JP6536323B2 - Longitudinal structure of steel sheet pile and steel sheet pile wall - Google Patents

Longitudinal structure of steel sheet pile and steel sheet pile wall Download PDF

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JP6536323B2
JP6536323B2 JP2015192757A JP2015192757A JP6536323B2 JP 6536323 B2 JP6536323 B2 JP 6536323B2 JP 2015192757 A JP2015192757 A JP 2015192757A JP 2015192757 A JP2015192757 A JP 2015192757A JP 6536323 B2 JP6536323 B2 JP 6536323B2
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steel sheet
sheet pile
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steel
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雅司 北濱
雅司 北濱
妙中 真治
真治 妙中
嵩 籾山
嵩 籾山
和孝 乙志
和孝 乙志
和秀 戸田
和秀 戸田
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Nippon Steel Corp
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本発明は、所定の断面形状の複数の鋼矢板を材軸方向に連結する鋼矢板の縦継構造、及び、材軸方向に連結された複数の鋼矢板を壁幅方向に連設させた鋼矢板壁に関する。   The present invention relates to a steel sheet pile longitudinal joint structure in which a plurality of steel sheet piles having a predetermined cross-sectional shape are connected in the material axis direction, and a steel sheet in which a plurality of steel sheet piles connected in the material axis direction are continuously provided in the wall width direction. It relates to the sheet wall.

従来から、縦継ぎ部の止水性や剛性、耐力を確保しつつ、安価かつ簡便に施工して工期やコストを削減できるものとして、例えば、特許文献1に開示された鋼矢板の継手構造が提案されている。また、剛性がきわめて大きく、水通しもよく、しかも安価に製作できるものとして、例えば、特許文献2に開示された連続壁用鋼材が提案されている。   Conventionally, for example, a steel sheet pile joint structure disclosed in Patent Document 1 is proposed as one that can be installed inexpensively and easily to reduce the construction period and cost while securing waterproofness, rigidity, and proof strength of the longitudinal joint. It is done. Further, as a material having extremely high rigidity, good water penetration, and low cost manufacture, for example, a steel material for continuous wall disclosed in Patent Document 2 has been proposed.

特許文献1に開示された鋼矢板の継手構造は、少なくとも各1つ以上のウェブ及びフランジを有して断面屈曲状に形成された鋼矢板を上下に連結する鋼矢板の継手構造であって、下側鋼矢板の上端部におけるウェブ及びフランジの互いに異なる少なくとも2箇所にて当該ウェブ及びフランジの表面から突出して固定される下側継手部材と、前記下側継手部材に対応した上側鋼矢板の下端部におけるウェブ及びフランジの互いに異なる少なくとも2箇所にて当該ウェブ及びフランジの表面から突出して固定される上側継手部材と、前記下側鋼矢板の上端縁と前記上側鋼矢板の下端縁とが当接された状態で前記下側継手部材と上側継手部材とを固着する固着手段とを備えることを特徴とする。   The joint structure of steel sheet piles disclosed in Patent Document 1 is a joint structure of steel sheet piles that has at least one or more webs and flanges and connects steel sheet piles formed in a cross-sectionally curved shape up and down. A lower joint member fixedly protruded from the surface of the web and the flange at at least two different places of the web and the flange at the upper end of the lower steel sheet pile and a lower end of the upper steel sheet pile corresponding to the lower joint member The upper joint member fixed by protruding from the surface of the web and flange at at least two different places of the web and the flange in the part, the upper edge of the lower steel sheet pile and the lower edge of the upper steel sheet pile abut And a fixing means for fixing the lower joint member and the upper joint member in a fixed state.

特許文献2に開示された連続壁用鋼材は、ウェブ部とこのウェブ部の両端に設けられたフランジ部とこのフランジ部の一端に設けられた腕部とから断面ほぼU字状に形成されたU形鋼矢板と、このU形鋼矢板の一側面に一方のフランジを前記ウェブ部に固定して配置されたH形鋼とから形成されて、U形鋼矢板とH形鋼との合成断面となる。   The steel for continuous walls disclosed in Patent Document 2 is formed in a substantially U-shaped cross section from a web portion, a flange portion provided at both ends of the web portion, and an arm portion provided at one end of the flange portion. A composite cross section of a U-shaped steel sheet pile and an H-shaped steel, formed of a U-shaped steel sheet pile and an H-shaped steel arranged with one flange fixed to the web portion on one side of the U-shaped steel sheet pile It becomes.

特開2011−38288号公報JP 2011-38288 A 特開2002−212943号公報Unexamined-Japanese-Patent No. 2002-212943

ここで、特許文献1に開示された鋼矢板の継手構造は、下側継手部材及び上側継手部材からなる縦継ぎ部の鋼板を鋼矢板と同一断面積にすることで、材軸方向の引張力又は圧縮力に対する縦継ぎ部の剛性及び耐力を鋼矢板単体よりも低下させないものとなる。しかし、特許文献1に開示された鋼矢板の継手構造は、下側継手部材及び上側継手部材からなる鋼板の曲げ剛性が、鋼矢板単体の曲げ剛性よりも小さくなるとともに、鋼板と鋼矢板との接合部分の曲げ耐力も小さくなるため、下側継手部材及び上側継手部材のみが配置される縦継ぎ部の曲げ性能が鋼矢板よりも低下して、想定以上の大きな曲げ荷重が作用した場合に、縦継ぎ部が構造的弱点となるおそれがあった。   Here, in the joint structure of the steel sheet pile disclosed in Patent Document 1, the tensile force in the axial direction of the material is obtained by making the steel plate of the vertical joint including the lower joint member and the upper joint member the same cross-sectional area as the steel sheet pile. Alternatively, the rigidity and resistance of the longitudinal joint to compressive force will not be lower than that of the steel sheet pile alone. However, in the joint structure of the steel sheet pile disclosed in Patent Document 1, the bending rigidity of the steel plate consisting of the lower joint member and the upper joint member becomes smaller than the bending rigidity of the steel sheet pile alone, and the steel sheet and the steel sheet pile When the bending performance of the vertical joint where only the lower joint member and the upper joint member are disposed is lower than that of the steel sheet pile and the bending load larger than expected acts, since the bending strength of the joint portion also decreases. There was a risk that the longitudinal joint would be a structural weakness.

また、複数の鋼矢板を現場溶接で連結する方法もあるが、近年の大断面化が進む鋼矢板では、1枚当たりの鋼矢板の断面積が大きく溶接量が多くなることから、縦継ぎ部1箇所あたりの溶接時間が長く、特に、縦継ぎ部の箇所が多い場合に工期が長期化する。そして、複数の鋼矢板を高力ボルト摩擦接合で連結する方法によっても、高力ボルト1本あたりのせん断耐力がそれほど高くなく、鋼矢板の断面性能と同程度の接続強度を確保するために多数の高力ボルトが必要となることから、添接板も大きくなり加工コストが増大するとともに、多数の高力ボルトを締め付けることで施工時間も長くなって工期が長期化する。   There is also a method of connecting a plurality of steel sheet piles by field welding, but in the case of steel sheet piles in which the large cross-section progresses in recent years, the cross sectional area of one steel sheet pile per sheet is large and the welding amount is large. The welding time per location is long, especially when there are many longitudinal joints, and the construction period is prolonged. And even by the method of connecting a plurality of steel sheet piles by high strength bolt friction joint, the shear resistance per high strength bolt is not so high, and a large number of them are used to ensure the same connection strength as the cross section performance of steel sheet Since the high-strength bolt is required, the joint plate also becomes large and the processing cost increases, and by tightening a large number of high-strength bolts, the construction time becomes long and the construction period is prolonged.

そして、特許文献2に開示された連続壁用鋼材は、長尺のU形鋼矢板を縦継ぎさせずに打設するものであり、U形鋼矢板の縦継ぎ構造が開示されていない。このため、特許文献2に開示された連続壁用鋼材は、H形鋼がU形鋼矢板の縦継ぎ構造として用いられるものでなく、H形鋼の曲げ剛性をU形鋼矢板の曲げ剛性よりも大きくする必要がない。さらに、特許文献2に開示された連続壁用鋼材は、U形鋼矢板とH形鋼との合成断面とするためのボルト接合がズレ止めの機能を持つせん断接合となることから、U形鋼矢板及びH形鋼の材軸方向の全断面で、材軸方向に連続して多数のボルトを接合する必要がある。   And steel materials for continuous walls indicated by patent documents 2 are cast without carrying out vertical connection of a long U-shaped steel sheet pile, and a vertical joint structure of U-shaped steel sheet pile is not indicated. For this reason, in the steel for continuous wall disclosed in Patent Document 2, the H-shaped steel is not used as a vertical joint structure of the U-shaped steel sheet pile, and the bending rigidity of the H-shaped steel is more than the bending rigidity of the U-shaped steel sheet There is no need to make it too big. Furthermore, the steel for continuous walls disclosed in Patent Document 2 is a U-shaped steel because the bolt joint for forming a cross section of the U-shaped steel sheet pile and the H-shaped steel becomes a shear joint having a function of displacement prevention. It is necessary to join a large number of bolts continuously in the axial direction of the steel sheet in the entire axial direction of the sheet pile and the H-section steel.

