JP2017082535A - Construction method for steel pile, and steel pile - Google Patents

Construction method for steel pile, and steel pile Download PDF

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JP2017082535A
JP2017082535A JP2015213899A JP2015213899A JP2017082535A JP 2017082535 A JP2017082535 A JP 2017082535A JP 2015213899 A JP2015213899 A JP 2015213899A JP 2015213899 A JP2015213899 A JP 2015213899A JP 2017082535 A JP2017082535 A JP 2017082535A
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soil
pile
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construction method
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JP6589559B2 (en
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祐介 加藤
Yusuke Kato
祐介 加藤
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Nippon Steel Corp
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Nippon Steel and Sumitomo Metal Corp
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Abstract

PROBLEM TO BE SOLVED: To provide a construction method for a steel pile capable of being constructed in soil by preventing corrosion of the steel pile, and the steel pile.SOLUTION: A construction method includes: a step S1 of preparing a steel pile comprising a pile body and a flange member provided around the pile body; a step S2 of arranging outer pipes on the flange member and surrounding the pile body with the outer pipes; a step S4 of driving the steel pile and the outer pipes into soil; and a step S3 of filling an area between the pile body and the outer pipe with soil particles.SELECTED DRAWING: Figure 4

Description

本発明は、鋼杭の施工方法及び鋼杭に関する。   The present invention relates to a steel pile construction method and a steel pile.

鋼杭は、地中や海底などの土壌に打ち込まれて、構造物などの基礎に用いられる。鋼杭は、土壌の土砂、泥又は瓦礫などに直接激しく接するので厳しい腐食環境に曝されることになり、腐食されやすい。そのため、鋼杭は効果的な防食対策が望まれている。特に、鋼杭を酸性硫酸塩土壌環境に用いる場合には、この土壌に含まれるパイライトの酸性反応により土壌のｐＨが著しく低下するため、鋼杭は非常に腐食されやすく、より効果的な防食対策が望まれる。   Steel piles are driven into soil such as the ground or the seabed and used as foundations for structures. Steel piles are exposed to severe corrosive environment because they are in direct contact with soil, mud, rubble, etc., and are easily corroded. Therefore, effective anti-corrosion measures are desired for steel piles. In particular, when steel piles are used in an acidic sulfate soil environment, the pH of the soil is significantly lowered by the acidic reaction of pyrite contained in the soil, so the steel piles are very susceptible to corrosion and are more effective anti-corrosion measures. Is desired.

従来から用いられる防食対策は、鋼杭の表面に樹脂からなる防食被膜を形成する方法、防食電流を付与する電気防食方法、コンクリート、モルタル及びレンジモルタルなどで鋼杭表面を被覆する防食工法、鋼杭の接する土壌を改質する方法などがある。防食被膜を形成する方法は、鋼杭を土壌に打ち込む際に被膜の一部が剥がれ、充分な防食効果が得られなくなることがある。電気防食方法は、土壌の電気抵抗が非常に大きいため、大きな防食電流を流す必要がある。また、電気防食方法は、周囲の通信設備に障害を発生させたり、周囲の鋼材を迷走電流により腐食させたりすることがある。鋼杭表面を被覆する防食工法は、例えば、特開平５−１７１６５８号公報（特許文献１）の防食工法がある。同公報には、地下空間を囲う壁体用鋼材と壁体用鋼材の外側を囲う鋼製隔壁体との間に鉄筋コンクリートを打設して、壁体用鋼材の外側の表面をコンクリートで被覆する防食工法が記載されている。この防食工法は、コンクリートなどにひび割れが生じると、このひび割れからコンクリートなどの内部に酸素及び水素イオンが容易に侵入して、鋼材を腐食させる。   Conventional anti-corrosion measures include: a method of forming an anti-corrosion coating made of resin on the surface of steel piles, an electro-corrosion protection method for applying an anti-corrosion current, an anti-corrosion method for coating steel pile surfaces with concrete, mortar, range mortar, There is a method to improve the soil where the pile touches. In the method of forming the anticorrosion coating, when the steel pile is driven into the soil, a part of the coating is peeled off and a sufficient anticorrosion effect may not be obtained. In the anticorrosion method, since the electric resistance of the soil is very large, it is necessary to pass a large anticorrosion current. In addition, the anticorrosion method may cause a failure in surrounding communication equipment or corrode surrounding steel due to stray current. As the anticorrosion method for covering the steel pile surface, for example, there is an anticorrosion method disclosed in JP-A-5-171658 (Patent Document 1). In this publication, reinforced concrete is placed between a wall steel material surrounding an underground space and a steel partition wall surrounding the wall steel material, and the outer surface of the wall steel material is covered with concrete. An anticorrosion method is described. In this anticorrosion method, when cracks occur in concrete or the like, oxygen and hydrogen ions easily enter the concrete and the like from the cracks and corrode steel materials.

土壌を改質する防食方法は、例えば、特開２００１−１１６６８号公報（特許文献２）の防食工法がある。同公報には、施工の際、鋼構造物に接する土壌に、アルカリ性の土壌改質剤を混合して、鋼構造物から少なくとも１０ｍｍまでの範囲にある土壌のｐＨを６〜１３にする土壌改質を行う防食工法が記載されている。   As an anticorrosion method for modifying soil, for example, there is an anticorrosion method disclosed in Japanese Patent Application Laid-Open No. 2001-11668 (Patent Document 2). In this publication, an alkaline soil modifier is mixed with the soil in contact with the steel structure at the time of construction to adjust the soil pH in the range of at least 10 mm from the steel structure to 6-13. Corrosion protection methods that perform quality are described.

