JP3881342B2 - Bubble mortar embankment structure - Google Patents

Bubble mortar embankment structure Download PDF

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JP3881342B2
JP3881342B2 JP2004001911A JP2004001911A JP3881342B2 JP 3881342 B2 JP3881342 B2 JP 3881342B2 JP 2004001911 A JP2004001911 A JP 2004001911A JP 2004001911 A JP2004001911 A JP 2004001911A JP 3881342 B2 JP3881342 B2 JP 3881342B2
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embankment
mortar
foam mortar
foam
ground
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JP2005194774A (en
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光商 大庭
豊 佐藤
秀之 古林
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East Japan Railway Co
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Description

本発明は、気泡モルタルを盛土として利用した気泡モルタル盛土構造に関する。   The present invention relates to a cellular mortar embankment structure using cellular mortar as embankment.

鉄道用軌道の構造としては、盛土を断面略台形に締め固めた路盤の上に砂利や砕石を敷き詰めて道床を形成し、その上に枕木を並べ、枕木の上にレールを固定したものが知られている。この構造は、路盤を締め固めるのに時間を要し、また雨等によって緩むためにメンテナンスを必要とする。また、安定させるために裾を広げて断面略台形とするので、狭隘な用地での構築が困難である。   As for the structure of railroad tracks, it is known that gravel and crushed stone are laid down on a roadbed compacted with a substantially trapezoidal cross section, a roadbed is formed, sleepers are arranged on it, and rails are fixed on the sleepers. It has been. This structure requires time for compacting the roadbed and requires maintenance because it is loosened by rain or the like. Moreover, since the skirt is widened to make it stable and the cross section is substantially trapezoidal, it is difficult to construct a narrow site.

また、路盤をコンクリートで形成したものも知られているが、コンクリートは敷地の地盤よりも比重が大きいため、軟弱な地盤では沈下等の恐れがあり適用できなかった。   It is also known that the roadbed is made of concrete, but concrete has a higher specific gravity than the ground of the site, so it could not be applied to soft ground due to the possibility of subsidence.

地盤沈下対策を軽微あるいは不要とするため、コンクリートよりも比重が軽い気泡モルタルを盛土として使用することが知られている（例えば、特許文献１参照）。気泡モルタルを盛土として利用した、従来の鉄道用軌道の構造を図４に示す。図４において、地盤５０に打ち込んだＨ鋼５６に側壁５７を固定するとともに、対向する側壁５７、５７同士をタイロッド５８でつなぎ、両側壁５７間に気泡モルタルが打設されて気泡モルタル盛土５３が形成されている。その上面は路盤コンクリート５１で被覆され、その上に軌道４０が形成されている。   In order to make ground subsidence countermeasures light or unnecessary, it is known to use a bubble mortar having a lighter specific gravity than concrete as embankment (for example, see Patent Document 1). FIG. 4 shows the structure of a conventional railroad track using bubble mortar as embankment. In FIG. 4, the side wall 57 is fixed to the H steel 56 driven into the ground 50, the opposing side walls 57, 57 are connected to each other by a tie rod 58, and a foam mortar is placed between the side walls 57 to form a foam mortar embankment 53. Is formed. The upper surface is covered with roadbed concrete 51, and a track 40 is formed thereon.

気泡モルタルは軽量で流動性がよく、また狭隘な用地での盛土構築が容易である。気泡モルタルは高架橋のアプローチの盛土部や、橋台背面のアプローチブロック、開削工法による地下構造物の埋め戻し等に適用されている。
特許３２３３６９５号明細書 Foamed mortar is lightweight and has good fluidity, and it is easy to construct embankments on narrow sites. The foam mortar is applied to the embankment of the viaduct approach, the approach block on the back of the abutment, and the backfilling of underground structures by the open-cut method.
Japanese Patent No. 3233695 Specification

従来、気泡モルタルからなる盛土を軟弱地盤（液状化地盤を含む）上へ構築する場合、軟弱地盤対策や液状化地盤対策として、鋼矢板締切工や地盤改良工が必要であった。鋼矢板締切工を用いた場合、盛土の周縁に沿って鋼矢板を打設する必要があり、またその根入れ深さについても、軟弱層よりも下の堅固な地盤まで根入れする必要があるため、工事費が増大する。一方、地盤改良工を用いた場合も、工事費が飛躍的に増大するという問題があった。   Conventionally, when a banking mortar embankment is constructed on soft ground (including liquefied ground), steel sheet pile closing work and ground improvement work have been required as countermeasures for soft ground and liquefied ground. When using steel sheet pile cut-off, it is necessary to place steel sheet piles along the periphery of the embankment, and it is also necessary to pierce the ground to a firm ground below the soft layer. Therefore, the construction cost increases. On the other hand, when the ground improvement work is used, there is a problem that the construction cost increases dramatically.

