JP2008057184A - Method of constructing underground wall by using h-shaped pc pile - Google Patents

Method of constructing underground wall by using h-shaped pc pile Download PDF

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JP2008057184A
JP2008057184A JP2006234334A JP2006234334A JP2008057184A JP 2008057184 A JP2008057184 A JP 2008057184A JP 2006234334 A JP2006234334 A JP 2006234334A JP 2006234334 A JP2006234334 A JP 2006234334A JP 2008057184 A JP2008057184 A JP 2008057184A
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pile
shaped
type
piles
ground
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Tsukasa Takahashi
司 高橋
Hisashi Iwai
久 岩井
Shin Kudo
慎 工藤
Masanari Koda
真生 香田
Nobuaki Arai
信章 荒井
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PS Mitsubishi Construction Co Ltd
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PS Mitsubishi Construction Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a method of constructing an underground wall by using H-shaped PC piles, which achieves supplement of insufficient embedding of the H-shaped PC piles and ensures the stability of earth retaining when the underground wall formed of the H-shaped PC piles are used as an earth retaining wall in hard ground into which the H-shaped PC piles cannot be press-fitted according to an inner excavation press-fitting method. <P>SOLUTION: According to the method of constructing the underground wall, the H-shaped PC piles 10 are settled down to the hard ground by an auger drill according to the inner excavation press-fitting method, and an excavator is inserted into cavities 14 defined by the H-shaped PC piles 10 to excavate hollow holes 21 in the ground under lower edges 12 of the H-shaped PC piles 10. Then steel products 20 are each inserted into the hollow hole 21 and the cavity 14 defined by the H-shaped PC piles 10 to be secured in the same, and thus the steel products 20 function to bear bending moment of the underground wall 1. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は、Ｈ型ＰＣ杭を用いた地中壁の構築方法に関し、さらに詳しくは、中掘圧入工法ではＨ型ＰＣ杭の圧入が不可能な硬質地盤や岩盤層がある地盤において、地中壁の土圧による曲げモーメントを支持するための根入れ不足を補う技術に関する。   The present invention relates to a method for constructing an underground wall using an H-shaped PC pile, and more specifically, in a ground having a hard ground or a bedrock layer in which an H-shaped PC pile cannot be pressed by an underground digging method, The present invention relates to a technique that compensates for insufficient rooting to support bending moments due to earth pressure on walls.

Ｈ型ＰＣ杭は、Ｈ型断面を備えたプレキャストプレストレストコンクリート杭であり、これを連接して地中に沈下させ、強固な地中壁を容易に施工する技術がある（例えば、特許文献１参照。）。   The H-type PC pile is a precast prestressed concrete pile having an H-shaped cross section, and there is a technique for easily constructing a strong underground wall by connecting it and sinking into the ground (for example, see Patent Document 1). .)

Ｈ型ＰＣ杭を連接して形成した地中壁は強度が大きく止水性に富み、施工が容易であるなどのすぐれた特性を有する。このようなＨ型ＰＣ杭による地中壁の施工には、Ｈ型ＰＣ杭の軸方向凹条内にオーガードリルを添装し、地盤を掘削して揚土しながらＨ型ＰＣ杭を地中に沈下させる、いわゆる中掘圧入工法が採用される。   The underground wall formed by connecting H-type PC piles has excellent properties such as high strength, high water-stopping properties, and easy construction. For the construction of the underground wall with such an H-shaped PC pile, an auger drill is installed in the axial recess of the H-shaped PC pile, and the H-shaped PC pile is underground while excavating the ground. The so-called digging press-fitting method is used.

このような中掘圧入工法によって、Ｈ型ＰＣ杭を地中に圧入して地中壁を形成する場合、対象地盤は、Ｎ値が４０程度までの土砂を主体とする地盤に限られており、Ｎ値が５０を超えるような硬質地盤、又は礫径がφ２００ｍｍを超える礫層や玉石混じり層、又は岩盤層等がある場合は、中掘圧入工法によってＨ型ＰＣ杭を地中に沈下させることは困難であった。   When the underground wall is formed by press-fitting an H-type PC pile into the ground by such an underground digging method, the target ground is limited to ground mainly composed of earth and sand with an N value of up to about 40. If there is a hard ground with an N value exceeding 50, or a gravel layer or cobblestone mixed layer with a gravel diameter exceeding 200 mm, or a bedrock layer, etc., the H-type PC pile is submerged in the ground by an underground digging method. It was difficult.