そこで、本発明は、上述した問題点に鑑みて案出されたものであって、その目的とするところは、複数の鋼矢板が材軸方向に連結される箇所で、十分な曲げ剛性を確保するとともに、連結コストを抑制できる鋼矢板の縦継構造及び鋼矢板壁を提供することにある。   Therefore, the present invention has been made in view of the above-mentioned problems, and the purpose thereof is to secure sufficient bending rigidity at a location where a plurality of steel sheet piles are connected in the material axis direction. It is an object of the present invention to provide a steel sheet pile longitudinal connection structure and a steel sheet pile wall that can reduce the connection cost.

第1発明に係る鋼矢板の縦継構造は、所定の断面形状の複数の鋼矢板を材軸方向に連結する鋼矢板の縦継構造であって、複数の鋼矢板で互いに対向する各々の材軸方向の端部に架設されるH形部材を備え、前記H形部材は、断面方向で鋼矢板に近接する近接側から鋼矢板と離間する離間側まで延びるウェブ部と、前記ウェブ部の近接側に形成される近接側フランジ部と、前記ウェブ部の離間側に形成される離間側フランジ部とを有して、前記近接側フランジ部が鋼矢板の略平坦状に形成された平坦部にボルト接合され、前記H形部材の材軸方向の長さは、複数の鋼矢板が材軸方向で連結された連結鋼矢板の材軸方向の一端部から他端部までの長さよりも短いことを特徴とする。 The longitudinal joint structure of the steel sheet pile according to the first invention is a longitudinal joint structure of steel sheet piles which connects a plurality of steel sheet piles of a predetermined cross-sectional shape in the material axis direction, and each material facing each other with the plurality of steel sheet piles An H-shaped member is installed at an end in the axial direction, and the H-shaped member is a web portion extending from an adjacent side closer to the steel sheet pile in a cross sectional direction to a separated side separated from the steel sheet It has a near side flange part formed on the side and a separated side flange part formed on the separated side of the web part, and the near side flange part is a flat part formed in a substantially flat shape of a steel sheet pile The length in the material axial direction of the H-shaped member is bolted and shorter than the length from one end to the other end in the material axial direction of the connected steel sheet pile in which a plurality of steel sheet piles are connected in the material axial direction. It is characterized by

第2発明に係る鋼矢板の縦継構造は、第1発明において、前記H形部材は、断面方向で片面又は両面に鋼板が取り付けられた前記平坦部に、前記近接側フランジ部がボルト接合されることを特徴とする。   In the vertical joint structure of a steel sheet pile according to the second invention, in the first invention, in the H-shaped member, the near side flange portion is bolted to the flat portion to which a steel plate is attached on one side or both sides in the cross sectional direction. It is characterized by

第3発明に係る鋼矢板の縦継構造は、第1発明又は第2発明において、前記H形部材は、前記近接側フランジ部に鋼板が取り付けられて、前記近接側フランジ部が前記鋼板とともに前記平坦部にボルト接合されることを特徴とする。   According to a third aspect of the present invention, in the first aspect or the second aspect of the present invention, the H-shaped member has a steel plate attached to the near side flange portion, and the near side flange portion together with the steel plate It is characterized in that it is bolted to the flat portion.

第4発明に係る鋼矢板の縦継構造は、第1発明〜第3発明の何れかにおいて、前記H形部材は、断面方向で鋼矢板のフランジ部と略直交する方向で、前記H形部材の曲げ剛性が、各々の鋼矢板の曲げ剛性以上の大きさとなることを特徴とする。   In the steel sheet pile longitudinal joint structure according to the fourth invention, in any one of the first invention to the third invention, the H-shaped member is the H-shaped member in a direction substantially orthogonal to the flange portion of the steel sheet pile in the cross sectional direction. The flexural rigidity of the steel sheet is greater than that of each steel sheet pile.

第5発明に係る鋼矢板の縦継構造は、第1発明〜第4発明の何れかにおいて、前記H形部材は、断面方向で鋼矢板のフランジ部及び一対のウェブ部で形成される溝部の内側で、前記近接側フランジ部が前記平坦部にボルト接合されることを特徴とする。   According to a fifth aspect of the present invention, in the longitudinal connection structure of a steel sheet pile according to any one of the first to fourth aspects, the H-shaped member is a groove section formed by a flange section and a pair of web sections of the steel sheet Inside, the near side flange portion is bolted to the flat portion.

第6発明に係る鋼矢板の縦継構造は、第1発明〜第5発明の何れかにおいて、前記H形部材は、複数の鋼矢板の何れか一方の前記端部で前記近接側フランジ部が前記平坦部に溶接接合された状態で、複数の鋼矢板の何れか他方の前記端部で前記近接側フランジ部が前記平坦部にボルト接合されることを特徴とする。   According to a sixth aspect of the present invention, in the longitudinal connection structure of the steel sheet pile according to any one of the first to fifth aspects, the H-shaped member has the near side flange portion at one of the end portions of the plurality of steel sheet piles. The near side flange portion is bolted to the flat portion at the other end of the plurality of steel sheet piles in a state of being welded and connected to the flat portion.

第7発明に係る鋼矢板壁は、材軸方向に連結された複数の鋼矢板を壁幅方向に連設させた鋼矢板壁であって、複数の鋼矢板で互いに対向する各々の材軸方向の端部に架設されるH形部材と、複数の鋼矢板が前記H形部材で材軸方向に連結された複数の連結鋼矢板とを備え、前記H形部材は、断面方向で鋼矢板に近接する近接側から鋼矢板と離間する離間側まで延びるウェブ部と、前記ウェブ部の近接側に形成される近接側フランジ部と、前記ウェブ部の離間側に形成される離間側フランジ部とを有して、前記近接側フランジ部が鋼矢
板の略平坦状に形成された平坦部にボルト接合されて、前記連結鋼矢板は、壁幅方向で互
いに隣り合って連設される複数の前記連結鋼矢板で、各々の前記H形部材が材軸方向の位
置を互いに異ならせて配置され、前記H形部材の材軸方向の長さは、前記連結鋼矢板の材軸方向の一端部から他端部までの長さよりも短いことを特徴とする。
The steel sheet pile wall according to the seventh aspect of the present invention is a steel sheet pile wall in which a plurality of steel sheet piles connected in the material axial direction are continuously provided in the wall width direction, and each material axial direction facing each other with the plurality of steel sheet piles An H-shaped member constructed at the end of the frame, and a plurality of connected steel sheet piles in which a plurality of steel sheet piles are connected in the axial direction of the material by the H-shaped member; A web portion extending from the near side to the side away from the steel sheet pile, the near side flange portion formed on the near side of the web portion, and the separated side flange portion formed on the far side of the web portion The adjacent side flange portion is bolted to a flat portion formed in a substantially flat shape of a steel sheet pile, and the plurality of connected steel sheet piles are arranged adjacent to each other in the wall width direction. in steel sheet piles, each of said H-shaped member is arranged to different from each other the position of the timber axis The wood axial length of the H-shaped member may be shorter than the length between one end and the other end of the timber axis of the connecting sheet piles.

第1発明〜第7発明によれば、複数の鋼矢板が連結された箇所で、従来の鋼矢板の継手構造と比較して、曲げ剛性を十分に大きいものとして、複数の短尺の鋼矢板が材軸方向で互いに連結されるにもかかわらず、複数の鋼矢板が材軸方向に連結された連結鋼矢板全体の曲げ性能の低下を回避することが可能となる。   According to the first to seventh inventions, a plurality of short steel sheet piles are assumed to be sufficiently large in bending rigidity as compared with a conventional steel sheet pile joint structure at a location where a plurality of steel sheet piles are connected. It becomes possible to avoid the fall of the bending performance of the whole connection steel sheet pile which a plurality of steel sheet piles connected in the direction of a material axis despite being connected mutually in the direction of a material axis.

第1発明〜第7発明によれば、複数の鋼矢板が連結された箇所でのみ、H形部材が鋼矢板にボルト接合されるため、材軸方向に連続した多数のボルト接合を必要としないものとして、ボルト接合に必要となる材料費及び施工費等の連結コストの増大を抑制することが可能となる。   According to the first to seventh inventions, since the H-shaped member is bolted to the steel sheet pile only at a location where a plurality of steel sheet piles are connected, a large number of bolt joints continuous in the material axis direction are not required. As a thing, it becomes possible to control increase of connection costs, such as material cost and construction cost which are needed for bolting.