特開平５−１７１６５８号公報JP-A-5-171658 特開２００１−１１６６８号公報JP 2001-11668 A

上記土壌を改質する防食工法は、土壌改質剤を添加して酸性土壌のｐＨを中性〜アルカリ性に変えることで、鋼を防食している。しかしながら、この技術は、土壌改質剤を添加して土壌のｐＨを中性〜アルカリ性に改質しても、土壌の表面から鋼の周りに酸素が十分に供給されていると、埋設鋼材のカソード反応により鋼を腐食させるおそれがある。また、パイライトを含む酸性硫酸塩土壌の場合には、パイライトの酸化反応により土壌のｐＨが低下して、鋼を腐食させるおそれがある。   In the anticorrosion method for modifying the soil, steel is anticorrosive by adding a soil modifier to change the pH of the acidic soil from neutral to alkaline. However, even if the soil modifier is added to improve the pH of the soil from neutral to alkaline, this technology can prevent the buried steel material from being buried if oxygen is sufficiently supplied around the steel from the soil surface. There is a risk of corroding the steel by the cathode reaction. Moreover, in the case of acidic sulfate soil containing pyrite, the pH of the soil may be lowered due to the oxidation reaction of pyrite, which may corrode steel.

本発明の目的は、鋼杭を防食して土壌に施工可能な鋼杭の施工方法及び鋼杭を提供することである。   The objective of this invention is providing the construction method and steel pile of a steel pile which can carry out corrosion prevention of a steel pile, and can be applied to soil.

本発明の一実施形態による鋼杭の施工方法は、杭体と、杭体の周りに設けられたつば部材とを備える鋼杭を準備する工程と、外管をつば部材上に配置して外管で杭体を囲う工程と、鋼杭及び外管を土壌に打ち込む工程と、杭体と外管との間の領域に土粒子を充填する工程とを含む。   The construction method of the steel pile by one Embodiment of this invention is the process of preparing the steel pile provided with a pile body and the collar member provided around the pile body, arrange | positioning an outer pipe | tube on a collar member, and outside. A step of enclosing the pile body with the pipe, a step of driving the steel pile and the outer pipe into the soil, and a step of filling the region between the pile body and the outer pipe with soil particles.

本発明の一実施形態による鋼杭は、杭体と、杭体の周りに設けられたつば部材とを備える。つば部材は、杭体を囲うよう配置される外管の位置を拘束する壁を備える。   A steel pile according to an embodiment of the present invention includes a pile body and a collar member provided around the pile body. A collar member is provided with the wall which restrains the position of the outer tube | pipe arrange | positioned so that a pile body may be enclosed.

本発明によれば、鋼杭を防食して土壌に施工することができる。   According to the present invention, a steel pile can be protected against corrosion and applied to soil.

図１は、パイライトと土粒子とが存在する土壌系の鋼杭の腐食反応の模式的な説明図である。FIG. 1 is a schematic explanatory view of the corrosion reaction of a soil-based steel pile in which pyrite and soil particles are present. 図２は、本発明の一実施形態による鋼杭の斜視図である。FIG. 2 is a perspective view of a steel pile according to an embodiment of the present invention. 図３は、外管を配置した鋼杭の断面図である。FIG. 3 is a cross-sectional view of a steel pile in which an outer pipe is arranged. 図４は、本発明の一実施形態による施工方法のフローチャートである。FIG. 4 is a flowchart of a construction method according to an embodiment of the present invention. 図５は、鋼杭及び外管を打ち込む途中の状態の模式図である。FIG. 5 is a schematic view of a state in the middle of driving the steel pile and the outer pipe. 図６は、鋼杭及び外管を打ち込んだ状態の模式図である。FIG. 6 is a schematic view of a state in which the steel pile and the outer pipe are driven. 図７は、外管を引き抜く途中の状態の模式図である。FIG. 7 is a schematic diagram of a state in the middle of pulling out the outer tube. 図８は、外管を引き抜いた状態の模式図である。FIG. 8 is a schematic view showing a state in which the outer tube is pulled out. 図９は、変形例による鋼杭の先端の断面図である。FIG. 9 is a cross-sectional view of the tip of a steel pile according to a modification. 図１０は、他の変形例による鋼杭のつば部材周辺の断面図である。FIG. 10 is a cross-sectional view of the periphery of a brim member of a steel pile according to another modification. 図１１は、さらに他の変形例による鋼杭のつば部材周辺の断面図である。FIG. 11 is a cross-sectional view of the periphery of a brim member of a steel pile according to still another modification. 図１２は、さらに他の変形例による鋼杭の平面図である。FIG. 12 is a plan view of a steel pile according to still another modification. 図１３は、さらに他の変形例による鋼杭の平面図である。FIG. 13 is a plan view of a steel pile according to still another modification. 図１４は、さらに他の変形例による鋼杭の平面図である。FIG. 14 is a plan view of a steel pile according to still another modification. 図１５は、浸漬試験の模式図である。FIG. 15 is a schematic diagram of the immersion test. 図１６は、浸漬日数と重量減との関係を示すグラフである。FIG. 16 is a graph showing the relationship between the number of days of immersion and weight loss. 図１７は、浸漬日数とｐＨとの関係を示すグラフである。FIG. 17 is a graph showing the relationship between the number of days of immersion and pH.

本発明者らは、鋼杭を防食して土壌に施工するため、種々の検討を行い、以下の（Ａ）〜（Ｄ）の知見を得た。   In order to prevent corrosion of steel piles and construct them on soil, the present inventors made various studies and obtained the following findings (A) to (D).

（Ａ）土壌腐食環境において、酸性硫酸塩土壌（以下、酸性土という）は、時間経過でｐＨが低下しやすく、腐食環境が非常に厳しい。ｐＨの低下は、土壌中に含まれるパイライト（ＦｅＳ２）の酸化反応により硫酸を生成するためである。パイライトと水と土粒子とが存在する環境（以下、土壌系という）は、パイライトと水とからなるパイライト分散溶液の環境（以下、溶液系という）よりも腐食速度が小さくなることが分かった。土壌系では、例えば、図１に示すように、土粒子３が酸素及び水素イオンの拡散の障害となり、土粒子３間に生じる隙間が酸素及び水素イオンの拡散経路９になることで、パイライト８への酸素の供給や鋼杭１への酸素及び水素イオンの供給が遅くなり、腐食速度が小さくなると考えられる。 (A) In a soil corrosive environment, acidic sulfate soil (hereinafter referred to as acidic soil) has a very severe corrosive environment because the pH tends to decrease over time. The decrease in pH is because sulfuric acid is generated by an oxidation reaction of pyrite (FeS 2 ) contained in the soil. It was found that the environment in which pyrite, water, and soil particles exist (hereinafter referred to as soil system) has a lower corrosion rate than the environment of the pyrite dispersion solution composed of pyrite and water (hereinafter referred to as solution system). In the soil system, for example, as shown in FIG. 1, the soil particles 3 become an obstacle to the diffusion of oxygen and hydrogen ions, and the gap formed between the soil particles 3 becomes the diffusion path 9 of oxygen and hydrogen ions, thereby the pyrite 8. It is considered that the supply of oxygen to the steel and the supply of oxygen and hydrogen ions to the steel pile 1 are slow, and the corrosion rate is reduced.