従って、比較的浅い地層に硬質地盤や岩盤層等がある場合、Ｈ型ＰＣ杭の根入れが不十分となって、地中壁自身に地中壁の土圧による曲げモーメントを支持させることが困難な場合がある。この場合に、土圧による曲げモーメントに対抗する切梁等を地中壁相互間に架け渡して用いることができる場合、又は単独独立でタイ材を設けることができれば問題はないが、地中壁が単独独立でタイ材を使用することができないのものであったり、構造上切梁が邪魔になるなど、切梁を施すことができないような条件のときは、Ｈ型ＰＣ杭によるすぐれた地中壁構築技術を利用することができないなどの不具合があった。
特開２００５−２３５７６号公報（第２−６頁、図１） Therefore, if there is a hard ground or a rock layer in a relatively shallow stratum, the H-type PC pile will be insufficiently embedded, and the ground wall itself will support the bending moment due to the earth pressure of the ground wall. It can be difficult. In this case, there is no problem if timbers can be used by bridging between the underground walls, such as cutting beams that resist the bending moment due to earth pressure, or if the tie material can be provided independently, the underground wall If the condition is such that the timber cannot be used by itself, or the timber cannot be used due to the structural obstruction of the timber, the excellent ground with the H-shaped PC pile There were problems such as being unable to use the wall construction technology.
Japanese Patent Laying-Open No. 2005-23576 (page 2-6, FIG. 1)

Ｈ型ＰＣ杭によって地中壁を形成し、これを土留めとして使用する場合に、中掘圧入工法ではＨ型ＰＣ杭を地中に圧入することが不可能な硬質地盤や岩盤層がある場合には、Ｈ型ＰＣ杭自身が土圧に抵抗する曲げモーメントを支持することができるようにＨ型ＰＣ杭を十分に深く地中に根入れすることができない。   When an underground wall is formed with an H-shaped PC pile and this is used as a retaining wall, there is a hard ground or bedrock layer where it is impossible to press-fit the H-shaped PC pile into the ground by the underground digging method. The H-type PC pile cannot be deeply embedded in the ground so that the H-type PC pile itself can support a bending moment that resists earth pressure.

本発明はこのような場合にＨ型ＰＣ杭の根入れ不足を補い、地中壁が土留壁として安定性を確保することができるようにした技術を提供することを目的とする。   An object of this invention is to provide the technique which compensated the insufficiency of the penetration of H type PC pile in such a case, and was able to ensure stability as an underground wall as a retaining wall.

本発明は、上記問題点を解決するためになされたもので、Ｈ型ＰＣ杭を地中に連接沈下させて地中壁を構築するに当り、沈下させるＨ型ＰＣ杭の軸方向凹条内にオーガードリルを添装して地盤を掘削しつつＨ型ＰＣ杭を地中に沈下させ、次いで、隣接するＨ型ＰＣ杭同士が形成する空部に掘削機を挿入してＨ型ＰＣ杭の下端より下方の地盤に中空孔を掘削し、該中空孔及びＨ型ＰＣ杭の空部に亘る鋼材を前記Ｈ型ＰＣ杭の空部内に上方から挿入し、硬化材料を注入して前記鋼材を前記中空孔内及びＨ型ＰＣ杭内に固定し、前記鋼材に地中壁の曲げモーメントを支持させることを特徴とするＨ型ＰＣ杭を用いた地中壁の構築方法である。   The present invention has been made to solve the above-mentioned problems, and in constructing underground walls by connecting and sinking H-type PC piles into the ground, the inside of the H-shaped PC piles in the axial direction is settling. An auger drill is attached to the ground and the H-type PC pile is submerged into the ground while excavating the ground, and then an excavator is inserted into the empty space formed by the adjacent H-type PC piles. A hollow hole is excavated in the ground below the lower end, a steel material spanning the hollow hole and an empty part of the H-shaped PC pile is inserted from above into the empty part of the H-shaped PC pile, and a hardened material is injected to thereby inject the steel material. It is the construction method of the underground wall using the H-shaped PC pile, wherein the steel material is fixed in the hollow hole and in the H-shaped PC pile, and the bending moment of the underground wall is supported by the steel material.

ここで掘削機とは、硬質地盤や岩盤層等に掘削孔を掘削することができるものを云い、例えば、アースオーガ（ロックオーガ）、ローラビット（リバースサーキュレーションドリル）、ボタンビット（ダウンザホールハンマ）、ボーリングマシン用ドリルパイプやビットなどを云う。   Here, the excavator means one that can excavate a drill hole in hard ground or rock layer, for example, earth auger (rock auger), roller bit (reverse circulation drill), button bit (down the hole hammer). This refers to drill pipes and bits for boring machines.

また、硬化材料とは例えばコンクリート、モルタル、セメントミルク等のセメント系硬化材料又はポゾラン効果を有する硬化材等を云う。   In addition, the hardened material refers to a hardened material having a pozzolanic effect or a cement-based hardened material such as concrete, mortar, and cement milk.

本発明は硬質地盤や岩盤層にプレボーリングによって埋込み杭を設け、この埋込み杭によって土圧による地中壁の曲げモーメントを支持させ、土留めとしての安定性を確保するものである。   In the present invention, an embedded pile is provided by preboring on a hard ground or a rock layer, and a bending moment of an underground wall due to earth pressure is supported by the embedded pile, thereby ensuring stability as a soil retaining.

本発明によれば、中掘圧入工法ではＨ型ＰＣ杭を地中に圧入することが不可能な硬質地盤や岩盤層がある地盤において、Ｈ型ＰＣ杭によって地中壁を形成し、Ｈ型ＰＣ杭の根入れ不足を補い、土留めとしての安定性を確保することができる。   According to the present invention, in the ground where there is a hard ground or a bedrock layer where it is impossible to press-fit the H-type PC pile into the ground by the underground digging method, the underground wall is formed by the H-type PC pile, and the H-type The shortage of PC piles can be compensated for and the stability as earth retaining can be secured.

