However,
With respect to the shearing force of the protrusions, that is, the annular ribs 5 and 6, the maximum supporting force of the annular ribs 5 and 6 is not obtained because the diameter of the expanded bottom portion that can sufficiently withstand is insufficient.
【００２５】次に、拡底部の径をＤB （Ｄ B ＝Ｂの値）に
拡大すれば、既製杭の下端部の支持力と共に最下端に位
置する環状リブ５の最大支持力が得られる。しかしなが
ら、上位の環状リブ６の支持力は未だ不十分である。Next, by expanding the diameter of the expanded bottom portion to D B ( the value of D B = B) , the maximum supporting force of the annular rib 5 located at the lowermost end can be obtained together with the supporting force of the lower end portion of the ready-made pile. . However, the supporting force of the upper annular rib 6 is still insufficient.
【００２６】更に、拡底部の径をＤCまで大径にすれば
（ＤC＝Ｃの値）、環状リブ６の支持力は最大になる。
従って、杭強度及び建物等の構造設計上の必要性により
拡底部径をＤAからＤCの最上位の突起の支持力まで変更
して対応することが可能である。Further, if the diameter of the expanded bottom portion is increased to D C (D C = C value), the supporting force of the annular rib 6 becomes maximum.
Therefore, depending on the strength of the pile and the need for structural design of the building or the like, it is possible to change the diameter of the expanded bottom portion from D A to the bearing capacity of the uppermost protrusion of D C.
【００２７】また、突起部の支持力を更に利用したい場
合、拡底部内の既製杭の突起の数を増加することも可能
である。If it is desired to further utilize the supporting force of the protrusions, it is possible to increase the number of protrusions of the ready-made piles in the bottom expanding portion.
【００２８】また、本例では、上部の突起のせん断力の
負担範囲が下部の突起のせん断力の負担範囲と重ならな
いで互いに十分作用するように、せん断力の伝搬角度θ
より各突起の高さを勘案し、環状リブの間隔も充分余裕
が取ってある。従って、突起の段数（上下方向の数）を
増加させる場合は、突起の支持力を充分に発揮させるた
めに、上記のように各突起のせん断力の伝搬角度θを考
慮した間隔をとる必要がある（図１（ｂ）（ｃ））。Further, in this example, the shearing force propagation angle θ is set so that the shearing force bearing range of the upper protrusion does not overlap with the shearing force bearing range of the lower protrusion so that they sufficiently act on each other.
Considering the height of each protrusion, the clearance between the annular ribs is sufficiently large. Therefore, when increasing the number of steps of the protrusions (the number in the vertical direction), in order to sufficiently exert the supporting force of the protrusions, it is necessary to provide an interval considering the propagation angle θ of the shearing force of each protrusion as described above. Yes (Fig. 1 (b) (c)).
【００２９】従って、杭穴１の拡底部３の径を大きくし
て底面の面積をできるだけ大きくすれば支持力は増加す
るが、既製杭の強度、既製杭の埋設間隔及び掘削装置の
掘削効率等を考慮した拡底部の最適掘削径は、杭穴の軸
径の外径の１．２〜２．５倍程度で、杭穴を構成するこ
とであり、この杭穴の中には所望の突起部を設けた杭を
使用することが望ましい。Therefore, if the diameter of the expanded bottom portion 3 of the pile hole 1 is increased and the area of the bottom surface is increased as much as possible, the supporting force is increased, but the strength of the ready-made pile, the burying interval of the ready-made pile, the excavation efficiency of the excavator, etc. The optimum excavation diameter of the bottom expansion part that takes into consideration is to construct the pile hole by about 1.2 to 2.5 times the outer diameter of the shaft diameter of the pile hole. It is desirable to use piles with sections.
【００３０】また、前記埋設方法は、特に先端地盤強度
がＮ値５０未満の地質においても有効である。The burying method is also effective particularly in geology where the tip ground strength is less than N value 50.
【００３１】また、前記埋設方法では、拡底部３内にソ
イルセメントを形成した後に、既製杭４を下降したが、
従来からあるように、ソイルセメントを形成しながら既
製杭４を埋設し、あるいは既製杭４を下降させた後にソ
イルセメントを形成することも任意である。また、セメ
ントミルクの注入時期も、拡底部３の掘削の前後、既製
杭の下降の前後、いずれでも任意である。要は、拡底部
３内に、固化後に所定強度となるソイルセメントが形成
されればよい。In the burying method, the ready-made pile 4 is lowered after the soil cement is formed in the expanded bottom portion 3.