（Ｂ）土壌系では、土粒子３の平均粒径が小さくなると、鋼杭１の腐食速度が小さくなり、平均粒径が大きくなると、溶液系の腐食速度に近づく傾向があることが分かった。これは、土粒子３が細かいほど、拡散経路９が減少したり狭まったりするなどで拡散が制限され、土粒子３が粗いほど、拡散経路９が増加したり広がったりするなどで拡散が容易になるためと考えられる。ここで、土壌系及び溶液系において、酸素及び水素イオンの拡散速度を測定した結果、土壌系は溶液系よりも酸素及び水素イオンの拡散速度が遅くなることが確認された。   (B) In soil system, when the average particle diameter of the soil particle 3 became small, the corrosion rate of the steel pile 1 became small, and when the average particle diameter became large, it turned out that there exists a tendency which approaches the corrosion rate of a solution system. This is because the finer the soil particle 3 is, the more the diffusion path 9 is reduced or narrowed, so that the diffusion is limited. The coarser the soil particle 3 is, the more easily the diffusion path 9 is increased or spread. It is thought to be. Here, as a result of measuring the diffusion rate of oxygen and hydrogen ions in the soil system and the solution system, it was confirmed that the diffusion rate of oxygen and hydrogen ions in the soil system was slower than that in the solution system.

（Ｃ）溶液系では腐食が進行しても低ｐＨを維持するのに対し、土壌系では日数経過に伴い土壌と鋼杭との界面のｐＨが上昇し、界面を低ｐＨに維持できなくなることが分かった。これは、鋼杭の腐食により水素イオンが消費されることでｐＨが上昇に向かうところ、溶液系では、パイライトの酸化反応により水素イオンが継続的に供給されることで、低ｐＨに維持されたと考えられる。一方、土壌系では、酸素や水素イオンの拡散が制限されることで、鋼杭の周囲において水素イオンの消費に水素イオンの供給が追いつかず、界面のｐＨが上昇したと考えられる。また、土壌系では、界面のｐＨが上昇しても、土壌の鋼杭から３０ｍｍ離れた位置（以下、バルク部という）が低ｐＨに維持されることが分かった。   (C) While the solution system maintains a low pH even when corrosion progresses, in the soil system, the pH of the interface between the soil and the steel pile increases with the passage of days, and the interface cannot be maintained at a low pH. I understood. This is because when hydrogen ions are consumed due to corrosion of steel piles, the pH tends to increase, and in the solution system, hydrogen ions are continuously supplied by the oxidation reaction of pyrite, so that the low pH is maintained. Conceivable. On the other hand, in the soil system, the diffusion of oxygen and hydrogen ions is restricted, so the supply of hydrogen ions cannot catch up with the consumption of hydrogen ions around the steel pile, and the interface pH is considered to have increased. Further, in the soil system, it was found that even if the pH at the interface rises, the position 30 mm away from the steel pile of the soil (hereinafter referred to as the bulk part) is maintained at a low pH.

（Ｄ）土壌は深い位置になるほど、酸素の濃度が低下する傾向にある。これは、深い位置になるほど、土壌の表面からの酸素が供給されにくくなるためと考えられる。   (D) The oxygen concentration tends to decrease as the soil becomes deeper. This is probably because the deeper the position, the less oxygen is supplied from the soil surface.

本発明者らは、前述の知見に基づいて本発明を完成させた。まず、本発明の一実施形態の概要を説明する。   The present inventors have completed the present invention based on the aforementioned findings. First, an outline of an embodiment of the present invention will be described.

本実施形態による鋼杭の施工方法は、杭体と、杭体の周りに設けられたつば部材とを備える鋼杭を準備する工程と、外管をつば部材上に配置して外管で杭体を囲う工程と、鋼杭及び外管を土壌に打ち込む工程と、杭体と外管との間の領域に土粒子を充填する工程とを含む。   The steel pile construction method according to the present embodiment includes a step of preparing a steel pile including a pile body and a collar member provided around the pile body, and an outer pipe is disposed on the collar member and the pile is formed by the outer pipe. A step of enclosing the body, a step of driving a steel pile and an outer tube into the soil, and a step of filling soil particles in a region between the pile body and the outer tube.

この施工方法は、充填した土粒子により杭体への酸素及び水素イオンの拡散を制限でき、鋼杭を防食して土壌に施工することができる。   This construction method can restrict the diffusion of oxygen and hydrogen ions to the pile body by the filled soil particles, and can be applied to the soil by preventing corrosion of the steel pile.

この施工方法は、好ましくは、土粒子を充填した後、外管を土壌から引き抜く工程をさらに含む。   This construction method preferably further includes a step of drawing the outer tube from the soil after filling with the soil particles.

好ましくは、土粒子は、ＪＩＳ１２０４：２００９の粒径区分で粗砂又はそれよりも小さい土粒子である。   Preferably, the soil particles are coarse sand or smaller soil particles in the particle size classification of JIS 1204: 2009.

好ましくは、領域の深さは１ｍ以上である。   Preferably, the depth of the region is 1 m or more.

好ましくは、杭体に対するつば部材の下面の内角は１５〜９０°である。   Preferably, the inner angle of the lower surface of the collar member with respect to the pile body is 15 to 90 °.

好ましくは、杭体の表面と外管の内面との間の距離は３０ｍｍ以上である。   Preferably, the distance between the surface of the pile body and the inner surface of the outer tube is 30 mm or more.