このことにより、強度が大きく止水性に富み、施工が容易な、Ｈ型ＰＣ杭によるすぐれた土留壁を、上記地中条件の場合においても容易にかつ安価に施工することができる。   As a result, it is possible to easily and inexpensively construct an excellent retaining wall made of an H-shaped PC pile that is strong and rich in water-stopping, and that is easy to construct even under the above-mentioned underground conditions.

以下図面を参照して本発明の実施の形態を説明する。   Embodiments of the present invention will be described below with reference to the drawings.

図１に本発明の構築方法によって構築された地中壁１の模式的斜視図を示した。   FIG. 1 shows a schematic perspective view of the underground wall 1 constructed by the construction method of the present invention.

この地中壁１はＨ型ＰＣ杭１０を連接して地中に形成した地中壁であって、図１はその構造の一部を模式的に示す斜視図である。図１は模式図であって、地層の記載等は省略し、また、地中壁１の一部を切欠いて示すと共に、地中に形成した中空孔２１及びその中に挿入された鋼材２０を概念的に示してある。   The underground wall 1 is an underground wall formed in the ground by connecting H-shaped PC piles 10, and FIG. 1 is a perspective view schematically showing a part of the structure. FIG. 1 is a schematic diagram, in which the description of the formation is omitted, and a part of the underground wall 1 is cut away, and a hollow hole 21 formed in the ground and a steel material 20 inserted therein are shown. Conceptually shown.

Ｈ型ＰＣ杭１０は軸方向凹条１１内にオーガードリルを添装してオーガドリルで地盤を掘削しつつ地中に沈下され、順次連設して地中壁１を形成する。すなわち、中掘圧入工法によって順次連接しながら地中に沈下される。   The H-shaped PC pile 10 is submerged in the ground while an auger drill is attached in the axial recess 11 and the ground is excavated with the auger drill, and the underground wall 1 is formed by connecting them sequentially. In other words, it is submerged in the ground while sequentially connected by the underground digging press method.

中掘圧入工法ではＨ型ＰＣ杭を硬質地盤や岩盤層中を沈下させることができない。従って、このような地層に杭底１２が到達すると、オーガードリルを用いてＨ型ＰＣ杭を引続き沈下させることはできない。そこで隣接するＨ型ＰＣ杭相互間の空部に掘削機を挿入して、この杭底１２より下方の硬質の地盤を掘削して中空孔２１を形成する。   The H type PC pile cannot be submerged in the hard ground or bedrock layer by the medium excavation method. Therefore, when the pile bottom 12 reaches such a formation, the H-type PC pile cannot be continuously subsided using an auger drill. Therefore, an excavator is inserted into the space between adjacent H-shaped PC piles, and the hard ground below the pile bottom 12 is excavated to form the hollow holes 21.

鋼材２０は、下端側をこの中空孔２１内に根入れして硬化材料２２（例えばモルタル）によって固定されると共に、上端側をＨ型ＰＣ杭の空部１４内に硬化材料１３（例えばコンクリート）によって固定されている。この鋼材２０は、地中壁１が土圧によって受ける曲げモーメントに抵抗して、側圧による地中壁の曲げモーメントを支持するものである。鋼材２０はその目的に合致するように、断面寸法、長さ、配置位置、設置本数等を定めて施工される。   The steel material 20 is fixed by a hardened material 22 (for example, mortar) with the lower end side in the hollow hole 21, and the hardened material 13 (for example, concrete) at the upper end side in the hollow portion 14 of the H-type PC pile. It is fixed by. This steel material 20 resists the bending moment which the underground wall 1 receives by earth pressure, and supports the bending moment of the underground wall by a side pressure. The steel material 20 is constructed with a cross-sectional dimension, a length, an arrangement position, the number of installations, and the like so as to meet the purpose.

次に本発明の実施例について、図２〜図１４を参照して説明する。   Next, an embodiment of the present invention will be described with reference to FIGS.

図２は、地中壁を構築すべき位置の地表１００上に杭打機２００を設置し、Ｈ型ＰＣ杭１０を通常の地層１０１中に沈下させる中掘圧入工程を示している。杭打機２００はＨ型ＰＣ杭１０を吊下げ、これをリーダー２０１に沿って圧入機２０３により降下させ、地中に圧入する。このとき、Ｈ型ＰＣ杭１０の軸方向凹条１１内にオーガードリル３０を添装する。駆動部２０２はオーガードリル３０を駆動する。   FIG. 2 shows a digging press-fitting process in which the pile driving machine 200 is installed on the ground surface 100 at the position where the underground wall is to be constructed, and the H-type PC pile 10 is submerged in the normal formation 101. The pile driving machine 200 suspends the H-type PC pile 10, lowers it with the presser 203 along the leader 201, and press-fits it into the ground. At this time, the auger drill 30 is attached in the axial recess 11 of the H-shaped PC pile 10. The drive unit 202 drives the auger drill 30.