本発明の課題は、狭隘かつ軟弱な地盤でも安価に構築することのできる気泡モルタルの盛土構造を提供することである。   An object of the present invention is to provide a banking mortar embankment structure that can be constructed inexpensively even in a narrow and soft ground.

以上の課題を解決するため、本発明の請求項１に記載の発明は、図１に示すように、堅固な地盤１１上に軟弱層１２のある軟弱地盤１０上に、気泡モルタルを打設して盛土とする気泡モルタル盛土構造（鉄道用軌道構造２０）において、気泡モルタル盛土２３の下部に、堅固な地盤１１まで至る杭基礎２１を設け、泡モルタルよりも引張強度の高い筋材２４を、気泡モルタル盛土２３の上部及び／または下部に水平方向に配筋することを特徴とする。 In order to solve the above problems, the invention described in claim 1 of the present invention is such that, as shown in FIG. 1, a bubble mortar is placed on a soft ground 10 having a soft layer 12 on a solid ground 11. In the foam mortar embankment structure (railway structure 20 for railways), a pile foundation 21 extending to the solid ground 11 is provided at the lower part of the foam mortar embankment 23, and the reinforcing material 24 having a higher tensile strength than the foam mortar is provided . characterized Haisuji be Rukoto horizontally on top and / or bottom of the bubble mortar embankment 23.

請求項１に記載の発明によれば、気泡モルタル盛土２３の下部に堅固な地盤１１まで至る杭基礎２１を設けることで、気泡モルタル盛土２３の荷重を杭基礎２１により支持することができ、軟弱地盤１０が受ける上載荷重を減らすことができ、地盤沈下を防止することができる。また、仮に液状化が生じた場合にも、杭基礎２１により気泡モルタル盛土２３を支持することができ、荷重を杭基礎２１に効率よく伝達することができる。
また、気泡モルタル盛土２３に上載荷重が加わると、図２に示すように、杭間では気泡モルタル盛土２３の下部に水平方向の引張力が働くが、請求項３に記載の発明によれば、気泡モルタルよりも引張強度の高い筋材２４を、気泡モルタル盛土２３の下部に水平方向に配筋することで、上載荷重による水平方向の引張力に抵抗することができる。一方、杭基礎２１周辺の部分では、気泡モルタル盛土２３の上部に水平方向の引張力が働くが、気泡モルタルよりも引張強度の高い筋材２４を、気泡モルタル盛土２３の上部に水平方向に配筋することで、上載荷重による水平方向の引張力に抵抗することができる。このため、気泡モルタル盛土２３にかかる上載荷重による曲げ力に抵抗することができ、荷重を杭基礎２１に効率よく伝達することができる。 According to the invention described in claim 1, by providing the pile foundation 21 extending to the solid ground 11 at the lower part of the foam mortar embankment 23, the load of the foam mortar embankment 23 can be supported by the pile foundation 21. The upper load received by the ground 10 can be reduced, and ground subsidence can be prevented. Moreover, even when liquefaction occurs, the foam mortar embankment 23 can be supported by the pile foundation 21, and the load can be efficiently transmitted to the pile foundation 21.
Further, when an overload is applied to the foam mortar embankment 23, as shown in FIG. 2, a horizontal tensile force acts on the lower part of the foam mortar embankment 23 between the piles. According to the invention of claim 3, By arranging the reinforcing bar 24 having a higher tensile strength than the bubble mortar in the horizontal direction below the bubble mortar embankment 23, it is possible to resist the horizontal tensile force caused by the overload. On the other hand, in the area around the pile foundation 21, a horizontal tensile force acts on the upper part of the foam mortar embankment 23, but a reinforcing material 24 having a higher tensile strength than the foam mortar embankment 23 is arranged horizontally on the upper part of the foam mortar embankment 23. By streaking, it is possible to resist the horizontal tensile force caused by the overload. For this reason, it is possible to resist the bending force due to the overload applied to the foam mortar embankment 23, and to efficiently transmit the load to the pile foundation 21.