本実施形態による鋼杭は、杭体と、杭体の周りに設けられたつば部材とを備える。つば部材は、杭体を囲うよう配置される外管の位置を拘束する壁を備える。   The steel pile according to the present embodiment includes a pile body and a collar member provided around the pile body. A collar member is provided with the wall which restrains the position of the outer tube | pipe arrange | positioned so that a pile body may be enclosed.

この鋼杭は、防食させて土壌に施工させることができる。   This steel pile can be anticorrosive and applied to the soil.

以下、本発明の一実施形態による鋼杭について詳細に説明する。図２のＡ方向（鋼杭１を打ち込む方向）を打ち込み方向と表し、鋼杭１を打ち込む際に土壌が最初に接触する側を下、反対側を上と表す。また、Ｂ方向（打ち込み方向と直交する方向）を断面方向と表して説明する。   Hereinafter, the steel pile by one Embodiment of this invention is demonstrated in detail. The A direction (direction in which the steel pile 1 is driven) in FIG. 2 is expressed as the driving direction, and when the steel pile 1 is driven in, the side where the soil first comes into contact is represented as the bottom, and the opposite side is represented as the top. Further, the B direction (direction orthogonal to the driving direction) will be described as a cross-sectional direction.

鋼杭１は、図２に示すように、防食が望まれる杭体４と、杭体４の外表面に設けられたつば部材５とを備える。つば部材５は杭体４の外表面の上下長の途中に接続され、杭体４から断面方向Ｂに突出している。つば部材５は、下向きに凸である支持部６と、支持部６から上向きに伸長する環状の壁７とを備える。杭体４と支持部６とのなす角のうち上側に位置する角度（以下、「内角」とも表す）θを１５〜９０°とすることが好ましい。内角θを９０°より大きくすると、杭体４を土壌に打ち込むときに杭体４と支持部６との接続部に大きな応力が加わり破損する恐れがあるためである。内角θを１５°未満とすると支持部６が大きくなり、支持部６のコストが高くなり、施工時の手間が増えるためである。また、内角θのさらに好ましい上限値は６０°である。内角θのさらに好ましい下限値は３０°である。杭体４の外表面と壁７の内面との間の距離は１００ｍｍ以下が好ましい。   As shown in FIG. 2, the steel pile 1 includes a pile body 4 for which anticorrosion is desired and a flange member 5 provided on the outer surface of the pile body 4. The collar member 5 is connected in the middle of the vertically long outer surface of the pile body 4 and protrudes from the pile body 4 in the cross-sectional direction B. The collar member 5 includes a support portion 6 that is convex downward, and an annular wall 7 that extends upward from the support portion 6. Of the angles formed by the pile body 4 and the support portion 6, it is preferable that an angle θ (hereinafter also referred to as “inner angle”) θ is 15 to 90 °. This is because if the inner angle θ is larger than 90 °, a large stress is applied to the connecting portion between the pile body 4 and the support portion 6 when the pile body 4 is driven into the soil, causing damage. This is because if the inner angle θ is less than 15 °, the support portion 6 becomes large, the cost of the support portion 6 becomes high, and labor for construction increases. Further, a more preferable upper limit value of the internal angle θ is 60 °. A more preferable lower limit value of the inner angle θ is 30 °. The distance between the outer surface of the pile body 4 and the inner surface of the wall 7 is preferably 100 mm or less.

鋼杭１は、図３に示すように、外管１２を外側に被せて使用する。外管１２は、支持部６上に配置され、壁７によって断面方向Ｂに拘束される。外管１２が配置されることで、杭体４の外表面、支持部６の上面及び外管１２の内面で囲まれた領域１１が形成される。後述する土粒子３の充填による杭体４への酸素及び水素イオンの拡散の制限と鋼杭１の防食効果を享受するため、領域１１の断面方向Ｂの長さ（杭体４の外表面と外管１２の内面との間の距離）Ｔ１は３０ｍｍ以上であることが好ましく、領域１１の打ち込み方向Ａの長さ（深さ）Ｄ１は１ｍ以上が好ましい。さらに、外管１２の設置及び引き抜きの際に外管１２と壁７との干渉を防止するため、壁７と外管１２との間に隙間を設けることが好ましい。   As shown in FIG. 3, the steel pile 1 is used with an outer tube 12 covered outside. The outer tube 12 is disposed on the support portion 6 and is restrained in the cross-sectional direction B by the wall 7. By arranging the outer tube 12, a region 11 surrounded by the outer surface of the pile body 4, the upper surface of the support 6 and the inner surface of the outer tube 12 is formed. In order to enjoy the limitation of diffusion of oxygen and hydrogen ions to the pile body 4 and the anticorrosion effect of the steel pile 1 by filling the soil particles 3 described later, the length of the region 11 in the cross-sectional direction B (the outer surface of the pile body 4 and The distance (T1) between the inner surface of the outer tube 12) is preferably 30 mm or more, and the length (depth) D1 of the region 11 in the driving direction A is preferably 1 m or more. Furthermore, it is preferable to provide a gap between the wall 7 and the outer tube 12 in order to prevent interference between the outer tube 12 and the wall 7 when the outer tube 12 is installed and pulled out.

［施工方法］
以下、本発明の一実施形態による鋼杭の施工方法について詳細に説明する。なお、鋼杭１の説明と重複する説明は省略する。 [Construction method]
Hereinafter, the construction method of the steel pile by one Embodiment of this invention is demonstrated in detail. In addition, the description which overlaps with the description of the steel pile 1 is abbreviate | omitted.

この施工方法は、図４に示すように、鋼杭１を準備する工程Ｓ１と、外管１２をつば部材５上に配置して外管１２で杭体４を囲う工程Ｓ２と、杭体４と外管１２との間の領域１１に土粒子を充填する工程Ｓ３と、鋼杭１及び外管１２を土壌に打ち込む工程Ｓ４と、外管を引き抜く工程Ｓ５とを含む。   As shown in FIG. 4, the construction method includes a step S1 of preparing the steel pile 1, a step S2 of placing the outer pipe 12 on the collar member 5 and surrounding the pile body 4 with the outer pipe 12, and a pile body 4 A step S3 for filling the region 11 between the outer pipe 12 and the outer pipe 12, a step S4 for driving the steel pile 1 and the outer pipe 12 into the soil, and a step S5 for extracting the outer pipe.