図３はこのときのＨ型ＰＣ杭１０の断面図（図２のＡ−Ａ矢視図）を示すもので、沈下させようとするＨ型ＰＣ杭１０のフランジを、既に地中に沈設しているＨ型ＰＣ杭１０ａに隣接させて、Ｈ型ＰＣ杭１０の軸方向凹条１１内にオーガードリル３０を添装し、土砂を掘削しながらＨ型ＰＣ杭１０を地中に沈下させる。   FIG. 3 is a cross-sectional view of the H-type PC pile 10 at this time (a view taken along the line AA in FIG. 2). The flange of the H-type PC pile 10 to be submerged has already been submerged in the ground. An auger drill 30 is installed in the axial recess 11 of the H-type PC pile 10 adjacent to the H-type PC pile 10a, and the H-type PC pile 10 is submerged into the ground while excavating the earth and sand.

この中掘圧入工法では、Ｎ値が４０程度までの通常の地層１０１中を沈下させることはできるが、Ｎ値が５０以上の硬岩層１１０や礫層等の中を沈下させることができない。   In this digging intrusion method, it is possible to sink in the normal formation 101 having an N value of about 40, but it is not possible to sink in a hard rock layer 110 or gravel layer having an N value of 50 or more.

図４はＨ型ＰＣ杭１０の下端が硬岩層１１０に到達した時の状態を示すものである。オーガードリル３０を抜き取ったあとの隣接するＨ型ＰＣ杭１０相互間の空部内の土砂４１をクラムシエル４０等によって地表に排土する工程を示している。この排土は、クラムシエル４０を昇降させるクレーン車２２０、排土をダンプ車等に積込むバックホー２１０などを用いて行われる。   FIG. 4 shows a state when the lower end of the H-type PC pile 10 reaches the hard rock layer 110. The figure shows the process of discharging the earth and sand 41 in the space between adjacent H-shaped PC piles 10 after extracting the auger drill 30 to the ground surface by the clam shell 40 or the like. This earth removal is performed using a crane vehicle 220 that raises and lowers the clam shell 40, a backhoe 210 that loads the earth on a dump truck, and the like.

図５は図４のＢ−Ｂ矢視図を示すもので、Ｈ型ＰＣ杭１０の断面図を示している。隣接するＨ型ＰＣ杭相互間の空部内に土砂４１が存在している状態を示している。   FIG. 5 is a cross-sectional view of the H-shaped PC pile 10 as viewed from the direction of arrows BB in FIG. 4. The state where the earth and sand 41 exists in the space between adjacent H type PC piles is shown.

図６は硬岩層１１０中に掘削孔を掘削する工程を示すものである。掘削機２３０から例えば掘削ビット５０をＨ型ＰＣ１０杭内に保護管５１内を通って硬岩層１１０まで挿入し、硬岩層１１０を掘削する。   FIG. 6 shows a process of excavating a drill hole in the hard rock layer 110. For example, the excavator bit 50 is inserted from the excavator 230 into the H-type PC 10 pile through the protective pipe 51 to the hard rock layer 110 to excavate the hard rock layer 110.

図７は図６のＣ−Ｃ矢視図で、図７の工程におけるＨ型ＰＣ杭１０の断面図を示している。Ｈ型ＰＣ杭１０の空部１４内に保護管５１を挿入し、この保護管５１内に排土用スパイラル羽根を有する掘削ビット５０を挿入する。保護管５１は固定装置５２によって、Ｈ型ＰＣ杭１０の空部１４内に固定されている。図８は図７の部分拡大図、図９は図８の側面図である。   7 is a cross-sectional view taken along the line CC of FIG. 6 and shows a cross-sectional view of the H-shaped PC pile 10 in the process of FIG. A protective pipe 51 is inserted into the hollow portion 14 of the H-type PC pile 10, and a drilling bit 50 having a soil discharging spiral blade is inserted into the protective pipe 51. The protective tube 51 is fixed in the empty portion 14 of the H-type PC pile 10 by a fixing device 52. 8 is a partially enlarged view of FIG. 7, and FIG. 9 is a side view of FIG.

図９に示すようにＨ型ＰＣ杭１０内の空部１４に保護管５１が固定装置５２によって固定され、保護管５１内に掘削ビット５０が挿入されている。掘削ビット５０はスパイラル羽根５３を備え、回転５４を与えられて地中に掘削孔を掘削すると共に、掘削土をスパイラル羽根５３によって保護管５１内を揚土させ、地上に排土５５する。   As shown in FIG. 9, the protective tube 51 is fixed to the empty portion 14 in the H-shaped PC pile 10 by the fixing device 52, and the excavation bit 50 is inserted into the protective tube 51. The excavation bit 50 is provided with a spiral blade 53 and is given a rotation 54 to excavate an excavation hole in the ground. The excavation soil is grounded in the protective pipe 51 by the spiral blade 53 and discharged to the ground 55.

図１０はクレーン車２４０を用いて鋼材２０をＨ型ＰＣ杭内に挿入する工程を示している。鋼材２０の下端側は硬岩層１１０内に掘削した掘削孔内２１内に挿入され、硬化材料２２例えばモルタル注入によって掘削孔２１内に固定される。   FIG. 10 shows a process of inserting the steel material 20 into the H-type PC pile using the crane vehicle 240. The lower end side of the steel material 20 is inserted into an excavation hole 21 excavated in the hard rock layer 110 and is fixed in the excavation hole 21 by injection of a hardened material 22 such as mortar.