請求項２に記載の発明は、請求項１に記載の気泡モルタル盛土構造において、図３に示すように、前記杭基礎２１の杭頭に前記筋材２４を定着する定着部（定着板２１ａ）を設けたことを特徴とする。 The invention according to claim 2 is the fixing portion (fixing plate 21a) for fixing the reinforcing material 24 to the pile head of the pile foundation 21 as shown in FIG. 3 in the foam mortar embankment structure according to claim 1 . Is provided .

請求項２に記載の発明によれば、定着部により筋材２４を杭基礎２１の杭頭に固定することで、筋材２４の緊張力をより効率よく利用して気泡モルタル盛土２３にかかる上載荷重による曲げ力に抵抗することができる。 According to the second aspect of the present invention, by fixing the reinforcing member 24 to the pile head of the pile foundation 21 by the fixing portion, the overlay applied to the foam mortar embankment 23 by using the tension force of the reinforcing member 24 more efficiently. Can resist bending force due to load .

請求項３に記載の発明は、請求項２に記載の気泡モルタル盛土構造において、前記定着部は平板状であり、前記筋材２４と垂直に設けられることを特徴とする。 According to a third aspect of the invention, in the bubble mortar embankment structure according to claim 2, wherein the fixing portion is flat, and which are located perpendicular to the muscle material 24.

請求項３に記載の発明によれば、平板状の定着部を筋材２４と垂直に設けることで、定着部が筋材２４から張力を受けたときに、定着部の筋材２４と垂直な面で気泡モルタル盛土２３から応力を受けるため、杭頭を安定させることができる。According to the third aspect of the present invention, by providing the flat fixing portion perpendicular to the reinforcing material 24, when the fixing portion receives tension from the reinforcing material 24, the fixing portion is perpendicular to the fixing member 24. Since the surface receives stress from the foam mortar embankment 23, the pile head can be stabilized.

請求項４に記載の発明は、請求項１〜３のいずれか一項に記載の気泡モルタル盛土構造において、気泡モルタルよりも圧縮強度の高い保護スラブ２９を気泡モルタル盛土２３の上部及び／または下部に設けることを特徴とする。 The invention according to claim 4 is the cellular mortar embankment structure according to any one of claims 1 to 3, wherein the protective slab 29 having a higher compressive strength than the cellular mortar is disposed above and / or below the cellular mortar embankment 23. and wherein the Rukoto provided on the.

請求項４に記載の発明によれば、保護スラブ２９を気泡モルタル盛土２３の上部及び／または下部に設けることで、水に弱い気泡モルタルに雨や軟弱地盤１０中の水が浸入することを防ぐことができる。
また、気泡モルタル盛土２３に上載荷重が加わると、図２に示すように、杭間では気泡モルタル盛土２３の上部に水平方向の圧縮力が働くが、気泡モルタルよりも圧縮強度の高い保護スラブ２９を気泡モルタル盛土２３の上部に設けた場合には、上載荷重による水平方向の圧縮力に抵抗することができる。
一方、杭基礎２１周辺の部分では、気泡モルタル盛土２３が杭基礎２１から上向きの応力を受けるため、気泡モルタル盛土２３の下部に水平方向の圧縮力が働くが、気泡モルタルよりも圧縮強度の高い保護スラブ２９を気泡モルタル盛土２３の下部に設けた場合には、下側の保護スラブ２９により、水平方向の圧縮力に抵抗することができる。このように、気泡モルタル盛土２３と保護スラブ２９とを一体化することで、気泡モルタル盛土２３にかかる曲げ力に抵抗することができ、荷重を杭基礎２１に効率よく伝達することができる。 According to the invention described in claim 4, by providing the protective slab 29 on the upper and / or lower part of the foam mortar embankment 23, rain and water in the soft ground 10 are prevented from entering the foam mortar that is weak to water. be able to.
Further, when an overload is applied to the cellular mortar embankment 23, as shown in FIG. 2, a horizontal compressive force acts on the upper portion of the cellular mortar embankment 23 between the piles, but the protective slab 29 has a higher compressive strength than the cellular mortar. Can be resisted against the horizontal compressive force caused by the overload.
On the other hand, in the part around the pile foundation 21, the foam mortar embankment 23 receives upward stress from the pile foundation 21, so that a compressive force in the horizontal direction acts on the lower part of the foam mortar embankment 23, but the compressive strength is higher than that of the foam mortar. When the protective slab 29 is provided below the bubble mortar embankment 23, the lower protective slab 29 can resist the horizontal compressive force. Thus, by integrating the foam mortar embankment 23 and the protective slab 29, it is possible to resist the bending force applied to the foam mortar embankment 23, and to efficiently transmit the load to the pile foundation 21.