工程Ｓ３で充填される土粒子は、ＪＩＳ １２０４：２００９の粒径区分で粗砂又はそれよりも小さい土粒子であることが好ましい。粗砂又はそれよりも小さい土粒子とは、ＪＩＳ １２０４：２００９において、粒径２ｍｍ以下の土粒子である。粒径２ｍｍ以下とは、ＪＩＳ １２０４：２００９の土粒度試験方法に基づき、土粒子を格子状のふるいにかけ、２ｍｍ×２ｍｍの格子を通過した土粒子の重量比率が５０％以上を表す（有効粒径Ｄ５０）。そして、粒径区分は、ＪＩＳ １２０４：２００９に基づき、０．８５０〜２ｍｍが粗砂、０．２５０〜０．８５０ｍｍが中砂、０．０７５〜０．２５０ｍｍが細砂、０．０７５〜０．００５ｍｍがシルト、０．００５ｍｍ以下が粘土である。土粒子は、知見のとおり粒径が小さいほど好ましく、より好ましくは細砂以下である。 It is preferable that the soil particles filled in step S3 are coarse sand or smaller soil particles in the particle size classification of JIS 1204: 2009. The coarse sand or smaller soil particles are soil particles having a particle size of 2 mm or less in JIS 1204: 2009. The particle size of 2 mm or less is based on the soil particle size test method of JIS 1204: 2009, and the weight ratio of the soil particles passing through a 2 mm × 2 mm lattice is 50% or more (effective particles). diameter D 50). The particle size classification is based on JIS 1204: 2009, 0.850 to 2 mm is coarse sand, 0.250 to 0.850 mm is medium sand, 0.075 to 0.250 mm is fine sand, 0.075 to 0 0.005 mm is silt, and 0.005 mm or less is clay. The soil particles are preferably as the particle size is small as is known, and more preferably fine sand or less.

工程Ｓ４は、図５に示すように、土粒子３を領域１１に充填した鋼杭１及び外管１２を土壌２に打ち込む。その結果、図６に示すように、鋼杭１及び外管１２が土粒子３とともに土壌２に埋め込まれる。   In step S4, the steel pile 1 and the outer pipe 12 filled with the soil particles 3 in the region 11 are driven into the soil 2, as shown in FIG. As a result, as shown in FIG. 6, the steel pile 1 and the outer tube 12 are embedded in the soil 2 together with the soil particles 3.

工程Ｓ５は、図７に示すように、外管１２を土壌２から引き抜く。外管１２を引く抜くことで生じる土粒子３と土壌との間の隙間は、図８に示すように、鋼杭１の周りの土壌や土粒子３の土圧作用により埋められる。   In step S5, the outer tube 12 is extracted from the soil 2 as shown in FIG. As shown in FIG. 8, the gap between the soil particles 3 and the soil generated by pulling out the outer tube 12 is filled by the soil pressure action of the soil around the steel pile 1 and the soil particles 3.

この施工方法は、杭体４の周りを土粒子３で被い、鋼杭１を土壌２に施工することで、杭体４への酸素及び水素イオンの拡散（供給）を既設の土壌よりも制限して、杭体４を防食することができる。この施工方法は、土壌がパイライトを含む酸性土であっても、杭体４の周りが低ｐＨに維持されることを抑制でき、杭体４を防食して土壌２に施工することができる。この施工方法は、土粒子に粗砂又はそれよりも小さい土粒子を用いることで、酸素及び水素イオンの拡散をより制限できる。この施工方法は、外管１２を引き抜くことで、引き抜いた外管１２を別の鋼杭１の施工に再使用することができる。   In this construction method, the pile body 4 is covered with soil particles 3 and the steel pile 1 is constructed on the soil 2, so that the diffusion (supply) of oxygen and hydrogen ions to the pile body 4 is more than that of the existing soil. It can restrict | limit and can prevent the pile body 4 from corrosion. This construction method can suppress the surroundings of the pile body 4 from being maintained at a low pH even when the soil is acidic soil containing pyrite, and can prevent the pile body 4 from being corroded and can be applied to the soil 2. This construction method can further limit the diffusion of oxygen and hydrogen ions by using coarse sand or smaller soil particles as the soil particles. In this construction method, by pulling out the outer tube 12, the extracted outer tube 12 can be reused for the construction of another steel pile 1.

この施工方法は、外管１２の位置を壁７によって拘束することで、酸素及び水素イオンの拡散の制限に有効な厚みを確保して土粒子を充填することができる。   In this construction method, the position of the outer tube 12 is constrained by the wall 7, so that a thickness effective for limiting the diffusion of oxygen and hydrogen ions can be secured and the soil particles can be filled.

［変形例］
杭体４の形状は、打ち込むことができる形状であれば、任意の形状を適用できる。杭体４は円形の鋼管杭を適用してもよく、棒状やＨ字型の鋼杭を適用してもよい。さらに、杭体４の下側に蓋を備えていてもよい。この蓋は、杭体４が土壌に打ち込まれたとき、土壌が杭体４内に侵入することを防止することができる。 [Modification]
As long as the shape of the pile body 4 can be driven in, any shape can be applied. As the pile body 4, a circular steel pipe pile may be applied, or a rod-like or H-shaped steel pile may be applied. Further, a lid may be provided on the lower side of the pile body 4. This lid can prevent the soil from entering the pile body 4 when the pile body 4 is driven into the soil.

また、外管１２の形状は、領域１１の断面方向Ｂの長さＴ１と打ち込み方向Ａの長さＤ１とを前記所望の長さにできれば、円管でなく任意の形状にしてもよい。   The outer tube 12 may have any shape instead of a circular tube as long as the length T1 in the cross-sectional direction B and the length D1 in the driving direction A of the region 11 can be set to the desired length.