図１１はこの工程におけるＨ型ＰＣ杭１０の平面図である。鋼材２０はＨ型ＰＣ杭１０の空所１４内に挿入され、さらに掘削孔２１内に挿入される。挿入後掘削孔２１内に硬化材料２２を充填して鋼材２０の下端側を掘削孔２１内に固定する。   FIG. 11 is a plan view of the H-shaped PC pile 10 in this process. The steel material 20 is inserted into the void 14 of the H-type PC pile 10 and further inserted into the excavation hole 21. After the insertion, the hardened material 22 is filled in the excavation hole 21 and the lower end side of the steel material 20 is fixed in the excavation hole 21.

図１２は、Ｈ型ＰＣ杭１０内及び硬岩層１１０内の掘削孔内に鋼材２０を挿入して固定し、Ｈ型ＰＣ杭１０（地中壁１）の側部の地層１０２の土砂を除去して地中壁１を土留壁１とした状態を示している。この土留壁１は、地層１０１の土圧による曲げモーメントを鋼材２０によって支持されている。   FIG. 12 shows that steel material 20 is inserted and fixed in the excavation hole in the H-type PC pile 10 and the hard rock layer 110, and the earth and sand in the formation 102 on the side of the H-type PC pile 10 (underground wall 1) is removed. Thus, the underground wall 1 is shown as a retaining wall 1. The retaining wall 1 is supported by a steel material 20 in bending moment due to earth pressure of the formation 101.

図１３はそのときのＨ型ＰＣ杭１０の平面図（図１２のＥ−Ｅ矢視図）、図１４は図１２のＦ−Ｆ矢視図を示す説明図である。   FIG. 13 is a plan view of the H-shaped PC pile 10 at that time (a view taken along the line EE in FIG. 12), and FIG. 14 is an explanatory view showing a view taken along the line FF in FIG.

次に、本発明の一例を示すＦＥＭ解析の結果について説明する。本発明に係る地中壁の構造ではＨ型ＰＣ杭と鋼材との境目となる箇所において断面剛性が大きく異なるため、変位が大きくなることが予想された。またＨ型ＰＣ杭と鋼材とでは地盤に抵抗する面積も異なり、地盤の塑性化による影響も考えられるので、これらを明らかにするためにＦＥＭ解析を行った。ＦＥＭ解析は図１５に示すような積層地層に本発明を適用した例について行った。この地層は表１に示すような諸元を有している。   Next, the result of FEM analysis showing an example of the present invention will be described. In the structure of the underground wall according to the present invention, it is expected that the displacement increases because the cross-sectional rigidity differs greatly at the boundary between the H-type PC pile and the steel material. In addition, the area that resists the ground is different between the H-type PC pile and the steel material, and the influence of plasticization of the ground is also considered, so FEM analysis was performed to clarify these. The FEM analysis was performed on an example in which the present invention was applied to a laminated formation as shown in FIG. This stratum has the specifications shown in Table 1.

Figure 2008057184
Figure 2008057184

断面寸法が高さＨ（厚さ）６４０ｍｍ×幅１０５０ｍｍのＨ型ＰＣ杭を用い、これを地中に連接沈下させてを構築しさらに根入れを行った本発明の実施例の地中壁１を対象とする。   An underground wall 1 of an embodiment of the present invention in which an H-type PC pile having a cross-sectional dimension of height H (thickness) 640 mm × width 1050 mm is constructed by connecting and sinking it into the ground and further rooted. Is targeted.

沈下させるＨ型ＰＣ杭の沈下は、軸方向凹条内に２連のオーガードリルを添装して地盤を掘削しつつ行うが、Ｎ値が３５までの上記地層、すなわち地表１００から硬岩層（地層Ｄ）の上面１１０までの深さ６．７ｍの地層（地層Ａ，Ｂ，Ｃ）に施工できる。これより下方の地層ＤはＮ値が５０であり、Ｈ型ＰＣ杭をオーガードリルにより沈下させることは困難である。Ｈ型ＰＣ杭の前面の土砂１２１を地表から廃土底面１２０まで５．７ｍ除去すると、Ｈ型ＰＣ杭の根入れ長さが不足で、この土留壁１は土圧による曲げモーメントを支持することができない。   The subsidence of the H-shaped PC piles is carried out while drilling the ground with two auger drills installed in the axial recesses. It can be applied to a strata (stratum A, B, C) having a depth of 6.7 m up to the upper surface 110 of the stratum D). The lower layer D has an N value of 50, and it is difficult to sink the H-type PC pile with an auger drill. When 5.7m of earth and sand 121 on the front of the H-type PC pile is removed from the ground surface to the bottom surface 120 of the waste soil, the penetration length of the H-type PC pile is insufficient, and this retaining wall 1 supports the bending moment due to earth pressure. I can't.