特に、第2発明、第3発明によれば、鋼矢板のフランジ部等に鋼板が取り付けられて、又は、H形部材の近接側フランジ部に取り付けられた鋼板が鋼矢板のフランジ部等に当接されるため、鋼矢板のフランジ部等が鋼板で補強されて、特に、圧縮力の作用により湾曲変形が発生し易いボルトの接合箇所が鋼板で補強されることで、鋼矢板のフランジ部等の湾曲変形による曲げ破壊に抵抗することが可能となる。   In particular, according to the second and third inventions, the steel plate is attached to the flange or the like of the steel sheet pile, or the steel plate attached to the near flange of the H-shaped member is in contact with the flange or the like of the steel sheet Since the flanges and the like of the steel sheet pile are reinforced by the steel plate, and in particular, the joint portions of the bolts where the bending deformation easily occurs due to the action of the compressive force are reinforced by the steel sheet, the flange parts of the steel sheet pile and the like It is possible to resist bending failure due to bending deformation of

特に、第4発明によれば、断面方向で鋼矢板のフランジ部と略直交する方向で、H形部材の曲げ剛性が、各々の鋼矢板の曲げ剛性以上の大きさとなることで、H形部材が単体となる箇所においても、鋼矢板が単体となる箇所以上の大きい曲げ剛性を確保することが可能となる。   In particular, according to the fourth invention, the H-shaped member has a bending rigidity equal to or greater than the bending rigidity of each steel sheet in a direction substantially orthogonal to the flange portion of the steel sheet in the cross-sectional direction. Even in the place where the steel sheet becomes a single piece, it is possible to secure a large bending rigidity more than the place where the steel sheet pile becomes a single body.

特に、第7発明によれば、壁幅方向で互いに隣り合って連設される複数の連結鋼矢板で、各々の連結鋼矢板のH形部材が、材軸方向の位置を互いに異ならせて配置されることで、複数の鋼矢板を材軸方向に連結した箇所が、壁幅方向で略千鳥状等に配置されるものとなり、各々の連結鋼矢板の構造的弱点となりうる連結箇所が、壁幅方向に連続することを回避することが可能となる。   In particular, according to the seventh invention, among the plurality of connected steel sheet piles arranged adjacent to each other in the wall width direction, the H-shaped members of the respective connected steel sheet piles are arranged with different positions in the material axial direction. As a result, the location where the plurality of steel sheet piles are connected in the material axial direction is disposed in a substantially zigzag or the like in the wall width direction, and the connection places that can be the structural weakness of each connected steel sheet It is possible to avoid continuous in the width direction.

本発明を適用した鋼矢板壁を示す斜視図である。It is a perspective view showing a steel sheet pile wall to which the present invention is applied. (a)は、本発明を適用した鋼矢板の縦継構造で鋼矢板に直接にボルト接合されるH形部材を示す平面図であり、(b)は、その正面図である。(A) is a top view which shows the H-shaped member directly bolted to a steel sheet pile by the longitudinal joint structure of the steel sheet pile to which this invention is applied, (b) is the front view. 本発明を適用した鋼矢板の縦継構造でハット形鋼矢板の溝部の内側に架設されたH形部材を示す平面図である。It is a top view which shows the H-shaped member constructed by the inner side of the groove part of the hat-shaped steel sheet pile by the vertical connection structure of the steel sheet pile to which this invention is applied. 本発明を適用した鋼矢板の縦継構造でU形鋼矢板に架設されたH形部材を示す平面図である。It is a top view which shows the H-shaped member by which the U-shaped steel sheet pile was constructed by the longitudinal connection structure of the steel sheet pile to which this invention is applied. 本発明を適用した鋼矢板の縦継構造でZ形鋼矢板に架設されたH形部材を示す平面図である。It is a top view which shows the H-shaped member by which the Z-shaped steel sheet pile was constructed by the vertical connection structure of the steel sheet pile to which this invention is applied. 本発明を適用した鋼矢板の縦継構造でハット形鋼矢板の溝部の外側に架設されたH形部材を示す平面図である。It is a top view which shows the H-shaped member constructed over the outer side of the groove part of the hat-shaped steel sheet pile by the vertical connection structure of the steel sheet pile to which this invention is applied. (a)は、本発明を適用した鋼矢板の縦継構造で鋼板が取り付けられた鋼矢板にボルト接合されるH形部材を示す平面図であり、(b)は、その正面図である。(A) is a top view which shows the H-shaped member bolted to the steel sheet pile to which the steel plate was attached by the longitudinal joint structure of the steel sheet pile to which this invention is applied, (b) is the front view. 本発明を適用した鋼矢板の縦継構造で片面又は両面に鋼板が取り付けられる鋼矢板を示す平面図である。BRIEF DESCRIPTION OF THE DRAWINGS It is a top view which shows the steel sheet pile to which a steel plate is attached to the single side | surface or both surfaces by the longitudinal connection structure of the steel sheet pile to which this invention is applied. 本発明を適用した鋼矢板の縦継構造で複数の鋼矢板の両方の端部でボルト接合されるH形部材を示す側面図である。It is a side view showing H type member bolted by both ends of a plurality of steel sheet piles in a longitudinal connection structure of a steel sheet pile to which the present invention is applied. 本発明を適用した鋼矢板の縦継構造で複数の鋼矢板の両方の端部でボルト接合されるH形部材を示す斜視図である。It is a perspective view showing H type member bolted by both ends of a plurality of steel sheet piles in a longitudinal connection structure of a steel sheet pile to which the present invention is applied. 本発明を適用した鋼矢板の縦継構造で複数の鋼矢板の何れか一方の端部であらかじめ溶接接合されたH形部材を示す側面図である。It is a side view showing a H-shaped member by which welding junction was carried out beforehand by either one end of a plurality of steel sheet piles by a longitudinal connection structure of a steel sheet pile to which the present invention is applied. 本発明を適用した鋼矢板の縦継構造であらかじめ近接側フランジ部に鋼板が取り付けられたH形部材を示す斜視図である。It is a perspective view which shows the H-shaped member to which the steel plate was beforehand attached to the near side flange part by the vertical connection structure of the steel sheet pile to which this invention is applied. 本発明を適用した鋼矢板の縦継構造で鋼矢板に作用する曲げ荷重を示す平面図である。BRIEF DESCRIPTION OF THE DRAWINGS It is a top view which shows the bending load which acts on a steel sheet pile in the longitudinal joint structure of the steel sheet pile to which this invention is applied. (a)は、本発明を適用した鋼矢板の縦継構造を示す側面図、(b)は、その材軸方向の曲げ剛性の分布、(c)は、そのP−P線端面図、(d)は、そのQ−Q線端面図、(e)は、そのR−R線端面図である。(A) is a side view showing a longitudinal joint structure of a steel sheet pile to which the present invention is applied, (b) is a distribution of bending stiffness in the axial direction of the material, (c) is an end view of the PP line ( d) is an end view of the Q-Q line, and (e) is an end view of the R-R line. (a)は、従来の鋼矢板の継手構造を示す側面図、(b)は、その材軸方向の曲げ剛性の分布、(c)は、そのP−P線端面図、(d)は、そのQ−Q線端面図、(e)は、そのR−R線端面図である。(A) is a side view showing a conventional steel sheet pile joint structure, (b) is a distribution of bending stiffness in the axial direction of the material, (c) is an end view of the PP line, (d) is The QQ line end view, (e) is the R-R line end view. (a)は、従来の連続壁用鋼材を示す側面図、(b)は、その材軸方向の曲げ剛性の分布、(c)は、そのP−P線端面図である。(A) is a side view which shows the conventional steel for continuous walls, (b) is distribution of the bending rigidity of the material axial direction, (c) is the PP end elevation view. 本発明を適用した鋼矢板の縦継構造で複数のボルトに作用する引張力又は圧縮力を示す側面図である。BRIEF DESCRIPTION OF THE DRAWINGS It is a side view which shows the tensile force or compressive force which acts on several bolts in the longitudinal joining structure of the steel sheet pile to which this invention is applied.

以下、本発明を適用した鋼矢板の縦継構造1及び鋼矢板壁7を実施するための形態について、図面を参照しながら詳細に説明する。   Hereinafter, the form for carrying out longitudinal connection structure 1 of steel sheet pile and steel sheet pile wall 7 to which the present invention is applied is explained in detail, referring to drawings.

本発明を適用した鋼矢板の縦継構造1は、図1に示すように、例えば、長尺の鋼矢板2を施工できない狭隘地等の現場において、地盤内8の下方及び上方に埋め込まれる短尺の鋼矢板2を、複数の鋼矢板2として材軸方向Yで互いに連結するために用いられる。   The longitudinal connection structure 1 of steel sheet pile to which the present invention is applied is, as shown in FIG. 1, for example, a short strip embedded below and in the ground 8 at a site such as a narrow ground where the long steel sheet pile 2 can not be constructed. The steel sheet piles 2 are used as a plurality of steel sheet piles 2 to be connected to each other in the material axis direction Y.