As is conventional, it is optional to embed the ready-made pile 4 while forming the soil cement, or to form the soil cement after lowering the ready-made pile 4. Moreover, the injection timing of the cement milk is optional before or after the excavation of the bottom expanding part 3 or before or after the descent of the ready-made piles. The point is that soil cement having a predetermined strength after solidification may be formed in the expanded bottom portion 3.
【００３２】[0032]
【実施例１】図面に基づきこの発明の実施例を説明す
る。Embodiment 1 An embodiment of the present invention will be described with reference to the drawings.
【００３３】この実施例に使用するコンクリート製の既
製杭４は、全長に亘り、環状リブを形成してある。前記
環状リブは、杭穴１の拡底部３に埋設される環状リブ
５、６、杭穴１の軸部２に埋設される環状リブ１２、１
２とを形成してある。また、前記既製杭は、軸部８の外
径Ｄ0＝６０ｃｍ、各環状リブの外径Ｄ1＝７５ｃｍ、環
状リブのピッチＰ＝１００ｃｍで形成されている（図
２）。The ready-made concrete pile 4 used in this embodiment has annular ribs formed over its entire length. The annular ribs are annular ribs 5 and 6 embedded in the expanded bottom portion 3 of the pile hole 1, and annular ribs 12 and 1 embedded in the shaft portion 2 of the pile hole 1.
And 2 are formed. Further, the ready-made pile is formed with an outer diameter D 0 = 60 cm of the shaft portion 8, an outer diameter D 1 = 75 cm of each annular rib, and a pitch P = 100 cm of the annular ribs (FIG. 2).
【００３４】次に、軸部２の外径Ｄ00（８０ｃｍ）、拡
底部３の外径Ｄ11（１５０ｃｍ）の杭穴１を掘削する
（図３（ａ））。ここで、杭穴１の拡底部３内には所定
固化強度（４００Ｋｇ／ｃｍ2）のソイルセメントが充
填されており、杭穴１の軸部２には、固化強度（３０Ｋ
ｇ／ｃｍ2）のソイルセメントが充填されている。Next, the pile hole 1 having the outer diameter D 00 (80 cm) of the shaft portion 2 and the outer diameter D 11 (150 cm) of the expanded bottom portion 3 is excavated (FIG. 3 (a)). Here, soil cement having a predetermined solidifying strength (400 Kg / cm 2 ) is filled in the expanded bottom portion 3 of the pile hole 1, and the shaft portion 2 of the pile hole 1 has solidifying strength (30 K
g / cm 2 ) of soil cement is filled.
【００３５】続いて、杭穴１内に既製杭４を下降させ、
杭穴１の拡底部３内に、既製杭４の下端部９を保持す
る。ここで、既製杭４の底面（最下端部面）８ａは、拡
底部３の地盤底面１１より高さＤH（６０ｃｍ。既製杭
４の底面８ａと地盤底面１１と間のソイルセメント層の
厚さ）に位置している。ソイルセメントの固化後に、杭
穴１内に既製杭４が埋設された杭構造１０を構築する
（図３（ａ））。Then, the ready-made pile 4 is lowered into the pile hole 1,
The lower end portion 9 of the ready-made pile 4 is held in the expanded bottom portion 3 of the pile hole 1. Here, the bottom surface (the lowermost end surface) 8a of the ready-made pile 4 is higher than the ground bottom surface 11 of the expanded bottom portion 3 by DH (60 cm. The thickness of the soil cement layer between the bottom surface 8a of the ready-made pile 4 and the ground bottom surface 11). It is located in After the solidification of the soil cement, the pile structure 10 in which the ready-made piles 4 are buried in the pile holes 1 is constructed (FIG. 3 (a)).
【００３６】次に、上記杭構造１０に垂直荷重Ｗを加え
ると、支持地盤の強度を７５Ｋｇ／ｃｍ2程度とした時
に、最終的に（Ｗ1 ＝１０００Ｋｇ／ｃｍ2程度）、杭
構造１０はクラック１３を生じて破壊される（図３
（ｂ））。Next, the addition of vertical load W in the pile structure 10, a strength of the support ground when the an amount of 75 kg / cm 2 or so, and finally (W 1 = 1000Kg / cm 2 or so), the pile structure 10 Cracks 13 are generated and destroyed (Fig. 3
(B)).