そこで、隣接するＨ型ＰＣ杭同士が形成する空部に掘削機を挿入してＨ型ＰＣ杭の下端より下方の地盤に直径４００ｍｍ、深さ３．３ｍの中空孔を掘削し、Ｈ型ＰＣ杭の空部全長及び掘削した中空孔全長に亘るＨ形鋼材を前記Ｈ型ＰＣ杭の空部内に上方から挿入し、硬化材料を注入して前記Ｈ形鋼材を前記Ｈ型ＰＣ杭内の空部内及び中前記中空孔内に固定し、Ｈ形鋼材２０とＨ型ＰＣ杭１０及び中空孔とを一体化し、本発明に係る地中壁１とした。   Therefore, an excavator is inserted into the space formed by the adjacent H-type PC piles, and a hollow hole having a diameter of 400 mm and a depth of 3.3 m is excavated in the ground below the lower end of the H-type PC pile. An H-shaped steel material covering the entire length of the hollow part of the pile and the entire length of the drilled hollow hole is inserted into the hollow part of the H-type PC pile from above, and a hardened material is injected to make the H-shaped steel material empty in the H-type PC pile. It fixed in the inside and inside of the said hollow hole, and the H-shaped steel material 20, the H-type PC pile 10, and the hollow hole were integrated, and it was set as the underground wall 1 which concerns on this invention.

図１６は以上のように形成された地中壁１と地層を解析する本発明の一例のＦＥＭモデル７０を示す斜視図である。ＦＥＭメッシュ７１の配設は図１６に示すとおりである。そして、図１６に示すように地中壁の背面側の地表に１０ｋＮ／ｍ２の上載荷重７２を載荷し、解析を行った。 FIG. 16 is a perspective view showing an FEM model 70 of an example of the present invention for analyzing the underground wall 1 and the formation formed as described above. The arrangement of the FEM mesh 71 is as shown in FIG. Then, as shown in FIG. 16, an upper load 72 of 10 kN / m 2 was loaded on the ground surface on the back side of the underground wall and analyzed.

図１７はＨ型ＰＣ杭１０、Ｈ形鋼材２０、中空孔内に形成されたモルタル杭２１を示す説明図、図１８はその頂部の詳細を示す斜視図で、Ｈ型ＰＣ杭１０の中空孔内にＨ形鋼材２０が挿入され硬化材料（コンクリート）２２が充填されている。   FIG. 17 is an explanatory view showing the H-shaped PC pile 10, the H-shaped steel material 20, and the mortar pile 21 formed in the hollow hole, and FIG. 18 is a perspective view showing details of the top portion of the hollow hole of the H-shaped PC pile 10. An H-shaped steel material 20 is inserted therein and filled with a hardened material (concrete) 22.

ＦＥＭ解析の結果は図１９〜図２１に変位の等高線（単位ｍｍ）で示した。図１９は、ＦＥＭモデル７０の全体斜視図（変位分布図）で本発明の地中壁１が土圧による曲げモーメントを保持し、その背面に大きな圧縮応力が分布作用していることが明確である。全体最大変位は地中壁１の背面に生じ、３．５２ｍｍである。図２０，２１はそれぞれＨ型ＰＣ杭１０及びＨ形鋼材２０の変位分布を示す側面図である。Ｈ型ＰＣ杭１０では高さ方向中間部に最大変位３．５２ｍｍ、底部に最小変位２．９９ｍｍが生じている。Ｈ形鋼材２０では高さ方向上半分に最大値３．５２ｍｍが生じ、下端部に最小変位２．３８ｍｍが生じている。   The results of FEM analysis are shown by displacement contour lines (unit: mm) in FIGS. FIG. 19 is an overall perspective view (displacement distribution diagram) of the FEM model 70. It is clear that the underground wall 1 of the present invention holds a bending moment due to earth pressure, and that a large compressive stress is distributed on the back surface thereof. is there. The overall maximum displacement occurs on the back surface of the underground wall 1 and is 3.52 mm. 20 and 21 are side views showing displacement distributions of the H-shaped PC pile 10 and the H-shaped steel material 20, respectively. The H-type PC pile 10 has a maximum displacement of 3.52 mm at the height direction intermediate portion and a minimum displacement of 2.99 mm at the bottom. In the H-shaped steel material 20, a maximum value of 3.52 mm occurs in the upper half of the height direction, and a minimum displacement of 2.38 mm occurs in the lower end portion.

次に、計算結果を示す変位寸法図を図２２に示した。図２２に示すように、Ｈ型ＰＣ杭１０及びＨ形鋼材２０は矢印７３で示す方向に塑性化による変位７４（寸法２．３８ｍｍ）移動し、かつ前方に倒れるように微少量傾いている。   Next, a displacement dimension diagram showing the calculation results is shown in FIG. As shown in FIG. 22, the H-type PC pile 10 and the H-shaped steel material 20 are displaced by a displacement 74 (size 2.38 mm) due to plasticization in the direction indicated by an arrow 73 and are tilted by a small amount so as to fall forward.

構造物全体系の天端の許容変位値は５０ｍｍ程度と考えてよいが、図２２に示すように、解析結果、３．５２ｍｍと非常に小さい。地盤の塑性化による変位７４は、Ｈ形鋼材２０の根入れ部下端の変位から推測すると、２．３８ｍｍである。Ｈ型ＰＣ杭１０の傾きによる天端の変位は０．５３ｍｍであり、回転角も０．００００８ｒａｄと非常に小さい。Ｈ型鋼材２０の傾きによる変位は０．６１ｍｍであり、回転角も０．０００１９ｒａｄと小さい。   The allowable displacement value of the top end of the entire structure system may be considered to be about 50 mm, but as shown in FIG. 22, the analysis result is very small, 3.52 mm. The displacement 74 due to plasticization of the ground is 2.38 mm when estimated from the displacement of the lower end of the root portion of the H-shaped steel material 20. The displacement of the top edge due to the inclination of the H-type PC pile 10 is 0.53 mm, and the rotation angle is very small as 0.00008 rad. The displacement due to the inclination of the H-type steel material 20 is 0.61 mm, and the rotation angle is also as small as 0.00019 rad.