本発明を適用した鋼矢板の縦継構造1は、複数の短尺の鋼矢板2が材軸方向Yで互いに連結されることで、長尺の連結鋼矢板70が形成される。本発明を適用した鋼矢板の縦継構造1は、材軸方向Yに連結された複数の鋼矢板2を1個の連結鋼矢板70として、複数の連結鋼矢板70を壁幅方向Zに連設させて、地盤内8等に鋼矢板壁7が構築される。   In the longitudinal joint structure 1 of steel sheet piles to which the present invention is applied, a plurality of short steel sheet piles 2 are mutually connected in the material axial direction Y, whereby a long connected steel sheet pile 70 is formed. The longitudinal connection structure 1 of the steel sheet pile to which the present invention is applied is a series of the plurality of connected steel sheet piles 70 in the wall width direction Z, with the plurality of steel sheet piles 2 connected in the material axial direction Y as one connection steel sheet pile 70. The steel sheet pile wall 7 is constructed in the ground 8 and so on.

本発明を適用した鋼矢板の縦継構造1は、図2に示すように、所定の断面形状の鋼矢板2としてハット形鋼矢板21等が用いられる。本発明を適用した鋼矢板の縦継構造1は、材軸方向Yに連結される複数の鋼矢板2で、各々の鋼矢板2の材軸方向Yの端部3を互いに対向させて、複数の鋼矢板2の上側の端部31と下側の端部32とが連結される。   In the vertical joint structure 1 of the steel sheet pile to which the present invention is applied, as shown in FIG. 2, a hat-shaped steel sheet pile 21 or the like is used as the steel sheet pile 2 having a predetermined sectional shape. The longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied is a plurality of steel sheet piles 2 connected in the material axial direction Y, with the ends 3 of the steel sheet pile 2 in the material axial direction Y facing each other The upper end 31 and the lower end 32 of the steel sheet pile 2 are connected.

本発明を適用した鋼矢板の縦継構造1は、材軸方向Yで互いに対向する各々の鋼矢板2の材軸方向Yの端部3に架設されるH形部材5を備える。本発明を適用した鋼矢板の縦継構造1は、複数の鋼矢板2の上側の端部31と下側の端部32とに跨って、材軸方向Yに連続させたH形鋼等のH形部材5が架設されて、複数の鋼矢板2が連結される。   The longitudinal connection structure 1 of the steel sheet pile to which the present invention is applied is provided with an H-shaped member 5 bridged at the end portion 3 in the material axial direction Y of each steel sheet pile 2 facing each other in the material axial direction Y. The longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied is a H-shaped steel or the like continuous in the material axial direction Y across the upper end 31 and the lower end 32 of the plurality of steel sheet piles 2. The H-shaped member 5 is constructed to connect the plurality of steel sheet piles 2.

鋼矢板2は、図3に示すように、ハット形鋼矢板21が用いられる場合に、フランジ部2aと、一対のウェブ部2bと、一対のアーム部2cと、一対の継手部2dとを有する。鋼矢板2は、壁幅方向Zに並べられた複数の鋼矢板2が、各々の継手部2dを互いに嵌合させることで連結されて、壁幅方向Zに連設されるものとなる。   The steel sheet pile 2 has a flange portion 2a, a pair of web portions 2b, a pair of arm portions 2c, and a pair of joint portions 2d when a hat-shaped steel sheet pile 21 is used as shown in FIG. . The steel sheet piles 2 are connected by fitting the plurality of steel sheet piles 2 arranged in the wall width direction Z to each other by fitting the respective joint parts 2d to one another, and are continuously provided in the wall width direction Z.

鋼矢板2は、壁幅方向Zに延びてフランジ部2aが形成されるとともに、壁幅方向Zでフランジ部2aの両端の各々から、各々のウェブ部2bが傾斜させて形成される。鋼矢板2は、各々のウェブ部2bの片端から、各々のアーム部2cが形成されるとともに、各々のアーム部2cの先端に、各々の継手部2dが形成される。   The steel sheet pile 2 extends in the wall width direction Z to form the flange portion 2a, and each web portion 2b is formed to be inclined from each end of the flange portion 2a in the wall width direction Z. The steel sheet pile 2 is formed with each arm portion 2c from one end of each web portion 2b, and each joint portion 2d is formed at the tip of each arm portion 2c.

鋼矢板2は、鋼矢板2のフランジ部2a及び一対のウェブ部2bで凹状の溝部Sが形成される。鋼矢板2は、鋼矢板2のフランジ部2a及び一対のウェブ部2bで取り囲まれた内面側が断面方向で溝部Sの内側となるとともに、鋼矢板2のフランジ部2a及び一対のウェブ部2bの外面側が断面方向で溝部Sの外側となる。   In the steel sheet pile 2, a concave groove portion S is formed by the flange portion 2 a of the steel sheet pile 2 and the pair of web portions 2 b. The steel sheet pile 2 is such that the inner surface side surrounded by the flange portion 2a and the pair of web portions 2b of the steel sheet pile 2 becomes the inside of the groove portion S in the cross sectional direction, and the flange portion 2a of the steel sheet pile 2 and the outer surface of the pair of web portions 2b The side is the outside of the groove S in the cross sectional direction.

鋼矢板2は、フランジ部2a、ウェブ部2b及びアーム部2cの各々が略平坦状に形成されることで、略平坦状に形成された平坦部20を有するものとなる。また、鋼矢板2は、ハット形鋼矢板21が用いられるだけでなく、例えば、図4、図5に示すように、所定の断面形状の鋼矢板2としてU形鋼矢板22又はZ形鋼矢板23等が用いられてもよい。   The steel sheet pile 2 has the flat part 20 formed in substantially flat shape by each of the flange part 2a, the web part 2b, and the arm part 2c being formed in substantially flat shape. The steel sheet pile 2 is not only the hat-shaped steel sheet pile 21 but also, as shown in FIGS. 4 and 5, for example, a U-shaped steel sheet pile 22 or a Z-shaped steel sheet pile as the steel sheet pile 2 having a predetermined sectional shape. 23 may be used.

鋼矢板2は、図4に示すように、U形鋼矢板22が用いられる場合に、フランジ部2aと一対のウェブ部2bと一対の継手部2dとを有して、フランジ部2a及びウェブ部2bが略平坦状に形成された平坦部20となる。また、鋼矢板2は、図5に示すように、Z形鋼矢板23が用いられる場合に、ウェブ部2bと一対のアーム部2cと一対の継手部2dとを有して、ウェブ部2b及びアーム部2cが略平坦状に形成された平坦部20となる。   As shown in FIG. 4, when the U-shaped steel sheet pile 22 is used, the steel sheet pile 2 has the flange portion 2a, the pair of web portions 2b, and the pair of joint portions 2d, and the flange portion 2a and the web portion It becomes the flat part 20 in which 2b was formed in substantially flat shape. Further, as shown in FIG. 5, when the Z-shaped steel sheet pile 23 is used, the steel sheet pile 2 has the web portion 2b, the pair of arm portions 2c, and the pair of joint portions 2d. The arm portion 2c is a flat portion 20 formed substantially flat.

鋼矢板2は、図3に示すように、鋼矢板2の溝部Sの内側で平坦部20となるフランジ部2aにH形部材5が架設される。また、鋼矢板2は、これに限らず、図6に示すように、鋼矢板2の溝部Sの外側でH形部材5が架設されてもよい。鋼矢板2は、平坦部20となる一対のウェブ部2bにH形部材5が架設されてもよく、また、平坦部20となる一対のアーム部2cにH形部材5が架設されてもよい。   In the steel sheet pile 2, as shown in FIG. 3, the H-shaped member 5 is bridged over the flange portion 2 a which becomes the flat portion 20 inside the groove portion S of the steel sheet pile 2. Further, the steel sheet pile 2 is not limited to this, and as shown in FIG. 6, the H-shaped member 5 may be constructed outside the groove portion S of the steel sheet pile 2. In the steel sheet pile 2, the H-shaped member 5 may be bridged to the pair of web portions 2 b to be the flat portion 20, and the H-shaped member 5 may be bridged to the pair of arm portions 2 c to be the flat portion 20. .

鋼矢板2は、フランジ部2a等の平坦部20にH形部材5が直接取り付けられてもよく、また、図7に示すように、フランジ部2a等の平坦部20に隅肉溶接等により鋼板4が取り付けられてもよい。鋼板4は、複数の鋼矢板2の上側の端部31及び下側の端部32の各々に取り付けられて、例えば、板厚寸法tを9mm〜25mm程度、幅寸法Wを200mm〜400mm程度、高さ寸法Hを400mm〜1200mm程度とする。   In the steel sheet pile 2, the H-shaped member 5 may be directly attached to the flat portion 20 such as the flange portion 2a etc. Also, as shown in FIG. 7, the steel plate is welded to the flat portion 20 such as the flange portion 2a 4 may be attached. The steel plate 4 is attached to each of the upper end 31 and the lower end 32 of the plurality of steel sheet piles 2 and has, for example, a thickness t of about 9 mm to 25 mm and a width W of about 200 mm to 400 mm, The height dimension H is about 400 mm to 1200 mm.