また、支持部６の設置位置を杭体４の任意の場所に設置してもよい。例えば図９に示す変形例のように、内角θが９０°であるつば部材５が杭体４の底に設けられている構造にしてもよい。この場合、杭体４の外表面全体を土粒子３で被うことができる。また、図１０に示す変形例のように、内角θが９０°であるつば部材５が杭体４の途中に設けられている構造にしてもよい。また、図１１に示す変形例のように、支持部６の上面が平坦になるように、支持部６の内面を詰まった構造にしてもよい。この場合、打ち込み時の支持部６の強度を向上させることができる。   Moreover, you may install the installation position of the support part 6 in the arbitrary places of the pile body 4. FIG. For example, as in the modification shown in FIG. 9, the collar member 5 having an inner angle θ of 90 ° may be provided on the bottom of the pile body 4. In this case, the entire outer surface of the pile body 4 can be covered with the soil particles 3. Moreover, you may make it the structure where the collar member 5 whose inner angle (theta) is 90 degrees is provided in the middle of the pile body 4 like the modification shown in FIG. Further, as in the modification shown in FIG. 11, the inner surface of the support portion 6 may be clogged so that the upper surface of the support portion 6 becomes flat. In this case, the strength of the support portion 6 at the time of driving can be improved.

支持部６は、打ち込み方向Ａから投影したときに円形や多角形等の任意の形状であってもよい。壁７の構造は、打ち込み方向Ａから投影したときに点在して配置されていてもよい。一例として、図１２に示す変形例のように、支持部６の外周端に等間隔で２つの壁７が設けられている構造や、図１３に示す他の変形例のように、支持部６の外周端に等間隔で８つの壁７が設けられている構造を適用できる。   The support portion 6 may have an arbitrary shape such as a circle or a polygon when projected from the driving direction A. The structure of the wall 7 may be arranged in a scattered manner when projected from the driving direction A. As an example, a structure in which two walls 7 are provided at equal intervals on the outer peripheral end of the support portion 6 as in the modification example shown in FIG. 12, or a support portion 6 as in another modification example shown in FIG. It is possible to apply a structure in which eight walls 7 are provided at equal intervals on the outer peripheral edge of each.

上記実施の形態では、支持部６の形状が円錐である例を説明したが、支持部６の形状を任意の形状としてもよい。一例として、図１４に示す変形例のように、支持部６は四角錐であり、支持部６の外周端全体に設けられた壁７とを備える構造としてもよい。この場合、外管１２が円筒であるとき、外管１２の位置は壁７の一部によって拘束される。   In the above embodiment, an example in which the shape of the support portion 6 is a cone has been described, but the shape of the support portion 6 may be an arbitrary shape. As an example, as in the modification shown in FIG. 14, the support portion 6 may be a quadrangular pyramid, and may include a wall 7 provided on the entire outer peripheral end of the support portion 6. In this case, when the outer tube 12 is a cylinder, the position of the outer tube 12 is restricted by a part of the wall 7.

外管１２を引き抜く工程Ｓ５は選択的な工程であり、実施されなくてもよい。   The process S5 of pulling out the outer tube 12 is an optional process and may not be performed.

上記実施の形態では、鋼杭１及び外管１２を打ち込む前に土粒子３を充填した例を説明したが、外管１２で杭体４を囲った後であれば、任意のタイミングで土粒子３を充填できる。一例として、打ち込みを中断して、土粒子３を充填し、その後に打ち込みを再開してもよい。この場合、鋼杭１を土壌２に支持させて、土粒子３を充填できる。他の例として、打ち込んだ後に土粒子３を充填してもよい。この場合、鋼杭１を土壌２に支持させて、土粒子３を充填できることはもちろん、打ち込み途中に充填するよりも土壌の表面に近い位置から土粒子３を充填できる。   In the said embodiment, although the example which filled the soil particle 3 before driving in the steel pile 1 and the outer tube | pipe 12 was demonstrated, if it is after enclosing the pile body 4 with the outer tube | pipe 12, soil particle | grains will be carried out at arbitrary timings. 3 can be filled. As an example, the driving may be interrupted, the soil particles 3 may be filled, and then the driving may be resumed. In this case, the steel pile 1 can be supported by the soil 2 and the soil particles 3 can be filled. As another example, the soil particles 3 may be filled after being driven. In this case, the steel pile 1 can be supported by the soil 2 and the soil particles 3 can be filled, and of course, the soil particles 3 can be filled from a position closer to the surface of the soil than filling in the middle of driving.

以下、実施例に基づいて本発明をより具体的に説明する。なお、この実施例は本発明を限定するものではない。   Hereinafter, based on an Example, this invention is demonstrated more concretely. In addition, this Example does not limit this invention.