以上のＨ型ＰＣ杭１０とＨ形鋼材２０の変位および、回転角が異なることからＨ型ＰＣ杭１０とＨ形鋼材２０の境となる箇所では微少ではあるが、Ｈ形鋼材２０が折れるように変形している。Ｈ型ＰＣ杭１０及びＨ形鋼材２０に作用する応力度は、Ｈ型ＰＣ杭で１．０６Ｎ／ｍｍ２，Ｈ型鋼材で１３．１２Ｎ／ｍｍ２であり、それぞれ許容応力度以内であり、構造上全く問題はない。 Since the displacement and rotation angle of the H-shaped PC pile 10 and the H-shaped steel material 20 are different from each other, the H-shaped steel material 20 is broken at a place where the boundary between the H-shaped PC pile 10 and the H-shaped steel material 20 is small. Is deformed. Stress acting on the H-type PC piles 10 and H-shaped steel 20 is 13.12N / mm 2 in 1.06N / mm 2, H-type steel in H-type PC piles is within each allowable stress, There is no problem at all in structure.

本発明の実施例を示す模式的斜視図である。It is a typical perspective view which shows the Example of this invention. Ｈ型ＰＣ杭の中掘圧入工程を示す図である。It is a figure which shows the digging press fit process of H type PC pile. 図２の工程でのＨ型ＰＣ杭の断面図（図２のＡ−Ａ矢視図）である。It is sectional drawing (the AA arrow line view of FIG. 2) of the H-type PC pile in the process of FIG. Ｈ型ＰＣ杭の排土工程を示す図である。It is a figure which shows the earth removal process of H type PC pile. 図４の工程でのＨ型ＰＣ杭の断面図（図４のＢ−Ｂ矢視図）である。It is sectional drawing (BB arrow line view of FIG. 4) of the H-type PC pile in the process of FIG. 杭下方地盤に掘削孔を掘削する工程を示す図である。It is a figure which shows the process of excavating a drilling hole in a pile lower ground. 図６の工程でのＨ型ＰＣ杭の断面図（図６のＣ−Ｃ矢視図）である。It is sectional drawing (CC arrow line view of FIG. 6) of the H-type PC pile in the process of FIG. 図７の部分拡大図である。It is the elements on larger scale of FIG. 杭下方地盤に掘削孔を掘削する工程を示す図である。It is a figure which shows the process of excavating a drilling hole in a pile lower ground. 鋼材を挿入する工程を示す図である。It is a figure which shows the process of inserting steel materials. 図１０の工程におけるＨ型ＰＣ杭の断面図（図１０のＤ−Ｄ矢視図）である。It is sectional drawing of the H-type PC pile in the process of FIG. 10 (DD arrow view of FIG. 10). 土留壁の縦断面図（図１０のＥ−Ｅ矢視図）である。It is a longitudinal cross-sectional view (EE view of FIG. 10) of a retaining wall. 図１２におけるＨ型ＰＣ杭の断面図（図１０のＦ−Ｆ矢視図）である。It is sectional drawing (FF arrow line view of FIG. 10) of the H-type PC pile in FIG. 図１３のＦ−Ｆ矢視図である。It is a FF arrow line view of FIG. 計算例の条件を示す説明図である。It is explanatory drawing which shows the conditions of a calculation example. ＦＥＭモデルを示す斜視図である。It is a perspective view which shows a FEM model. Ｈ型ＰＣ杭とモルタル杭の斜視図である。It is a perspective view of an H type PC pile and a mortar pile. Ｈ型ＰＣ杭の斜視図である。It is a perspective view of an H type PC pile. ＦＥＭ解析結果を示す地層の斜視図である。It is a perspective view of the formation which shows a FEM analysis result. ＦＥＭ解析結果を示す説明図である。It is explanatory drawing which shows a FEM analysis result. ＦＥＭ解析結果を示す説明図である。It is explanatory drawing which shows a FEM analysis result. 計算結果を示す変位寸法図である。It is a displacement dimension figure which shows a calculation result.