請求項５に記載の発明は、請求項１〜４のいずれか一項に記載の気泡モルタル盛土構造において、気泡モルタル盛土２３の直下の表面地盤１３を改良して表面改良層１４を設けたことを特徴とする。 Invention of Claim 5 improved the surface ground 13 directly under the foam mortar embankment 23 in the foam mortar embankment structure as described in any one of Claims 1-4 , and provided the surface improvement layer 14 It is characterized by.

請求項５に記載の発明によれば、気泡モルタル盛土２３の直下の表面地盤１３を改良して表面改良層１４を設けることにより、地盤沈下量を抑制したり、液状化の可能性を低減したりすることができる。 According to the invention described in claim 5 , by improving the surface ground 13 immediately below the foam mortar embankment 23 and providing the surface improvement layer 14, the amount of ground subsidence is suppressed or the possibility of liquefaction is reduced. Can be.

請求項１に記載の発明によれば、気泡モルタル盛土の下部に堅固な地盤まで至る杭基礎を設けることで、気泡モルタル盛土の荷重を杭基礎により支持することができ、軟弱地盤が受ける上載荷重を減らすことができ、地盤沈下を防止することができる。また、仮に液状化が生じた場合にも、杭基礎により気泡モルタル盛土を支持することができ、荷重を杭基礎に効率よく伝達することができる。
また、気泡モルタルよりも引張強度の高い筋材を、気泡モルタル盛土の上部及び／または下部に水平方向に配筋することで、上載荷重による水平方向の引張力に抵抗することができる。このため、気泡モルタル盛土にかかる上載荷重による曲げ力に抵抗することができ、荷重を杭基礎に効率よく伝達することができる。 According to the invention described in claim 1, by providing a pile foundation that reaches a solid ground at the lower part of the foam mortar embankment, the load of the foam mortar embankment can be supported by the pile foundation, and the upper load received by the soft ground Can be reduced and land subsidence can be prevented. Also, even if liquefaction occurs, the foam mortar embankment can be supported by the pile foundation, and the load can be efficiently transmitted to the pile foundation.
Moreover, it is possible to resist the tensile force in the horizontal direction due to the overload by arranging the reinforcing material having a higher tensile strength than the cellular mortar in the horizontal direction on the upper part and / or the lower part of the cellular mortar embankment. For this reason, it can resist the bending force by the overload applied to the foam mortar embankment, and can transmit a load to a pile foundation efficiently.

請求項２に記載の発明によれば、定着部により筋材を杭基礎の杭頭に固定することで、筋材の緊張力をより効率よく利用して気泡モルタル盛土にかかる上載荷重による曲げ力に抵抗することができる。 According to the second aspect of the invention, the bending force due to the overload applied to the foam mortar embankment is more efficiently utilized by fixing the reinforcing material to the pile head of the pile foundation by the fixing portion. Can resist.

請求項３に記載の発明によれば、平板状の定着部を筋材と垂直に設けることで、定着部が筋材から張力を受けたときに、定着部の筋材と垂直な面で気泡モルタル盛土から応力を受けるため、杭頭を安定させることができる。 According to the third aspect of the present invention, by providing the flat fixing portion perpendicular to the reinforcing material, when the fixing portion receives tension from the reinforcing material, bubbles are generated on the surface perpendicular to the fixing material. The pile head can be stabilized because it receives stress from the mortar embankment.