表１は、Ｎｏ．１〜４の試験片における土粒子３の条件及び実験結果である。Ｎｏ．１〜３はパイライト８を含む土壌系での浸漬試験を行い、Ｎｏ．４はパイライト８を含む溶液系での浸漬試験を行った。溶液系は、図１５に示すように、水及びパイライト８からなる１７５ｍＬのパイライト分散溶液１０（４．９ｇ／Ｌ ＦｅＳ２）に、試験片１１の全面を接触させてパイライト分散溶液１０の中央付近に浸漬した。土壌系は、溶液系と同じ水及びパイライトからなる６７ｍＬのパイライト分散溶液１０に、溶液系と同量の体積となるよう土粒子３を加えたものに、試験片１１の全面を接触させて土壌２の中央付近に浸漬した（埋め込んだ）。Ｎｏ．１の土粒子３は粒径２ｍｍ以下で構成され平均粒径０．２ｍｍの細砂であり、Ｎｏ．２の土粒子３は粒径２ｍｍ以下で構成され平均粒径０．８５ｍｍの粗砂であり、Ｎｏ．３の土粒子３は平均粒径３ｍｍの礫である。平均粒径には、ＪＩＳ １２０４：２００９の土粒度試験方法に基づき、粒径加積曲線の通過質量百分率が５０％に該当する粒径（有効粒径Ｄ５０）を用いた。試験片１１は、ＪＩＳ ＳＳ４００の鋼材から得たもの（２５ｍｍ×５０ｍｍ×６ｍｍ）を供試材とした。試験条件は、初期ｐＨが４．０、試験温度が４０℃、雰囲気が大気開放とした。 Table 1 shows no. It is the conditions and experimental result of the soil particle 3 in the test piece of 1-4. No. Nos. 1 to 3 are subjected to an immersion test in a soil system containing pyrite 8, No. 4 performed an immersion test in a solution system containing pyrite 8. As shown in FIG. 15, the solution system is such that 175 mL of pyrite dispersion solution 10 (4.9 g / L FeS 2 ) composed of water and pyrite 8 is brought into contact with the entire surface of the test piece 11 and near the center of the pyrite dispersion solution 10. Soaked in. The soil system is obtained by bringing the entire surface of the test piece 11 into contact with 67 mL pyrite dispersion solution 10 made of the same water and pyrite as in the solution system and adding the soil particles 3 so as to have the same volume as the solution system. 2 was immersed (embedded) near the center. No. No. 1 soil particle 3 is fine sand having an average particle diameter of 0.2 mm and having a particle diameter of 2 mm or less. No. 2 soil particle 3 is coarse sand having an average particle size of 0.85 mm, having a particle size of 2 mm or less. 3 soil particles 3 are gravel with an average particle diameter of 3 mm. As the average particle size, a particle size (effective particle size D 50 ) corresponding to a passing mass percentage of the particle size accumulation curve of 50% based on the soil particle size test method of JIS 1204: 2009 was used. The test piece 11 was obtained from a steel material of JIS SS400 (25 mm × 50 mm × 6 mm) as a test material. The test conditions were that the initial pH was 4.0, the test temperature was 40 ° C., and the atmosphere was open to the atmosphere.

Figure 2017082535
Figure 2017082535

Ｎｏ．１〜４は、図１６に示すように、７日後及び１４日後、回収した試験片１１から腐食生成物を除去した重量減（ｇ／ｃｍ２）を測定した。図１７に示すように、Ｎｏ．１〜３は、７日後及び１４日後、試験片１１と土壌２との界面（位置Ｐ１）のｐＨ及びバルク部（位置Ｐ２）のｐＨを測定し、Ｎｏ．４は、７日後及び１４日後、パイライト分散溶液１０（位置Ｐ１）のｐＨを測定した。図１７において、Ｎｏ．１Ａ，２Ａ及び３ＡがＮｏ．１，２及び３の界面の測定結果であり、Ｎｏ．１Ｂ，２Ｂ及び３ＢがＮｏ．１，２及び３のバルク部の測定結果である。なお、位置Ｐ２は、土壌２内において試験片１１との界面（位置Ｐ１）から側方に３０ｍｍ離れた位置である。また、Ｎｏ．４は位置Ｐ１と位置Ｐ２とでｐＨに差を生じないため、位置Ｐ２での測定を行っていない。 No. As shown in FIG. 16, the weight loss (g / cm < 2 >) which removed the corrosion product from the collect | recovered test piece 11 was measured after 1-4 for 14 days. As shown in FIG. 1-3 measured the pH of the interface (position P1) and the bulk part (position P2) between the test piece 11 and the soil 2 after 7 days and 14 days. 4 measured the pH of the pyrite dispersion 10 (position P1) after 7 days and 14 days. In FIG. 1A, 2A and 3A are No. It is a measurement result of the interface of 1, 2 and 3, No. 1B, 2B and 3B are No. It is a measurement result of the bulk part of 1, 2 and 3. The position P2 is a position 30 mm away from the interface (position P1) with the test piece 11 in the soil 2 to the side. No. In No. 4, since there is no difference in pH between the position P1 and the position P2, the measurement at the position P2 is not performed.

７日後の重量減は、Ｎｏ．１〜３が０．００１ｇ／ｃｍ２未満であったのに対し、Ｎｏ．４が０．００１ｇ／ｃｍ２以上であった。そして、１４日後の重量減は、Ｎｏ．１及び２が０．００１ｇ／ｃｍ２未満であったのに対し、Ｎｏ．３及び４が０．００１ｇ／ｃｍ２以上であった。 The weight loss after 7 days is No. 1 to 3 was less than 0.001 g / cm 2 , whereas 4 was 0.001 g / cm 2 or more. And the weight loss after 14 days is No. No. 1 and 2 were less than 0.001 g / cm 2 , whereas 3 and 4 were 0.001 g / cm 2 or more.

７日後の各ｐＨは、Ｎｏ．１〜３の各位置Ｐ１が５以上であったのに対し、Ｎｏ．４が５未満であった。そして、位置Ｐ２での各ｐＨはいずれも５未満であった。また、１４日後の各ｐＨは、Ｎｏ．１及び２の各位置Ｐ１が６以上であったのに対し、Ｎｏ．３の位置Ｐ１及びＮｏ．４が６未満であった。そして、位置Ｐ２での各ｐＨは、Ｎｏ．１が５未満であり、Ｎｏ．２及び３が６未満であった。   Each pH after 7 days was No. While each position P1 of 1 to 3 was 5 or more, no. 4 was less than 5. Each pH at position P2 was less than 5. Each pH after 14 days was No. Whereas each position P1 of 1 and 2 was 6 or more, no. 3 position P1 and No.3. 4 was less than 6. And each pH in position P2 is No. 1 is less than 5, 2 and 3 were less than 6.

このように、Ｎｏ．１及び２は、位置Ｐ１において、１４日後の各ｐＨが初期ｐＨから中性程度に上昇した。さらに、Ｎｏ．１及び２は、７日後以降の腐食速度が小さくなった。また、Ｎｏ．１は、位置Ｐ２において１４日後も低ｐＨを維持した。   Thus, no. As for 1 and 2, each pH after 14 days rose from the initial pH to a neutral level at the position P1. Furthermore, no. In 1 and 2, the corrosion rate after 7 days became small. No. 1 maintained a low pH after 14 days at position P2.

本発明によれば、鋼杭の施工に利用でき、構造物の基礎等に利用できる。   According to the present invention, it can be used for construction of steel piles, and can be used for the foundations of structures.