符号の説明Explanation of symbols

１ 地中壁（土留壁）
１０ Ｈ型ＰＣ杭
１１ 軸方向凹条
１２ 杭底
１３ 充填硬化材料
１４ 空部
１５ キャップ
２０ 鋼材（Ｈ形鋼材）
２１ モルタル杭
２２ 硬化材料
３０ オーガードリル
４０ クラムシエル
４１ 土砂
５０ 掘削ビット
５１ 保護管
５２ 固定装置
５３ スパイラル羽根
５４ 回転
５５ 排土
６０ 掘削孔
７０ ＦＥＭモデル
７１ メッシュ
７２ 上載荷重
７３ 矢印
７４ 塑性化による変位
１０１ 通常の地層
１０２ 地層
１１０ 硬岩層上面
１２０ 排土底面
１２１ 土砂
２００ 杭打機
２０１ リーダー
２０２ 駆動部
２０３ 圧入機
２１０ バックホー
２２０ クレーン車
２３０ 掘削機
２４０ クレーン車 1 underground wall (holding wall)
10 H-type PC pile 11 Axial groove 12 Pile bottom 13 Filling and hardening material 14 Empty part 15 Cap 20 Steel (H-shaped steel)
21 Mortar Pile 22 Hardened Material 30 Auger Drill 40 Clam Ciel 41 Sediment 50 Drilling Bit 51 Protective Tube 52 Fixing Device 53 Spiral Blade 54 Rotation 55 Earth Removal 60 Drilling Hole 70 FEM Model 71 Mesh 72 Overlay Load 73 Arrow 74 Displacement by Plasticization 101 Normal Of stratum 102 stratum 110 upper surface of hard rock layer 120 bottom surface of earth removal 121 earth and sand 200 pile driver 201 leader 202 driving unit 203 press-fitting machine 210 backhoe 220 crane truck 230 excavator 240 crane truck

Claims (1)

Ｈ型ＰＣ杭を地中に連接沈下させて地中壁を構築するに当り、沈下させるＨ型ＰＣ杭の軸方向凹条内にオーガードリルを添装して地盤を掘削しつつＨ型ＰＣ杭を地中に沈下させ、次いで、隣接するＨ型ＰＣ杭同士が形成する空部に掘削機を挿入してＨ型ＰＣ杭の下端より下方の地盤に中空孔を掘削し、該中空孔及びＨ型ＰＣ杭の空部に亘る鋼材を前記Ｈ型ＰＣ杭の空部内に上方から挿入し、硬化材料を注入して前記鋼材を前記中空孔内及びＨ型ＰＣ杭内に固定し、前記鋼材に地中壁の曲げモーメントを支持させることを特徴とするＨ型ＰＣ杭を用いた地中壁の構築方法。   When building underground walls by connecting and sinking H-type PC piles in the ground, H-type PC piles are drilled while auger drills are installed in the axial recesses of the H-type PC piles Then, the excavator is inserted into the space formed by adjacent H-type PC piles to excavate a hollow hole in the ground below the lower end of the H-type PC pile. A steel material spanning the hollow portion of the type PC pile is inserted into the hollow portion of the H type PC pile from above, and a hardening material is injected to fix the steel material in the hollow hole and the H type PC pile. A method for constructing an underground wall using an H-shaped PC pile, wherein the bending moment of the underground wall is supported.
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CN109629663A (en) * 2018-12-28 2019-04-16 北京泽昌盛建筑科技有限公司 A kind of absolutely dry formula concrete house structural and preparation method thereof that is linked and packed of standardization
CN109680841A (en) * 2019-02-15 2019-04-26 姚攀峰 Hybrid prefabricated multi-cavity reinforced concrete wall, underground space structure system and construction method
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CN110924433A (en) * 2019-12-09 2020-03-27 中交铁道设计研究总院有限公司 Design method of subway foundation pit foot-hanging pile enclosure structure in upper-soft lower-hard rock stratum
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Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011099252A (en) * 2009-11-06 2011-05-19 Ps Mitsubishi Construction Co Ltd Retaining wall using precast concrete member
CN104018518A (en) * 2014-05-30 2014-09-03 浙江大学宁波理工学院 Prefabricated underground diaphragm wall and method for constructing outer basement wall and floor slabs
KR101826246B1 (en) 2017-06-22 2018-02-06 지앤에스건설 주식회사 Method for constructing concrete wall using precast concrete structure body having T-shaped section
JP6328312B1 (en) * 2017-12-14 2018-05-23 株式会社トラバース Self-supporting retaining wall and its basic structure
JP2019105116A (en) * 2017-12-14 2019-06-27 株式会社トラバース Self-supporting retaining wall and foundation structure thereof
KR20200012263A (en) * 2018-07-26 2020-02-05 주식회사 케이씨산업 Under ground structure using column wall and construction method thereof
KR102208793B1 (en) * 2018-07-26 2021-01-28 주식회사 케이씨산업 Under ground structure using column wall and construction method thereof
CN109629663A (en) * 2018-12-28 2019-04-16 北京泽昌盛建筑科技有限公司 A kind of absolutely dry formula concrete house structural and preparation method thereof that is linked and packed of standardization
CN109680841A (en) * 2019-02-15 2019-04-26 姚攀峰 Hybrid prefabricated multi-cavity reinforced concrete wall, underground space structure system and construction method
CN110924433A (en) * 2019-12-09 2020-03-27 中交铁道设计研究总院有限公司 Design method of subway foundation pit foot-hanging pile enclosure structure in upper-soft lower-hard rock stratum
CN113957880A (en) * 2021-09-23 2022-01-21 江苏东合南岩土科技股份有限公司 Construction method of steel-concrete underground continuous wall
CN113957880B (en) * 2021-09-23 2023-02-14 江苏东合南岩土科技股份有限公司 Construction method of steel-concrete underground continuous wall

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