請求項４に記載の発明によれば、保護スラブを気泡モルタル盛土の上部及び／または下部に設けることで、水に弱い気泡モルタルに雨や軟弱地盤中の水が浸入することを防ぐことができる。また、気泡モルタル盛土と保護スラブとを一体化することで、気泡モルタル盛土にかかる曲げ力に抵抗することができ、荷重を杭基礎に効率よく伝達することができる。 According to the invention described in claim 4, by providing the protective slab on the upper and / or lower part of the foam mortar embankment, it is possible to prevent rain and water in the soft ground from entering the foam mortar that is vulnerable to water. . Moreover, by integrating the foam mortar embankment and the protective slab, it is possible to resist the bending force applied to the foam mortar embankment and to efficiently transmit the load to the pile foundation.

請求項５に記載の発明によれば、気泡モルタル盛土の直下の表面地盤を改良して表面改良層を設けることにより、地盤沈下量を抑制したり、液状化の可能性を低減したりすることができる。 According to the invention described in claim 5 , by improving the surface ground directly under the foam mortar embankment and providing a surface improvement layer, the amount of ground subsidence is suppressed or the possibility of liquefaction is reduced. Can do.

以下、本発明の実施の形態について詳細に説明する。図１は、本発明を適用して設けられた鉄道用軌道構造２０を示す図である。鉄道用軌道構造２０は、杭基礎２１と、気泡モルタル盛土２３と、土留壁２５と、タイロッド２８と、保護スラブ２９と、路盤コンクリート３１と、軌道４０とからなる。鉄道用軌道構造２０は軟弱地盤１０上に設けられている。   Hereinafter, embodiments of the present invention will be described in detail. FIG. 1 is a diagram showing a railroad track structure 20 provided by applying the present invention. The railroad track structure 20 includes a pile foundation 21, a bubble mortar embankment 23, a retaining wall 25, a tie rod 28, a protective slab 29, a roadbed concrete 31, and a track 40. The railway track structure 20 is provided on the soft ground 10.

軟弱地盤１０は一般に、堅固な地盤１１の上に軟弱層１２があり、その上に表面地盤１３が重なった構造をしている。この軟弱地盤１０に鉄道用軌道構造２０を設けるには、表面地盤１３から軟弱層１２の下の堅固な地盤１１にいたる杭基礎２１を設ける。   The soft ground 10 generally has a structure in which a soft layer 12 is provided on a solid ground 11 and a surface ground 13 is overlapped thereon. In order to provide the rail track structure 20 on the soft ground 10, a pile foundation 21 extending from the surface ground 13 to the solid ground 11 below the soft layer 12 is provided.

杭基礎２１は、表面地盤１３とともに鉄道用軌道構造２０を支持し、軟弱層１２の下の堅固な地盤１１に鉄道用軌道構造２０の荷重を伝達する。なお鉄道用軌道構造２０を支持する直下の表面地盤１３を改良し、表面改良層１４としてもよい。表面改良層１４を設けることにより、地盤沈下量を抑制したり、液状化の可能性を低減したりすることができる。   The pile foundation 21 supports the railroad track structure 20 together with the surface ground 13, and transmits the load of the railroad track structure 20 to the solid ground 11 below the soft layer 12. It is also possible to improve the surface ground 13 immediately below that supports the railroad track structure 20 to form the surface improvement layer 14. By providing the surface improvement layer 14, the amount of ground subsidence can be suppressed or the possibility of liquefaction can be reduced.

杭基礎２１は、鉄道用軌道構造２０の予定地の長さ方向に所定の間隔で設けられる。なお図１においては、鉄道用軌道構造２０の予定地の幅方向に間隔を空けて設けられた２本の杭基礎２１が示されているが、その数や太さは地盤強度や鉄道用軌道構造２０の重量等によって定まる。   The pile foundations 21 are provided at predetermined intervals in the length direction of the planned land of the railroad track structure 20. In FIG. 1, two pile foundations 21 are shown that are spaced apart from each other in the width direction of the planned land of the railroad track structure 20. It depends on the weight of the structure 20 and the like.

杭基礎２１の杭頭には、必要に応じて支圧板２２が設けられ、その上に気泡モルタル盛土２３が打設される。気泡モルタルは通常のコンクリートと比較して圧縮強度が低く、支圧板２２を設けることで杭基礎２１から受ける単位面積あたりの反力を低減させることができる。気泡モルタルの強度が充分にある場合や、杭基礎２１の杭頭部分の杭径が充分に大きい場合には、支圧板２２は不要である。支圧板２２の素材としては、コンクリート板や鋼板などがあるが、その他の任意の材料を用いることができる。   The pile head of the pile foundation 21 is provided with a bearing plate 22 as necessary, and a foam mortar embankment 23 is placed thereon. The foam mortar has a lower compressive strength than ordinary concrete, and the reaction force per unit area received from the pile foundation 21 can be reduced by providing the bearing plate 22. When the strength of the bubble mortar is sufficient, or when the pile diameter of the pile head portion of the pile foundation 21 is sufficiently large, the bearing plate 22 is unnecessary. The material of the bearing plate 22 includes a concrete plate and a steel plate, but any other material can be used.