【００３７】クラック１３は、杭穴１の拡底部３内で、
上端部に位置する環状リブ６の下面６ａ側の周縁から生
じ、鉛直となす角θ（約３０度程度）で下方に底面１４
ａの円錐状１４に形成される。The crack 13 is formed in the expanded bottom portion 3 of the pile hole 1,
It is generated from the peripheral edge of the annular rib 6 located on the upper end portion on the lower surface 6a side, and the bottom surface 14 is downward at an angle θ (about 30 degrees) with the vertical.
It is formed in the conical shape 14 of a.
【００３８】即ち、既製杭４の支圧力は、拡底部３内で
は、底面８ａのみではなく、環状リブ５、６の下方に向
けた面５ａ、６ａの周縁から円錐状に生じることが確認
できる（図１（ｃ））。That is, it can be confirmed that the bearing pressure of the ready-made pile 4 is generated not only in the bottom surface 8a but also in a conical shape from the peripheral edges of the downward facing surfaces 5a and 6a of the annular ribs 5 and 6 in the expanded bottom portion 3. (FIG. 1 (c)).
【００３９】[0039]
【実験例】環状リブ５、６、・・・を形成していない同
一の軸径Ｄ0のストレート杭１６を杭穴１内の同程度の
セメントミルク内に埋設して杭構造１８を構成する（図
４）。同様の試験をすると、５００Ｋｇ／ｃｍ2程度の
垂直荷重Ｗ2で、杭構造１８のストレート杭１６の底面
１７からやはり円錐状のクラック１３が生じて破壊す
る。この場合の支持地盤（地盤底面）１１での外径はＤ
A である。[Experimental Example] A straight pile 16 having the same shaft diameter D 0 without the annular ribs 5, 6, ... Is embedded in the cement milk of the same degree in the pile hole 1 to form the pile structure 18. (Fig. 4). When a similar test is performed, a conical crack 13 is also generated from the bottom surface 17 of the straight pile 16 of the pile structure 18 under a vertical load W 2 of about 500 Kg / cm 2 and the fracture occurs. In this case, the outer diameter at the supporting ground (ground bottom) 11 is D
A.
【００４０】従って、Ｗ1 は、Ｗ2の２倍程度であり、
従来、垂直荷重には作用しないと思われていた環状リブ
により、支圧力の大幅な増加が見込まれる。また、杭穴
１の拡底部３内では、下方に向けた面の外周縁からクラ
ックが生じるので、環状リブの外周径をできるだけ大き
くすれば（軸部と環状リブとが一体に形成され、環状リ
ブのみが破壊されない限度において）それだけ支持力の
増加が期待できる。Therefore, W 1 is about twice as large as W 2 .
It is expected that the bearing pressure will increase significantly due to the annular rib, which was previously thought not to act on vertical loads. Further, in the expanded bottom portion 3 of the pile hole 1, cracks are generated from the outer peripheral edge of the downward facing surface. Therefore, if the outer diameter of the annular rib is made as large as possible (the shaft portion and the annular rib are integrally formed, An increase in bearing capacity can be expected to the extent that only the ribs are not destroyed.
【００４１】[0041]
【実施例２】次に図５、６に基づき他の実施例を説明す
る。Second Embodiment Next, another embodiment will be described with reference to FIGS.
【００４２】前記実施例１において、環状リブ５、６、
・・・は、既製杭４の全長に亘って設けたが、少なくと
も杭穴１の拡底部３内に位置する部分に環状リブを形成
すればよい。In the first embodiment, the annular ribs 5, 6,
, Are provided over the entire length of the ready-made pile 4, but the annular rib may be formed at least in the portion located in the expanded bottom portion 3 of the pile hole 1.
【００４３】また、前記実施例１において、環状リブ
５、６、・・・を設けたが、断続した突起（平面十字
状）２１、２２、２３を上下に交互に設けることができ
る（図５（ａ）。突起２１は突起片２１ａ、２１ａから
（図５（ｂ））、突起２２は突起片２２ａ、２２ａから
（図５（ｃ））、突起２３は突起片２３ａ、２３ａから
（図５（ｄ））、夫々形成される。Although the annular ribs 5, 6, ... Are provided in the first embodiment, intermittent projections (planar cross-shaped) 21, 22, 23 can be provided alternately in the vertical direction (FIG. 5). (A) The projection 21 is from the projection pieces 21a and 21a (FIG. 5B), the projection 22 is from the projection pieces 22a and 22a (FIG. 5C), and the projection 23 is from the projection pieces 23a and 23a (FIG. 5). (D)), respectively.