鋼矢板2は、図8に示すように、鋼矢板2のフランジ部2a等の平坦部20を材軸直交方向Xに貫通させてボルト挿通孔40が形成される。鋼矢板2は、鋼矢板2のフランジ部2a等の平坦部20に形成されたボルト挿通孔40の位置に合わせて、材軸直交方向Xに貫通させたボルト挿通孔40が鋼板4にも形成される。   As shown in FIG. 8, in the steel sheet pile 2, flat portions 20 such as the flange portion 2 a of the steel sheet pile 2 are penetrated in the material axis orthogonal direction X to form a bolt insertion hole 40. The steel sheet pile 2 is also formed in the steel plate 4 with the bolt insertion hole 40 penetrated in the material axis orthogonal direction X in accordance with the position of the bolt insertion hole 40 formed in the flat portion 20 of the flange portion 2a etc. Be done.

鋼矢板2は、断面方向でフランジ部2a等の平坦部20の片面又は両面に鋼板4が取り付けられる。鋼矢板2は、図8(a)、図8(b)に示すように、断面方向でフランジ部2a等の平坦部20の片面に鋼板4が取り付けられて、又は、図8(c)に示すように、断面方向でフランジ部2a等の平坦部20の両面に鋼板4が取り付けられてもよい。なお、鋼板4は、鋼矢板2のフランジ部2a及びH形部材5の近接側フランジ部51の何れか一方又は両方に取り付けられて、特に、鋼矢板2のフランジ部2a及びH形部材5の近接側フランジ部51の両方に取り付けられることが望ましい。   In the steel sheet pile 2, the steel plate 4 is attached to one side or both sides of the flat portion 20 such as the flange portion 2 a in the cross sectional direction. As shown in FIGS. 8A and 8B, the steel sheet pile 2 has a steel plate 4 attached to one side of a flat portion 20 such as the flange portion 2a in the cross sectional direction, or FIG. 8C. As shown, the steel plates 4 may be attached to both sides of the flat portion 20 such as the flange portion 2a in the cross sectional direction. The steel plate 4 is attached to one or both of the flange portion 2 a of the steel sheet pile 2 and the near flange portion 51 of the H-shaped member 5, and in particular, the flange portion 2 a of the steel sheet pile 2 and the H-shaped member 5 It is desirable to be attached to both of the near side flange portion 51.

このとき、鋼矢板2は、図8(a)、図8(c)に示すように、鋼板4とH形部材5との間で、フランジ部2a等の平坦部20を挟み込むように鋼板4が取り付けられてもよい。また、鋼矢板2は、図8(b)、図8(c)に示すように、フランジ部2a等の平坦部20とH形部材5との間で、鋼板4を挟み込むように鋼板4が取り付けられてもよい。   At this time, as shown in FIGS. 8 (a) and 8 (c), the steel sheet pile 2 sandwiches the flat portion 20 such as the flange portion 2a between the steel plate 4 and the H-shaped member 5 as shown in FIGS. May be attached. Further, as shown in FIGS. 8B and 8C, in the steel sheet pile 2, the steel plate 4 holds the steel plate 4 between the flat portion 20 such as the flange portion 2 a and the H-shaped member 5. It may be attached.

H形部材5は、例えば、サブマージアーク溶接等の溶接方法により組み立てられた溶接H形鋼、又は、圧延加工等により製造された圧延H形鋼等が用いられる。H形部材5は、図7に示すように、複数の鋼矢板2の一方の端部31から他方の端部32まで材軸方向Yに連続させて、複数の鋼矢板2の端部3に形成された平坦部20に沿って架設される。   The H-shaped member 5 is, for example, a welded H-shaped steel assembled by a welding method such as submerged arc welding or a rolled H-shaped steel manufactured by rolling or the like. As shown in FIG. 7, the H-shaped member 5 is connected to the end portions 3 of the plurality of steel sheet piles 2 continuously in the material axial direction Y from one end 31 to the other end 32 of the plurality of steel sheet piles 2. It is constructed along the formed flat portion 20.

H形部材5は、断面方向で略H形状に形成されて、ウェブ部50と、近接側フランジ部51と、離間側フランジ部52とを有する。ウェブ部50は、断面方向で鋼矢板2のフランジ部2a等の平坦部20と略直交する方向で、鋼矢板2に近接する近接側Aから鋼矢板2と離間する離間側Bまで連続して延びて形成される。   The H-shaped member 5 is formed in a substantially H shape in the cross-sectional direction, and has a web portion 50, a near side flange portion 51, and a separated side flange portion 52. The web portion 50 is continuous from the near side A close to the steel sheet pile 2 to the separated side B spaced apart from the steel sheet pile 2 in a direction substantially orthogonal to the flat portion 20 such as the flange portion 2a of the steel sheet It is extended and formed.

近接側フランジ部51は、断面方向で鋼矢板2のフランジ部2a等の平坦部20と互いに略平行となる方向で、ウェブ部50と略直交するように延びて、ウェブ部50の近接側Aに形成される。また、離間側フランジ部52は、断面方向で鋼矢板2のフランジ部2a等の平坦部20と互いに略平行となる方向で、ウェブ部50と略直交するように延びて、ウェブ部50の離間側Bに形成される。   The near side flange portion 51 extends in a direction substantially parallel to the flat portion 20 such as the flange portion 2a of the steel sheet pile 2 in the cross sectional direction so as to be substantially orthogonal to the web portion 50. Is formed. Further, the separation side flange portion 52 extends so as to be substantially orthogonal to the web portion 50 in a direction to be substantially parallel to the flat portion 20 such as the flange portion 2a of the steel sheet pile 2 in the cross sectional direction. Formed on the side B.

H形部材5は、図9に示すように、鋼矢板2のフランジ部2a等の平坦部20及び鋼板4に形成されたボルト挿通孔40の位置に合わせて、材軸直交方向Xに貫通させたボルト挿通孔40が近接側フランジ部51に形成される。H形部材5は、鋼矢板2のフランジ部2a等の平坦部20、鋼板4及び近接側フランジ部51に形成されたボルト挿通孔40に、材軸直交方向Xに連続させてボルト41が挿通される。   As shown in FIG. 9, the H-shaped member 5 is made to penetrate in the material axis orthogonal direction X in accordance with the position of the flat portion 20 such as the flange portion 2a of the steel sheet pile 2 and the bolt insertion hole 40 formed in the steel plate 4. The bolt insertion hole 40 is formed in the near side flange portion 51. The H-shaped member 5 is inserted into the bolt insertion hole 40 formed in the flat portion 20 such as the flange portion 2 a of the steel sheet pile 2, the steel plate 4 and the near side flange portion 51 continuously in the material axis orthogonal direction X and the bolt 41 is inserted. Be done.

H形部材5は、複数の鋼矢板2の何れか一方又は両方の端部3で、ボルト挿通孔40にボルト41が挿通されるとともに、ボルト41にナット42が螺合されることで、近接側フランジ部51が鋼矢板2の端部3でフランジ部2a等の平坦部20にボルト接合される。H形部材5は、これに限らず、鋼矢板2のフランジ部2a等の平坦部20に設けられた溶接ナット、又は、タッピング加工等で形成された雌ネジ部でボルト接合されてもよい。   The H-shaped member 5 is in close proximity by the bolt 41 being inserted into the bolt insertion hole 40 and the nut 42 being screwed onto the bolt 41 at one or both ends 3 of the plurality of steel sheet piles 2 The side flange portion 51 is bolted to the flat portion 20 such as the flange portion 2 a at the end 3 of the steel sheet pile 2. The H-shaped member 5 is not limited to this, and may be bolted with a weld nut provided on the flat portion 20 of the flange portion 2a etc. of the steel sheet pile 2 or an internal thread portion formed by tapping or the like.

H形部材5は、断面方向で片面又は両面に鋼板4が取り付けられた鋼矢板2のフランジ部2a等の平坦部20に、近接側フランジ部51がボルト接合される。また、H形部材5は、これに限らず、断面方向で片面又は両面に鋼板4が取り付けられていない鋼矢板2のフランジ部2a等の平坦部20に、近接側フランジ部51がボルト接合されてもよい。   In the H-shaped member 5, the near side flange portion 51 is bolted to the flat portion 20 such as the flange portion 2 a of the steel sheet pile 2 to which the steel plate 4 is attached on one side or both sides in the cross sectional direction. Further, the H-shaped member 5 is not limited to this, and the near side flange portion 51 is bolted to the flat portion 20 such as the flange portion 2a of the steel sheet pile 2 in which the steel plate 4 is not attached to one side or both sides in the cross sectional direction. May be

H形部材5は、鋼矢板2の溝部Sの内側で、近接側フランジ部51が鋼矢板2の平坦部20にボルト接合されることで、鋼矢板2の端部3における溝部Sの内側で平坦部20に架設されるものとなる。また、H形部材5は、これに限らず、鋼矢板2の溝部Sの外側で、近接側フランジ部51が鋼矢板2の平坦部20にボルト接合されてもよい。   The H-shaped member 5 is bolted to the flat portion 20 of the steel sheet pile 2 by bolting the near side flange portion 51 to the inside of the groove portion S of the steel sheet pile 2 so that The flat portion 20 is to be erected. Further, the H-shaped member 5 is not limited to this, and the near side flange portion 51 may be bolted to the flat portion 20 of the steel sheet pile 2 outside the groove portion S of the steel sheet pile 2.