土留壁２５は、鉄道用軌道構造２０の予定地の両側部に沿って設けられる。土留壁２５は鉄道用軌道構造２０の予定地の両側部に沿って打ち込まれたＨ鋼２６と、Ｈ鋼２６に取り付けられた側壁２７とからなる。側壁２７は気泡モルタル盛土２３の形枠となるとともに、気泡モルタル盛土２３を風雨等から保護する外装材となる。側壁２７としてはプレキャストコンクリート板などを用いることができる。   The retaining wall 25 is provided along both sides of the planned site of the railroad track structure 20. The retaining wall 25 includes an H steel 26 driven along both sides of the planned site of the railroad track structure 20 and a side wall 27 attached to the H steel 26. The side wall 27 serves as a form of the foam mortar embankment 23 and an exterior material for protecting the foam mortar embankment 23 from wind and rain. As the side wall 27, a precast concrete board etc. can be used.

またタイロッド２８は、鉄道用軌道構造２０の予定地の両側部に設けられた側壁２７同士を連結する。側壁２７の間に気泡モルタル盛土２３が打設されたときに、側壁２７は気泡モルタル盛土２３から土圧を受けるが、タイロッド２８により側壁２７同士が連結されていることで、気泡モルタル盛土２３の土圧に抵抗することができる。   The tie rods 28 connect the side walls 27 provided on both sides of the planned site of the railroad track structure 20. When the bubble mortar embankment 23 is placed between the side walls 27, the side wall 27 receives earth pressure from the cell mortar embankment 23, but the side walls 27 are connected to each other by the tie rods 28. Can resist earth pressure.

気泡モルタル盛土２３は、杭基礎２１及び支圧板２２の上部に打設され、その周囲の表面地盤１３または表面改良層１４の上と、両側部の土留壁２５によって仕切られる空間に打設される。気泡モルタルとしては、圧縮強度が１５ｋｇｆ／ｃｍ2程度のものを使用することができるが、これに限らず、任意のものを使用することができる。表面地盤１３または表面改良層１４と気泡モルタル盛土２３との間には、防水処理を施してもよい。 The foam mortar embankment 23 is placed on top of the pile foundation 21 and the bearing plate 22 and is placed on the surrounding surface ground 13 or the surface improvement layer 14 and in a space partitioned by retaining walls 25 on both sides. . As the foam mortar, those having a compressive strength of about 15 kgf / cm 2 can be used, but not limited to this, any one can be used. A waterproof treatment may be applied between the surface ground 13 or the surface improvement layer 14 and the foam mortar embankment 23.

気泡モルタル盛土２３の上部及び／または下部には、コンクリート等のグラウト材を打設し、気泡モルタルよりも圧縮強度の高い保護スラブ２９を形成する。保護スラブ２９は硬化後、気泡モルタル盛土２３と一体となる。保護スラブ２９は気泡モルタル盛土２３を風雨等から保護するとともに、以下に説明する作用を発揮する。   A grout material such as concrete is cast on the upper part and / or the lower part of the cellular mortar embankment 23 to form a protective slab 29 having a higher compressive strength than the cellular mortar. The protective slab 29 is integrated with the foam mortar embankment 23 after curing. The protective slab 29 protects the bubble mortar embankment 23 from wind and rain, etc., and also exhibits the action described below.

気泡モルタル盛土２３に上載荷重がかかると、図２に示すように、杭間では上部に水平方向の圧縮力が働くとともに、下部には水平方向の引張力が働く。気泡モルタル盛土２３の上部に圧縮強度の高い保護スラブ２９を打設することで、上載荷重による水平方向の圧縮力に抵抗することができる。   When an overload is applied to the foam mortar embankment 23, as shown in FIG. 2, a horizontal compressive force acts on the upper portion between the piles, and a horizontal tensile force acts on the lower portion. By placing a protective slab 29 having a high compressive strength on the top of the foam mortar embankment 23, it is possible to resist a horizontal compressive force caused by an overload.