【００４４】また、前記実施例１において、環状リブ
５、６、７を同径としたが、下方から順に大径となるよ
うにＤ2、Ｄ3 、Ｄ4 と異なる外径（Ｄ2 ＜Ｄ3 ＜Ｄ4）
とすることもできる（図６（ａ）（ｂ））。[0044] Further, in Example 1, but the annular rib 5, 6 and 7 were the same diameter, an outer diameter (D 2 different from D 2, D 3, D 4 so that the diameter in this order from the bottom < D 3 <D 4 )
It can also be set (FIGS. 6A and 6B).
【００４５】[0045]
【発明の効果】拡底掘削した杭穴内に、下端部に突起を
有する既製コンクリート杭を埋設して杭を構成するの
で、突起の下面周縁からもせん断力が支持地盤に伝搬
し、所定角度で円錐状の底面で、支持地盤に支持面を形
成できるので、１本の杭が負担すべき垂直荷重を大幅に
増加させることができる。EFFECTS OF THE INVENTION Since a precast concrete pile having a protrusion at the lower end is embedded in a pile hole excavated from the bottom to form a pile, shearing force also propagates from the lower peripheral edge of the protrusion to the supporting ground, and a cone is formed at a predetermined angle. Since the support surface can be formed on the support ground by the bottom surface of the shape, the vertical load that one pile must bear can be significantly increased.
【図１】この発明の実施例の概略した縦断面図で、
（ａ）は杭穴を掘削した状態、（ｂ）は杭穴内に既製杭
を埋設し杭を構築した状態、（ｃ）は杭の支持力を説明
する図である。1 is a schematic longitudinal sectional view of an embodiment of the present invention,
(A) is the state which excavated the pile hole, (b) is the state which built the prefabricated pile in the pile hole and built the pile, (c) is a figure explaining the support force of a pile.
【図２】（ａ）はこの発明の既製杭の正面図、（ｂ）は
（ａ）のＡ−Ａ線における断面図、（ｃ）は（ａ）のＢ
−Ｂ線における断面図である。2A is a front view of a ready-made pile of the present invention, FIG. 2B is a sectional view taken along the line AA of FIG. 2A, and FIG. 2C is B of FIG.
It is a sectional view taken along the line B.
【図３】（ａ）はこの発明の実施例で構築した杭構造の
正面図、（ｂ）は荷重を付加した場合の破壊状態の正面
図を表す。FIG. 3 (a) is a front view of a pile structure constructed in an embodiment of the present invention, and FIG. 3 (b) is a front view of a broken state when a load is applied.
【図４】同じく比較例の杭構造で、荷重を付加した場合
の破壊状態の正面図を表す。FIG. 4 is a front view of a fractured state when a load is applied to the pile structure of the comparative example.
【図５】（ａ）は既製杭の他の実施例の正面図、（ｂ）
は（ａ）のＣ−Ｃ線における断面図、（ｃ）は（ａ）の
Ｄ−Ｄ線における断面図、（ｄ）は（ａ）のＥ−Ｅ線に
おける断面図である。FIG. 5A is a front view of another embodiment of a ready-made pile, and FIG.
6A is a cross-sectional view taken along line CC of FIG. 7A, FIG. 7C is a cross-sectional view taken along line DD of FIG. 7A, and FIG. 8D is a cross-sectional view taken along line EE of FIG.
【図６】同じく既製杭の他の実施例で、（ａ）は正面
図、（ｂ）は底面図である。FIG. 6 is another embodiment of the ready-made pile, in which (a) is a front view and (b) is a bottom view.
【図７】（ａ）（ｂ）は従来例の概略した縦断面図であ
る。7A and 7B are schematic vertical sectional views of a conventional example.