H形部材5は、図10に示すように、複数の鋼矢板2の両方の端部3で、必要に応じて、複数の鋼矢板2の上側の端部31及び下側の端部32の各々に鋼板4が取り付けられた状態で、近接側フランジ部51が鋼矢板2の平坦部20にボルト接合される。また、H形部材5は、これに限らず、図11に示すように、複数の鋼矢板2の何れかの端部3でのみ、近接側フランジ部51が鋼矢板2の平坦部20にボルト接合されてもよい。   The H-shaped member 5 is, as shown in FIG. 10, at both ends 3 of the plurality of steel sheet piles 2, if necessary, of the upper end 31 and the lower end 32 of the plurality of steel sheet piles 2. The near side flange portion 51 is bolted to the flat portion 20 of the steel sheet pile 2 with the steel plate 4 attached to each. Further, the H-shaped member 5 is not limited to this, and as shown in FIG. 11, the near side flange portion 51 is bolted to the flat portion 20 of the steel sheet pile 2 only at any one end 3 of the plurality of steel sheet piles 2. It may be joined.

このとき、H形部材5は、複数の鋼矢板2の何れか一方の端部3で、近接側フランジ部51が鋼矢板2の平坦部20にあらかじめ溶接接合された状態で、複数の鋼矢板2の何れか他方の端部3で、近接側フランジ部51が鋼矢板2の平坦部20にボルト接合される。H形部材5は、必要に応じて、鋼矢板2の平坦部20と近接側フランジ部51とで鋼板4を挟み込んで、近接側フランジ部51が鋼矢板2の平坦部20に溶接接合されてもよい。   At this time, the H-shaped member 5 is welded to the flat portion 20 of the steel sheet 2 in advance by welding at the one end 3 of the steel sheet 2 and the adjacent side flange portion 51 is welded to the steel sheet The near side flange portion 51 is bolted to the flat portion 20 of the steel sheet pile 2 at any other end 3 of 2. The H-shaped member 5 sandwiches the steel plate 4 between the flat portion 20 of the steel sheet pile 2 and the near side flange portion 51 if necessary, and the near side flange portion 51 is welded and joined to the flat portion 20 of the steel sheet It is also good.

H形部材5は、複数の鋼矢板2の何れか一方又は両方の端部3で、図12に示すように、あらかじめ近接側フランジ部51に鋼板4が溶接等により取り付けられて、近接側フランジ部51が鋼板4とともに鋼矢板2の平坦部20にボルト接合されてもよい。このとき、H形部材5は、複数の鋼矢板2の何れか一方の端部3でのみ、近接側フランジ部51を鋼板4とともに鋼矢板2の平坦部20にあらかじめ溶接接合させることもできる。   As shown in FIG. 12, the steel plate 4 is attached to the near side flange portion 51 in advance by welding or the like at one or both ends 3 of the plurality of steel sheet piles 2 by the H-shaped member 5. The portion 51 may be bolted to the flat portion 20 of the steel sheet pile 2 together with the steel plate 4. At this time, the H-shaped member 5 can also weld and join the near side flange portion 51 together with the steel plate 4 to the flat portion 20 of the steel sheet pile 2 only at one of the end portions 3 of the plurality of steel sheet piles 2.

本発明を適用した鋼矢板の縦継構造1は、図13に示すように、H形部材5により連結された複数の鋼矢板2を地盤内8に埋め込むときに、又は、複数の鋼矢板2が地盤内8に埋め込まれた状態で、複数の鋼矢板2が連結される箇所に曲げ荷重Mが作用する。   The longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied is, as shown in FIG. 13, when a plurality of steel sheet piles 2 connected by the H-shaped member 5 are embedded in the ground 8 or a plurality of steel sheet piles 2 The bending load M acts on a location where the plurality of steel sheet piles 2 are connected in a state in which the steel sheet is embedded in the ground 8.

このとき、本発明を適用した鋼矢板の縦継構造1は、断面方向で鋼矢板2のフランジ部2aと略直交する方向で、H形部材5の強軸方向に曲げ荷重Mが作用する。本発明を適用した鋼矢板の縦継構造1は、特に、鋼矢板2のフランジ部2aと略直交する方向で、H形部材5の曲げ剛性が、各々の鋼矢板2の曲げ剛性以上の大きさとなる。   At this time, in the longitudinal connection structure 1 of the steel sheet pile to which the present invention is applied, a bending load M acts in the strong axis direction of the H-shaped member 5 in a direction substantially orthogonal to the flange portion 2a of the steel sheet pile 2 in the cross sectional direction. In the longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied, in particular, in the direction substantially orthogonal to the flange portion 2 a of the steel sheet pile 2, the bending rigidity of the H-shaped member 5 is larger than the bending rigidity of each steel sheet pile 2 It will be

ここで、本発明を適用した鋼矢板の縦継構造1は、図14に示すように、材軸方向Yで所定の曲げ剛性の分布となる。これに対して、従来の鋼矢板の継手構造91、及び、従来の連続壁用鋼材92は、図15、図16に示す材軸方向Yの曲げ剛性の分布となる。   Here, as shown in FIG. 14, the longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied has a predetermined distribution of bending rigidity in the material axial direction Y. On the other hand, the joint structure 91 of the conventional steel sheet pile and the conventional steel material 92 for continuous walls become a distribution of the bending rigidity of the material axial direction Y shown to FIG. 15, FIG.

本発明を適用した鋼矢板の縦継構造1は、図14に示すように、各々の鋼矢板2の曲げ剛性を所定の大きさGとする。また、本発明を適用した鋼矢板の縦継構造1は、H形部材5の曲げ剛性を、各々の鋼矢板2の曲げ剛性以上の大きさとして、例えば、各々の鋼矢板2の曲げ剛性と略同一とした場合に、H形部材5の曲げ剛性も所定の大きさGとなる。   The longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied has the bending rigidity of each steel sheet pile 2 as a predetermined size G as shown in FIG. In addition, the longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied is, for example, the bending rigidity of each steel sheet pile 2 and the bending rigidity of the H-shaped member 5 as the size larger than the bending rigidity of each steel sheet pile 2 When substantially the same, the bending rigidity of the H-shaped member 5 also has a predetermined size G.

このとき、鋼矢板2が単体として曲げ荷重Mに抵抗する箇所(材軸方向Yの断面P)では、曲げ剛性の大きさがGとなり、鋼矢板2とH形部材5との合成断面として曲げ荷重Mに抵抗する箇所(材軸方向Yの断面Q)では、曲げ剛性の大きさが2×Gとなる。そして、複数の鋼矢板2を連結した箇所(材軸方向Yの断面R)では、H形部材5が単体として曲げ荷重Mに抵抗するものの、曲げ剛性の大きさGが十分に大きいものとなる。   At this time, the bending stiffness of the steel sheet pile 2 as a single piece is G at the location where the steel sheet pile 2 resists the bending load M (the cross section P in the material axis direction Y). At a location that resists the load M (cross section Q in the material axis direction Y), the magnitude of the bending stiffness is 2 × G. Then, at a location where the plurality of steel sheet piles 2 are connected (cross section R in the material axis direction Y), although the H-shaped member 5 alone resists the bending load M, the size G of bending rigidity becomes sufficiently large. .

これに対して、従来の鋼矢板の継手構造91は、図15に示すように、略平板状に形成された下側継手部材及び上側継手部材93の曲げ剛性が、鋼矢板90単体の曲げ剛性よりも小さい大きさとなり、例えば、G/2程度の大きさとなる。このとき、従来の鋼矢板の継手構造91は、材軸方向Yの断面P及び断面Qでは、所定の大きさG以上の曲げ剛性を確保できるものの、複数の鋼矢板90を連結した箇所(材軸方向Yの断面R)では、曲げ剛性の大きさがG/2程度と小さいものとなる。   On the other hand, in the conventional joint structure 91 of the steel sheet pile, as shown in FIG. 15, the bending rigidity of the lower joint member and the upper joint member 93 formed in a substantially flat plate is the bending rigidity of the steel sheet 90 alone. The size is smaller than that, for example, about G / 2. At this time, the joint structure 91 of the conventional steel sheet pile can secure bending rigidity of a predetermined size G or more at the cross section P and the cross section Q in the material axial direction Y, but a location where a plurality of steel sheet piles 90 are connected In the cross section R) in the axial direction Y, the magnitude of the bending rigidity is as small as about G / 2.

このように、従来の鋼矢板の継手構造91と比較して、本発明を適用した鋼矢板の縦継構造1は、図14に示すように、材軸方向Yの断面Rにおいて、曲げ剛性を十分に大きいものとして、複数の鋼矢板2が連結された箇所が構造的弱点とならないものとなる。これにより、本発明を適用した鋼矢板の縦継構造1は、複数の短尺の鋼矢板2が材軸方向Yで互いに連結されるにもかかわらず、複数の鋼矢板2が材軸方向Yに連結された連結鋼矢板70全体の曲げ性能の低下を回避することが可能となる。   Thus, as compared with the conventional steel sheet pile joint structure 91, the longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied has bending rigidity in the cross section R in the material axial direction Y as shown in FIG. As a thing large enough, the location where several steel sheet piles 2 were connected will not become a structural weak point. Thereby, in the longitudinal connection structure 1 of the steel sheet pile to which the present invention is applied, although the plurality of short steel sheet piles 2 are mutually connected in the material axial direction Y, the plurality of steel sheet piles 2 in the material axial direction Y It becomes possible to avoid the fall of the bending performance of the connection steel sheet pile 70 whole connected.