一方、杭基礎２１周辺の部分では、気泡モルタル盛土２３の下部に水平方向の圧縮力が働くが、気泡モルタルよりも圧縮強度の高い保護スラブ２９を気泡モルタル盛土２３の下部に設けた場合には、下側の保護スラブ２９により、水平方向の圧縮力に抵抗することができる。   On the other hand, in the portion around the pile foundation 21, a horizontal compressive force acts on the lower part of the foam mortar embankment 23, but when a protective slab 29 having a higher compressive strength than the foam mortar embankment is provided on the lower part of the foam mortar embankment 23. The lower protective slab 29 can resist the horizontal compression force.

このように、気泡モルタル盛土２３と保護スラブ２９とを一体化することで、気泡モルタル盛土２３にかかる曲げ力に抵抗することができ、杭頭間にかかる梁のように荷重を杭基礎２１に効率よく伝達することができる。   Thus, by integrating the foam mortar embankment 23 and the protective slab 29, it is possible to resist the bending force applied to the foam mortar embankment 23, and load is applied to the pile foundation 21 like a beam between pile heads. It can be transmitted efficiently.

なお、気泡モルタル盛土２３の下部の保護スラブ２９により、気泡モルタル盛土２３が杭基礎２１から受ける単位面積あたりの反力を低減させることができるため、保護スラブ２９を支圧板２２の代わりに設けてもよいし、支圧板２２に加えて設けてもよい。   In addition, since the reaction force per unit area which the foam mortar embankment 23 receives from the pile foundation 21 can be reduced by the protective slab 29 below the foam mortar embankment 23, the protection slab 29 is provided instead of the bearing plate 22. Alternatively, it may be provided in addition to the bearing plate 22.

また、気泡モルタル盛土２３よりも引張強度の高い筋材２４を、気泡モルタル盛土２３の上部及び／または下部に水平方向に配筋してもよい。ここで筋材２４としては、鉄筋等を利用することができる。筋材２４の配筋方向は、鉄道用軌道構造２０の路線方向であってもよいし、また鉄道用軌道構造２０の幅方向であってもよい。筋材２４として鉄筋を使用する場合には、鉄筋に防錆処理を施してもよい。   Further, the reinforcing bars 24 having higher tensile strength than the foam mortar embankment 23 may be arranged in the horizontal direction on the upper part and / or the lower part of the foam mortar embankment 23. Here, as the reinforcing member 24, a reinforcing bar or the like can be used. The reinforcing material 24 may be arranged in the direction of the railroad track structure 20 or in the width direction of the railroad track structure 20. When a reinforcing bar is used as the reinforcing member 24, the reinforcing bar may be subjected to rust prevention treatment.

気泡モルタル盛土２３の下部に水平方向に筋材２４を配筋した場合には、上載荷重による水平方向の引張力に抵抗することができる。このため、気泡モルタル盛土２３にかかる上載荷重による曲げ力に抵抗することができ、荷重を杭基礎２１に効率よく伝達することができる。また、気泡モルタル盛土２３の下部に水平方向に筋材２４を配筋した場合には、図３に示すように、杭基礎２１の杭頭に、筋材２４を定着する定着板２１ａを設けてもよい。   When the reinforcing bar 24 is arranged horizontally in the lower part of the foam mortar embankment 23, it is possible to resist the horizontal tensile force caused by the overload. For this reason, it is possible to resist the bending force due to the overload applied to the foam mortar embankment 23, and to efficiently transmit the load to the pile foundation 21. Further, when the reinforcing bar 24 is arranged horizontally in the lower part of the foam mortar embankment 23, a fixing plate 21a for fixing the reinforcing member 24 is provided at the pile head of the pile foundation 21, as shown in FIG. Also good.