１ 杭穴 ２ 杭穴の軸部 ３ 杭穴の拡底部 ４ 既製杭 ５、６、７、１２ 環状リブ（既製杭） ８ 軸部（既製杭） ８ａ 既製杭の底面（最下端面） １０ 杭構造 １１ 支持地盤（地盤底面） １６ ストレート杭（従来例） １８ 杭構造（従来例） ２１、２２、２３ 突起 ２４ ＳＴ杭（従来例） ２６ 杭穴（従来例） ２７ 杭穴の軸部（従来例） ２８ 杭穴の拡底部（従来例）1 Pile Hole 2 Pile Hole Shaft Part 3 Pile Hole Expanding Bottom Part 4 Prefabricated Pile 5, 6, 7, 12 Annular Rib (Prepared Pile) 8 Shaft Part (Prepared Pile) 8a Prefabricated Pile Bottom (Lowest End Surface) 10 Pile Structure 11 Support ground (ground bottom) 16 Straight pile (conventional example) 18 Pile structure (conventional example) 21, 22, 23 Protrusion 24 ST pile (conventional example) 26 Pile hole (conventional example) 27 Pile hole shaft (conventional) Example) 28 Bottom part of pile hole (conventional example)
───────────────────────────────────────────────────── フロントページの続き (58)調査した分野(Int.Cl.7，ＤＢ名) E02D 5/48 E02D 5/44 E02D 5/50 ─────────────────────────────────────────────────── ─── Continuation of the front page (58) Fields surveyed (Int.Cl. 7 , DB name) E02D 5/48 E02D 5/44 E02D 5/50
Claims (10)
穴内に、少なくとも下端部外周に突起を有するコンクリ
ート製の既製杭を下降沈設すると共に、前記拡底部内に
セメントミルクを注入し、前記既製杭の最下端面と前記拡底部の支持地盤との間に
間隙を設けて、 前記既製杭の下端部を杭穴拡底部に定着
させる既製コンクリート杭の埋設方法であって、鉛直荷
重が作用した際に、前記突起の下面からせん断力が円錐
状に支持地盤に伝搬して、前記円錐状の底面で支持地盤
に支持面を形成するように、前記杭穴拡底部を構成する
ことを特徴とした既製コンクリート杭の埋設方法。1. A drilled Kuiana with拡底unit, then the該杭bore, with lowered sinking the concrete prefabricated piles having a projection at least on the lower end outer periphery, in the拡底portion
Injecting cement milk, between the supporting ground of the拡底portion and the lowermost end face of the prefabricated pile
Be a clearance, the lower end of the prefabricated pile a burying method of pre-cast concrete pile Ru is fixed <br/> the Kuiana拡底portion, a vertical load
When a heavy force is applied, the shearing force from the lower surface of the protrusion is conical.
Propagating to the supporting ground in a circular pattern
A method for burying a prefabricated concrete pile, characterized in that the bottom of the pile hole is formed so as to form a support surface on the bottom .
底部内に、セメントミルクを注入し、前記杭穴内に、少
なくとも下端部外周に突起を有するコンクリート製の既
製杭を下降沈設すると共に、前記既製杭の最下端面と前
記拡底部の支持地盤との間に間隙を設けて、前記既製杭
の下端部を杭穴拡底部に定着させる既製コンクリート杭
の埋設方法であって、 鉛直荷重が作用した際に、前記突起の下面からせん断力
が円錐状に支持地盤に伝搬して、前記円錐状の底面で支
持地盤に支持面を形成するように、前記杭穴拡底部を構
成する ことを特徴とした既製コンクリート杭の埋設方
法。2. A drilling Kuiana with拡底unit, next the enlarged bottom portion, and injecting cement milk, the pile bore, down the concrete prefabricated piles having a projection at least on a lower end outer peripheral sinking And the bottom end face and front of the ready-made pile
Be a clearance between the supporting ground for serial拡底unit, pre-cast concrete piles Ru is fixing the lower end of the prefabricated pile Kuiana拡底portion
The burial method of the above, when a vertical load is applied, shearing force is applied from the lower surface of the protrusion.
Propagates in a conical shape to the supporting ground and is supported by the conical bottom surface.
The pile hole bottom expansion part is constructed so as to form a supporting surface on the holding ground.
A method of burying ready-made concrete piles, which is characterized by
持地盤と力学的に同質以上となるようなセメントミルク
を注入する請求項１又は２記載の既製コンクリート杭の
埋設方法。 3. The solidified strength of the bottom part of the pile hole is supported in the bottom part.
Cement milk that is mechanically equivalent to or better than the soil
Of the prefabricated concrete pile according to claim 1 or 2,
Buried method.