本発明を適用した鋼矢板の縦継構造1は、特に、断面方向で鋼矢板2のフランジ部2aと略直交する方向で、H形部材5の曲げ剛性が、各々の鋼矢板2の曲げ剛性以上の大きさとなる。これにより、本発明を適用した鋼矢板の縦継構造1は、H形部材5が単体となる箇所(材軸方向Yの断面R)においても、鋼矢板2が単体となる箇所(材軸方向Yの断面P)以上の大きい曲げ剛性を確保することが可能となる。   The longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied, in particular, in the direction substantially orthogonal to the flange portion 2 a of the steel sheet pile 2 in the sectional direction, the bending rigidity of the H-shaped member 5 is the bending rigidity of each steel sheet pile 2 It becomes the above size. Thereby, the longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied is a position (material axial direction) in which the steel sheet pile 2 becomes a single body also in the place where the H-shaped member 5 becomes a single body (cross section R in the material axial direction Y). It is possible to secure a large bending rigidity more than the cross section P) of Y.

従来の連続壁用鋼材92は、図16に示すように、U形鋼矢板等の長尺の鋼矢板90が縦継ぎさせずに打設されるものであり、鋼矢板90とH形鋼94とが、材軸方向Yの全長に亘ってボルト接合されたものである。この場合、H形鋼94及び鋼矢板90のそれぞれの剛性がGである場合は、単純に重ね合わせた場合の剛性が2×Gとなる。また、ボルト接合により合成断面となった場合は、その剛性が2×Gよりも大きな剛性となるが、鋼矢板90及びH形鋼94の材軸方向Yの全長に亘った全断面で、材軸方向Yに連続して多数のボルト接合をする必要がある。そして、仮に、従来の連続壁用鋼材92で縦継ぎさせる場合には、縦継ぎ部での剛性を2×G、又は、2×Gよりも大きな剛性を確保するために、溶接量が多い完全溶け込み溶接か、多数のボルト接合が必要となると考えられる。   The conventional continuous-wall steel material 92, as shown in FIG. 16, is one in which a long steel sheet pile 90 such as a U-shaped steel sheet pile is cast without being longitudinally connected, and the steel sheet pile 90 and the H-shaped steel 94 Are bolted along the entire length in the material axial direction Y. In this case, when the rigidity of each of the H-shaped steel 94 and the steel sheet pile 90 is G, the rigidity in the case of simple superposition is 2 × G. In addition, when the composite cross section is obtained by bolting, the rigidity is higher than 2 × G, but the entire cross section along the entire length of the steel sheet pile 90 and the H-shaped steel 94 in the material axial direction Y A large number of bolt connections need to be made continuously in the axial direction Y. Then, temporarily, in the case of making vertical joint with the conventional steel material for continuous wall 92, the rigidity at the vertical joint portion is completely large in order to secure the rigidity larger than 2 × G or 2 × G. Penetration welding or a large number of bolt joints are considered to be necessary.

本発明を適用した鋼矢板の縦継構造1は、図14に示すように、複数の鋼矢板2を連結する箇所でのみ、H形部材5が鋼矢板2にボルト接合されるため、鋼矢板2の材軸方向Yの全長に亘った全断面で、H形部材5が鋼矢板2にボルト接合される必要がない。これにより、本発明を適用した鋼矢板の縦継構造1は、材軸方向Yに連続した多数のボルト接合を必要としないものとして、ボルト接合に必要となる材料費及び施工費等の連結コストの増大を抑制することが可能となる。   In the longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied, as shown in FIG. 14, since the H-shaped member 5 is bolted to the steel sheet pile 2 only at the location where the plurality of steel sheet piles 2 are connected. The H-shaped member 5 does not have to be bolted to the steel sheet pile 2 in the entire cross section along the entire length in the material axial direction Y of 2. As a result, the vertical joint structure 1 of the steel sheet pile to which the present invention is applied does not require a large number of continuous bolt joints in the material axial direction Y, and the connection costs such as material cost and construction cost required for bolt joint It is possible to suppress the increase of

本発明を適用した鋼矢板の縦継構造1は、図17に示すように、鋼矢板2のフランジ部2aと略直交する方向に曲げ荷重Mが作用することで、複数の鋼矢板2の各々の端部3で、複数のボルト41に引張力T又は圧縮力Cが作用するものとなる。このとき、本発明を適用した鋼矢板の縦継構造1は、例えば、複数のボルト41の接合箇所で、下側のボルト41には圧縮力Cが作用して、上側のボルト41には引張力Tが作用することで、鋼矢板2のフランジ部2a等が面外方向に湾曲変形Nするおそれがある。   The longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied, as shown in FIG. 17, each of the plurality of steel sheet piles 2 by the bending load M acting in the direction substantially orthogonal to the flange portion 2 a of the steel sheet pile 2. The tensile force T or the compressive force C acts on the plurality of bolts 41 at the end 3 of the At this time, the longitudinal joint structure 1 of the steel sheet pile to which the present invention is applied is, for example, a compressive force C acting on the lower bolt 41 at the joint portion of the plurality of bolts 41 and a tensile force is applied to the upper bolt 41 The application of the force T may cause the flange portion 2a and the like of the steel sheet pile 2 to undergo bending deformation N in the out-of-plane direction.

本発明を適用した鋼矢板の縦継構造1は、鋼矢板2のフランジ部2a等に鋼板4が取り付けられて、又は、H形部材5の近接側フランジ部51に取り付けられた鋼板4が鋼矢板2のフランジ部2a等に当接される。このとき、本発明を適用した鋼矢板の縦継構造1は、鋼矢板2のフランジ部2a等が鋼板4で補強されて、圧縮力Cが作用するボルト41の接合箇所が鋼板4で補強されるものとなる。これにより、本発明を適用した鋼矢板の縦継構造1は、特に、圧縮力Cの作用により湾曲変形Nが発生し易いボルト41の接合箇所が鋼板4で補強されることで、鋼矢板2のフランジ部2a等の湾曲変形Nによる曲げ破壊に抵抗することが可能となる。   In the steel sheet pile longitudinal joint structure 1 to which the present invention is applied, the steel plate 4 is attached to the flange portion 2 a of the steel sheet pile 2 or the like, or the steel plate 4 attached to the near side flange portion 51 of the H-shaped member 5 is steel It abuts on the flange portion 2 a or the like of the sheet pile 2. At this time, in the longitudinal connection structure 1 of the steel sheet pile to which the present invention is applied, the flange portion 2a etc. of the steel sheet pile 2 is reinforced by the steel plate 4 and the joint portion of the bolt 41 on which the compressive force C acts is reinforced by the steel plate 4 It will be Thus, in the steel sheet pile longitudinal joint structure 1 to which the present invention is applied, the steel sheet pile 2 is particularly reinforced by the steel plate 4 reinforcing the joint portion of the bolt 41 in which the bending deformation N is easily generated by the action of the compressive force C. It is possible to resist bending failure due to bending deformation N of the flange portion 2a etc.

本発明を適用した鋼矢板壁7は、図1に示すように、複数の短尺の鋼矢板2が材軸方向Yに連結されて、材軸方向Yに連結された複数の鋼矢板2を連結鋼矢板70として、連結鋼矢板70を壁幅方向Zに連設させて構築される。本発明を適用した鋼矢板壁7は、複数の鋼矢板2で互いに対向する各々の材軸方向Yの端部3に架設されるH形部材5と、複数の鋼矢板2がH形部材5で材軸方向Yに連結された複数の連結鋼矢板70とを備える。   In the steel sheet pile wall 7 to which the present invention is applied, as shown in FIG. 1, a plurality of short steel sheet piles 2 are connected in the material axial direction Y, and a plurality of steel sheet piles 2 connected in the material axial direction Y are connected. As the steel sheet pile 70, the connection steel sheet pile 70 is continuously provided in the wall width direction Z, and is constructed. The steel sheet pile wall 7 to which the present invention is applied is an H-shaped member 5 which is constructed at the end 3 of each of the steel sheet piles 2 facing each other in the material axial direction Y, and the plurality of steel sheet piles 2 are H-shaped members 5 And a plurality of connecting steel sheet piles 70 connected in the material axial direction Y.