１：鋼杭
２：土壌
３：土粒子
４：杭体
５：つば部材
６：支持部
７：壁
１１：領域
１２：外管
θ：内角
Ｄ１：深さ
Ｔ１：厚み 1: Steel pile 2: Soil 3: Soil particle 4: Pile body 5: Brim member 6: Support part 7: Wall 11: Area 12: Outer pipe θ: Inner angle D1: Depth T1: Thickness

Claims (7)

杭体と、前記杭体の周りに設けられたつば部材とを備える鋼杭を準備する工程と、
外管を前記つば部材上に配置して前記外管で前記杭体を囲う工程と、
前記鋼杭及び前記外管を土壌に打ち込む工程と、
前記杭体と前記外管との間の領域に土粒子を充填する工程とを含む、鋼杭の施工方法。 Preparing a steel pile comprising a pile body and a brim member provided around the pile body;
Arranging an outer pipe on the collar member and enclosing the pile body with the outer pipe;
Driving the steel pile and the outer pipe into the soil;
A method for constructing a steel pile, comprising a step of filling soil particles in a region between the pile body and the outer pipe. 請求項１に記載の鋼杭の施工方法であって、
前記土粒子を充填した後、前記外管を前記土壌から引き抜く工程をさらに含む、鋼杭の施工方法。 It is the construction method of the steel pile of Claim 1,
The steel pile construction method further comprising a step of drawing the outer tube from the soil after filling the soil particles. 請求項１または請求項２に記載の鋼杭の施工方法であって、
前記土粒子は、ＪＩＳ１２０４：２００９の粒径区分で粗砂又はそれよりも小さい土粒子である、鋼杭の施工方法。 It is the construction method of the steel pile of Claim 1 or Claim 2,
The method for constructing a steel pile, wherein the soil particles are coarse sand or smaller soil particles in the particle size classification of JIS 1204: 2009. 請求項１〜請求項３のいずれか１項に記載の鋼杭の施工方法であって、
前記領域の深さは１ｍ以上である、鋼杭の施工方法。 It is the construction method of the steel pile of any one of Claims 1-3,
The depth of the said area | region is the construction method of the steel pile which is 1 m or more. 請求項１〜請求項４のいずれか１項に記載の鋼杭の施工方法であって、
前記杭体に対する前記つば部材の下面の内角は１５〜９０°である、鋼杭の施工方法。 It is the construction method of the steel pile of any one of Claims 1-4,
The construction method of the steel pile whose inner angle of the lower surface of the said collar member with respect to the said pile body is 15-90 degrees. 請求項１〜請求項５のいずれか１項に記載の施工方法であって、
前記杭体の表面と前記外管の内面との間の距離は３０ｍｍ以上である、鋼杭の施工方法。 It is the construction method of any one of Claims 1-5,
The steel pile construction method, wherein the distance between the surface of the pile body and the inner surface of the outer tube is 30 mm or more. 杭体と、
前記杭体の周りに設けられたつば部材とを備え、
前記つば部材は、前記杭体を囲うよう配置される外管の位置を拘束する壁を備える、鋼杭。 A pile,
A collar member provided around the pile body,
The said collar member is a steel pile provided with the wall which restrains the position of the outer pipe | tube arrange | positioned so that the said pile body may be enclosed.
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Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH04108911A (en) * 1990-08-28 1992-04-09 Nitsukai Giken Kk Foundation piling method
JPH08296228A (en) * 1995-04-26 1996-11-12 Nippon Steel Corp Driven member made of coated steel
US5713701A (en) * 1995-12-06 1998-02-03 Marshall; Frederick S. Foundation piling
JP2000248548A (en) * 1999-02-26 2000-09-12 Nikko Kaihatsu:Kk Removal method of continuous wall core pile and device thereof
JP2001011668A (en) * 1999-06-24 2001-01-16 Sumitomo Metal Ind Ltd Corrosion protective method of steel structure by conditioning soil
JP2001335976A (en) * 2000-05-30 2001-12-07 Nakabohtec Corrosion Protecting Co Ltd Soil substitution material for corrosion prevention
JP2002046615A (en) * 2000-08-01 2002-02-12 Kansai Electric Power Co Inc:The Material transporting dolly
JP2006125050A (en) * 2004-10-28 2006-05-18 Yoshiyuki Ogushi Corrosion preventive material construction mold and corrosion preventive structure and corrosion preventive method for steel pipe pile by use of it
JP2010248812A (en) * 2009-04-16 2010-11-04 Sansei:Kk Double tube-type pile head structure
JP2010255349A (en) * 2009-04-28 2010-11-11 Takenaka Komuten Co Ltd Double pipe type steel pipe pile for vibration isolation and construction method therefor

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH04108911A (en) * 1990-08-28 1992-04-09 Nitsukai Giken Kk Foundation piling method
JPH08296228A (en) * 1995-04-26 1996-11-12 Nippon Steel Corp Driven member made of coated steel
US5713701A (en) * 1995-12-06 1998-02-03 Marshall; Frederick S. Foundation piling
JP2000248548A (en) * 1999-02-26 2000-09-12 Nikko Kaihatsu:Kk Removal method of continuous wall core pile and device thereof
JP2001011668A (en) * 1999-06-24 2001-01-16 Sumitomo Metal Ind Ltd Corrosion protective method of steel structure by conditioning soil
JP2001335976A (en) * 2000-05-30 2001-12-07 Nakabohtec Corrosion Protecting Co Ltd Soil substitution material for corrosion prevention
JP2002046615A (en) * 2000-08-01 2002-02-12 Kansai Electric Power Co Inc:The Material transporting dolly
JP2006125050A (en) * 2004-10-28 2006-05-18 Yoshiyuki Ogushi Corrosion preventive material construction mold and corrosion preventive structure and corrosion preventive method for steel pipe pile by use of it
JP2010248812A (en) * 2009-04-16 2010-11-04 Sansei:Kk Double tube-type pile head structure
JP2010255349A (en) * 2009-04-28 2010-11-11 Takenaka Komuten Co Ltd Double pipe type steel pipe pile for vibration isolation and construction method therefor

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