削し、次に杭穴内にセメントミルクを注入しソイルセメ
ントとし、該杭穴の拡底部内に、少なくとも下端部外周
に突起を有するコンクリート製の既製杭を沈設する方法
であって、前記拡底部内の地盤底面と前記既製杭の最下
端面との間にソイルセメント層を形成すると共に、前記
既製杭の下端部外周の突起を、前記杭穴の拡底部内に埋
設し、前記拡底部外径寸法Ｄ11を、下記Ｂの値以上で且
つＣの値以下とすることを特徴とする既製コンクリート
杭の埋設方法。 但し、Ｂ、Ｃは下記値である。Ｂ＝｛既製杭の突起部外径｝＋｛［（既製杭の最下端面
より拡底部内の最下端に位置する突起までの高さ）＋
（既製杭の最下端面と拡底部の地盤底面との間のソイル
セメントの厚さ）］÷√３｝×２ Ｃ ＝｛既製杭の突起部外径｝＋｛［（既製杭の最下端面
より拡底部内の最上部の突起までの高さ）＋（既製杭の
最下端面と拡底部の地盤底面との間のソイルセメントの
厚さ）］÷√３｝×２4. A pile hole having an expanded bottom portion of a predetermined outer diameter is excavated, cement milk is then injected into the pile hole to make soil cement, and a protrusion is provided at least on the outer periphery of the lower end portion in the expanded bottom portion of the pile hole. A method of depositing a ready-made pile made of concrete, with forming a soil cement layer between the bottom surface of the ground in the expanded portion and the lowermost end surface of the ready-made pile, and a projection on the outer periphery of the lower end of the ready-made pile, the embedded within拡底portion of pile holes, the拡底outsiders diameter D 11, burying method already made concrete pile you, characterized in that the following values of and C above values below B. However, B and C are the following values. B = {outer diameter of protrusion of ready-made pile} + {[(lowermost end surface of ready-made pile
Height to the protrusion located at the bottom of the expanded bottom part) +
(Soil between bottom edge of ready-made pile and bottom of ground
Cement thickness)] ÷ √3} × 2 C = {Outside diameter of the protrusion of the ready-made pile} + {[(Height from the bottom end surface of the ready-made pile to the top projection in the bottom expansion part) + (Prepared pile Thickness of the soil cement between the bottom edge of the ground and the bottom of the ground at the bottom of the bottom)] ÷ √3} × 2
程度の外径の拡底部を掘削して杭穴を構成する請求項１
乃至請求項４のいずれか一項記載の既製コンクリート杭
の埋設方法。5. The pile hole is constructed by excavating a bottom part having an outer diameter of 1.2 to 2.5 times the outer diameter of the shaft portion of the pile hole.
A method for burying a ready-made concrete pile according to claim 4.
なくとも下端部に環状リブを有するコンクリート製の既
製杭の、該下端部を定着させてなる基礎杭構造であっ
て、鉛直荷重が作用した際に、前記環状リブの下面から
せん断力が円錐状に支持地盤に伝搬して、前記円錐状の
底面で支持地盤に支持面を形成するように、前記杭穴の
拡底部を構成したことを特徴とする基礎杭構造。6. A foundation pile structure comprising a concrete prefabricated pile having an annular rib at at least the lower end thereof fixed in the soil cement at the bottom of the pile hole.
When a vertical load is applied, from the lower surface of the annular rib
Shear force propagates in a conical shape to the supporting ground,
In order to form a supporting surface on the supporting ground at the bottom surface,
Foundation pile structure characterized by having a bottom expansion .
部のソイルセメント内に定着される複数の突起の間隔
を、少なくとも「前記既製杭の軸部外径から突起の先端
までの高さ」の√３倍より大きくした請求項６記載の基
礎杭構造。7. An annular rib of a ready-made pile, wherein the interval between the plurality of projections fixed in the soil cement at the bottom of the pile hole is at least "from the outer diameter of the shaft of the ready-made pile to the tip of the projection." 7. The foundation pile structure according to claim 6, wherein the height is larger than √3 times.
くなるように形成した請求項６又は７記載の基礎杭の構
造。8. The structure of a foundation pile according to claim 6, wherein the annular rib is formed so as to have a smaller outer diameter in the downward direction.