本発明を適用した鋼矢板壁7は、特に、壁幅方向Zで互いに隣り合って連設される複数の連結鋼矢板70で、各々の連結鋼矢板70のH形部材5が、材軸方向Yの位置を互いに異ならせて、壁幅方向Zで略千鳥状等に配置される。このとき、本発明を適用した鋼矢板壁7は、複数の鋼矢板2を材軸方向Yに連結した箇所が、壁幅方向Zで略千鳥状等に配置されるものとなり、各々の連結鋼矢板70の構造的弱点となりうる連結箇所が、壁幅方向Zに連続することを回避することが可能となる。   The steel sheet pile wall 7 to which the present invention is applied is, in particular, a plurality of connected steel sheet piles 70 arranged adjacent to each other in the wall width direction Z, and the H-shaped members 5 of the respective connected steel sheet piles 70 The positions of Y are made different from each other, and they are arranged in a substantially zigzag shape or the like in the wall width direction Z. At this time, in the steel sheet pile wall 7 to which the present invention is applied, portions where the plurality of steel sheet piles 2 are connected in the material axial direction Y are arranged in a substantially zigzag shape in the wall width direction Z. It is possible to avoid that the connection point which can be a structural weak point of the sheet pile 70 continues in the wall width direction Z.

以上、本発明の実施形態の例について詳細に説明したが、上述した実施形態は、何れも本発明を実施するにあたっての具体化の例を示したものに過ぎず、これらによって本発明の技術的範囲が限定的に解釈されてはならない。   As mentioned above, although the example of the embodiment of the present invention was explained in detail, any of the above-mentioned embodiments only shows the example of the embodiment in the case of carrying out the present invention. The scope should not be interpreted as limiting.

1 :鋼矢板の縦継構造
2 :鋼矢板
2a :鋼矢板のフランジ部
2b :鋼矢板のウェブ部
2c :鋼矢板のアーム部
2d :鋼矢板の継手部
20 :鋼矢板の平坦部
21 :ハット形鋼矢板
22 :U形鋼矢板
23 :Z形鋼矢板
3 :端部
31 :一方の端部
32 :他方の端部
4 :鋼板
40 :ボルト挿通孔
41 :ボルト
42 :ナット
5 :H形部材
50 :H形部材のウェブ部
51 :近接側フランジ部
52 :離間側フランジ部
7 :鋼矢板壁
70 :連結鋼矢板
8 :地盤内
X :材軸直交方向
Y :材軸方向
Z :壁幅方向
1: Longitudinal structure of steel sheet pile 2: Steel sheet pile 2a: Flange part 2b of steel sheet pile: Web part 2c of steel sheet pile: Arm part 2d of steel sheet pile: Joint part 20 of steel sheet pile 20: Flat part 21 of steel sheet pile: Hat Steel sheet pile 22: U-shaped steel sheet pile 23: Z-shaped steel sheet pile 3: end 31: one end 32: other end 4: steel plate 40: bolt insertion hole 41: bolt 42: nut 5: H-shaped member 50: H-shaped member web portion 51: near side flange portion 52: separated side flange portion 7: steel sheet pile wall 70: connected steel sheet pile 8: in the ground X: material axis orthogonal direction Y: material axial direction Z: wall width direction

Claims (7)

所定の断面形状の複数の鋼矢板を材軸方向に連結する鋼矢板の縦継構造であって、
複数の鋼矢板で互いに対向する各々の材軸方向の端部に架設されるH形部材を備え、
前記H形部材は、断面方向で鋼矢板に近接する近接側から鋼矢板と離間する離間側まで延びるウェブ部と、前記ウェブ部の近接側に形成される近接側フランジ部と、前記ウェブ部の離間側に形成される離間側フランジ部とを有して、前記近接側フランジ部が鋼矢板の略平坦状に形成された平坦部にボルト接合され
前記H形部材の材軸方向の長さは、複数の鋼矢板が材軸方向で連結された連結鋼矢板の材軸方向の一端部から他端部までの長さよりも短いこと
を特徴とする鋼矢板の縦継構造。
A longitudinal connection structure of steel sheet piles connecting a plurality of steel sheet piles of a predetermined cross-sectional shape in the material axis direction,
An H-shaped member provided at each end in the axial direction of each of the plurality of steel sheet piles facing each other;
The H-shaped member includes a web portion extending from the near side adjacent to the steel sheet pile in the cross sectional direction to the separated side separated from the steel sheet pile, the near side flange portion formed on the near side of the web portion, and The near side flange portion is bolted to a flat portion formed in a substantially flat shape of the steel sheet pile, having a far side flange portion formed on the far side ,
The length in the material axial direction of the H-shaped member is shorter than the length from one end to the other end in the material axial direction of the connected steel sheet piles in which a plurality of steel sheet piles are connected in the material axial direction. Longitudinal structure of steel sheet pile.
前記H形部材は、断面方向で片面又は両面に鋼板が取り付けられた前記平坦部に、前記近接側フランジ部がボルト接合されること
を特徴とする請求項1記載の鋼矢板の縦継構造。
The longitudinal connection structure of a steel sheet pile according to claim 1, wherein the near side flange portion is bolted to the flat portion where a steel plate is attached to one side or both sides in the cross sectional direction of the H-shaped member.
前記H形部材は、前記近接側フランジ部に鋼板が取り付けられて、前記近接側フランジ部が前記鋼板とともに前記平坦部にボルト接合されること
を特徴とする請求項1又は2記載の鋼矢板の縦継構造。
The steel plate is attached to the said near side flange part, and the said H side member is bolt-joined to the said flat part with the said steel plate by the said steel plate, The steel sheet pile of Claim 1 or 2 characterized by the above-mentioned. Longitudinal structure.
前記H形部材は、断面方向で鋼矢板のフランジ部と略直交する方向で、前記H形部材の曲げ剛性が、各々の鋼矢板の曲げ剛性以上の大きさとなること
を特徴とする請求項1〜3の何れか1項記載の鋼矢板の縦継構造。
The bending rigidity of the H-shaped member is greater than the bending rigidity of each steel sheet in a direction substantially orthogonal to the flange portion of the steel sheet in the cross-sectional direction. The longitudinal connection structure of the steel sheet pile in any one of -3.
前記H形部材は、断面方向で鋼矢板のフランジ部及び一対のウェブ部で形成される溝部の内側で、前記近接側フランジ部が前記平坦部にボルト接合されること
を特徴とする請求項1〜4の何れか1項記載の鋼矢板の縦継構造。
The said H-shaped member is characterized in that the said near side flange part is bolt-joined to the said flat part inside the groove part formed of the flange part and a pair of web part of a steel sheet pile in a cross sectional direction. The longitudinal connection structure of the steel sheet pile in any one of -4.
前記H形部材は、複数の鋼矢板の何れか一方の前記端部で前記近接側フランジ部が前記平坦部に溶接接合された状態で、複数の鋼矢板の何れか他方の前記端部で前記近接側フランジ部が前記平坦部にボルト接合されること
を特徴とする請求項1〜5の何れか1項記載の鋼矢板の縦継構造。
The H-shaped member has the adjacent flange portion welded to the flat portion at one of the ends of the plurality of steel sheet piles, and the other one of the ends of the plurality of steel sheet piles has the H-shaped member. The longitudinal connection structure of a steel sheet pile according to any one of claims 1 to 5, wherein a near side flange portion is bolted to the flat portion.
材軸方向に連結された複数の鋼矢板を壁幅方向に連設させた鋼矢板壁であって、
複数の鋼矢板で互いに対向する各々の材軸方向の端部に架設されるH形部材と、複数の鋼矢板が前記H形部材で材軸方向に連結された複数の連結鋼矢板とを備え、
前記H形部材は、断面方向で鋼矢板に近接する近接側から鋼矢板と離間する離間側まで延びるウェブ部と、前記ウェブ部の近接側に形成される近接側フランジ部と、前記ウェブ部の離間側に形成される離間側フランジ部とを有して、前記近接側フランジ部が鋼矢板の略平坦状に形成された平坦部にボルト接合されて、
前記連結鋼矢板は、壁幅方向で互いに隣り合って連設される複数の前記連結鋼矢板で、各々の前記H形部材が材軸方向の位置を互いに異ならせて配置され
前記H形部材の材軸方向の長さは、前記連結鋼矢板の材軸方向の一端部から他端部までの長さよりも短いこと
を特徴とする鋼矢板壁。
A steel sheet pile wall in which a plurality of steel sheet piles connected in the material axis direction are continuously provided in the wall width direction,
An H-shaped member is installed at each steel axial sheet end facing each other by a plurality of steel sheet piles, and a plurality of connected steel sheet piles in which a plurality of steel sheet piles are axially connected by the H-shaped member. ,
The H-shaped member includes a web portion extending from the near side adjacent to the steel sheet pile in the cross sectional direction to the separated side separated from the steel sheet pile, the near side flange portion formed on the near side of the web portion, and The near side flange portion is bolted to a flat portion formed in a substantially flat shape of the steel sheet pile, with the far side flange portion formed on the far side,
The connection steel sheet piles are a plurality of connection steel sheet piles arranged adjacent to each other in the wall width direction, and the H-shaped members are arranged at different positions in the material axial direction ,
The steel sheet pile wall characterized in that the length in the material axial direction of the H-shaped member is shorter than the length from one end to the other end in the material axial direction of the connection steel sheet pile.
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