する杭穴内に埋設する既製杭であって、同一径で形成し
た杭の軸部の下端部外周に所定高さ毎に環状リブを形成
し、該環状リブを前記杭穴の拡底部内に配置して、鉛直荷重
が作用した際に、前記拡底部内で、前記環状リブの下面
からせん断力が円錐状に支持地盤に伝搬して、前記円錐
状の底面で支持地盤に支持面を形成するように、前記杭
の下端部を構成した ことを特徴とする既製コンクリート
杭。9. A prefabricated pile which is buried in a pile hole having an expanded bottom portion filled with soil cement, wherein annular ribs are formed at a predetermined height on the outer periphery of the lower end portion of the shaft portion of the pile having the same diameter. , Arranging the annular rib in the expanded bottom portion of the pile hole,
The bottom surface of the annular rib inside the expanded bottom portion when
Shear force propagates in a conical shape from the
The above-mentioned pile so that the supporting surface is formed on the supporting ground at the bottom of the
An off-the-shelf concrete pile characterized by comprising the lower end of the .
ると共に、既製コンクリート杭に鉛直荷重が作用した際
に、前記環状リブのみが破壊されない限度において、前
記環状リブの外周径を大きく形成した請求項９記載の既
製コンクリート杭。10. The annular rib is formed integrally with the shaft portion of the pile, and the outer diameter of the annular rib is increased to the extent that only the annular rib is not destroyed when a vertical load is applied to the ready-made concrete pile. The ready-made concrete pile according to claim 9, which is formed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP01993299A JP3531099B2 (en) | 1998-01-28 | 1999-01-28 | Embedment method of ready-made concrete pile, structure of foundation pile, and ready-made concrete pile |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1569698 | 1998-01-28 | ||
| JP10-15696 | 1998-01-28 | ||
| JP01993299A JP3531099B2 (en) | 1998-01-28 | 1999-01-28 | Embedment method of ready-made concrete pile, structure of foundation pile, and ready-made concrete pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH11280067A JPH11280067A (en) | 1999-10-12 |
| JP3531099B2 true JP3531099B2 (en) | 2004-05-24 |
Family
ID=26351883
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP01993299A Expired - Lifetime JP3531099B2 (en) | 1998-01-28 | 1999-01-28 | Embedment method of ready-made concrete pile, structure of foundation pile, and ready-made concrete pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3531099B2 (en) |
Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4599508B2 (en) * | 2000-08-23 | 2010-12-15 | 三谷セキサン株式会社 | Method of burying ready-made piles with protrusions and foundation pile structure in Nakabori method |
| JP2002146784A (en) * | 2000-11-10 | 2002-05-22 | Mitani Sekisan Co Ltd | Ground anchoring method using existing pile |
| JP4706132B2 (en) * | 2001-06-14 | 2011-06-22 | Ｊｆｅスチール株式会社 | Pile foundation structure |
| JP4658685B2 (en) * | 2005-05-20 | 2011-03-23 | 株式会社大林組 | Calculation method of pulling resistance of knotted pile using support pressure acting on inclined surface of enlarged diameter part, calculation method of indentation resistance, design method of knotted pile, knotted pile |
| JP4658684B2 (en) * | 2005-05-20 | 2011-03-23 | 株式会社大林組 | Calculation method of pull-out resistance of knotted piles using support pressure and shear force acting on inclined surface of expanded diameter part, calculation method of indentation resistance, design method of knotted pile, knotted pile |
| JP5745231B2 (en) * | 2010-03-23 | 2015-07-08 | 三谷セキサン株式会社 | Foundation pile structure |
| JP5959980B2 (en) * | 2012-08-01 | 2016-08-02 | 三谷セキサン株式会社 | Method of burying ready-made piles |
| CN103603346B (en) * | 2013-10-15 | 2015-06-03 | 中铁三局集团有限公司 | Construction method for drawing-resistant thorn-shaped pile |
| CN104805834B (en) * | 2015-04-29 | 2016-08-03 | 上海市机械施工集团有限公司 | In-situ deposited prefabricated integrated pile (ICP stake) and preparation method thereof |
| CN105350527B (en) * | 2015-12-02 | 2017-07-14 | 广州市第二建筑工程有限公司 | The construction method and pile for prestressed pipe of a kind of pile for prestressed pipe based on BIM |
| CN107700480B (en) * | 2017-11-21 | 2023-08-18 | 宁波中淳高科股份有限公司 | Concrete pile suitable for foundation treatment |
| JP7263671B2 (en) * | 2018-08-09 | 2023-04-25 | 株式会社竹中工務店 | pile foundation structure |
-
1999
- 1999-01-28 JP JP01993299A patent/JP3531099B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPH11280067A (en) | 1999-10-12 |
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