定着板２１ａは鉛直な平板状の形状であり、筋材２４は定着板２１ａを垂直に貫通した状態で、図示しないナット等で定着板２１ａに定着されている。定着板２１ａにより、筋材２４を杭基礎２１の杭頭に固定することができ、筋材２４の緊張力をより効率よく利用して気泡モルタル盛土２３にかかる上載荷重による曲げ力に抵抗することができる。   The fixing plate 21a has a vertical flat plate shape, and the reinforcing material 24 is fixed to the fixing plate 21a with a nut or the like (not shown) while vertically passing through the fixing plate 21a. The fixing plate 21a can fix the reinforcing member 24 to the pile head of the pile foundation 21, and more efficiently use the tension of the reinforcing member 24 to resist the bending force due to the overload applied to the foam mortar embankment 23. Can do.

なお、平板状の定着板２１ａに筋材２４を垂直に定着することで、定着部が筋材２４から張力を受けたときに、定着板２１ａの筋材２４と垂直な面で気泡モルタル盛土２３から応力を受けるため、杭頭を安定させることができる。   In addition, by fixing the reinforcing material 24 vertically to the flat fixing plate 21a, when the fixing portion receives tension from the reinforcing material 24, the bubble mortar embankment 23 is formed on a surface perpendicular to the reinforcing material 24 of the fixing plate 21a. Because it receives stress from the pile head, the pile head can be stabilized.

気泡モルタル盛土２３の上部の保護スラブ２９の上には、路盤コンクリート３１や必要に応じて勾配コンクリート３２等が設けられ、その上に軌道４０が設けられる。軌道４０は従来と同様に、道床４１、枕木４２、レール４３などから構成され、必要に応じて高欄４４などが設けられる。   On the protective slab 29 at the upper part of the foam mortar embankment 23, roadbed concrete 31, gradient concrete 32 or the like is provided if necessary, and a track 40 is provided thereon. The track 40 is composed of a road bed 41, sleepers 42, rails 43 and the like as in the prior art, and a rail 44 is provided as necessary.

以上の実施の形態によれば、鉄道用軌道構造２０の重量を堅固な地盤１１まで至る杭基礎２１により支持することで、軟弱層１２にかかる上載荷重を低減することができ、地盤沈下を防ぐことができる。このため、硬矢板締切工や地盤改良工を行う必要がなく、鉄道用軌道構造２０の施工費用を低減することができる。また、仮に液状化が生じた場合にも、杭基礎２１が鉄道用軌道構造２０を支持するために、鉄道用軌道構造２０自体が沈下することを防ぐことができ、軌道４０等を保護することができる。   According to the above embodiment, by supporting the weight of the railroad track structure 20 by the pile foundation 21 extending to the solid ground 11, it is possible to reduce the overload applied to the soft layer 12 and prevent ground subsidence. be able to. For this reason, it is not necessary to perform a hard sheet pile closing work or a ground improvement work, and the construction cost of the railway track structure 20 can be reduced. Further, even if liquefaction occurs, the pile foundation 21 supports the railroad track structure 20, and therefore the railroad track structure 20 itself can be prevented from sinking, and the track 40 and the like can be protected. Can do.

なお、本実施の形態においては、気泡モルタル盛土構造を鉄道用軌道構造２０に適用したが、本発明はこれに限らず、自動車道路の盛土に適用してもよいし、あるいは高架橋のアプローチの盛土部や、橋台背面のアプローチブロック等にも適用してもよいことはもちろんである。   In the present embodiment, the foam mortar embankment structure is applied to the railroad track structure 20, but the present invention is not limited to this, and may be applied to the embankment of an automobile road, or the embankment of a viaduct approach. Of course, it may be applied to the approach block on the back of the abutment and the abutment.

本発明の気泡モルタル盛土構造の例を示す正面図である。It is a front view which shows the example of the foam mortar embankment structure of this invention. 本発明の気泡モルタル盛土構造にかかる力を示す模式図である。It is a schematic diagram which shows the force concerning the foam mortar embankment structure of this invention. 本発明の気泡モルタル盛土構造の例を示す側面図である。It is a side view which shows the example of the foam mortar embankment structure of this invention. 従来の気泡モルタル盛土構造を示す立面図である。It is an elevational view showing a conventional bubble mortar embankment structure.

符号の説明Explanation of symbols

１０ 軟弱地盤
１１ 地盤
１２ 軟弱層
１３ 表面地盤
１４ 表面改良層
２０ 鉄道用軌道構造
２１ 杭基礎
２１ａ 定着板
２３ 気泡モルタル盛土
２４ 筋材
２９ 保護スラブ DESCRIPTION OF SYMBOLS 10 Soft ground 11 Ground 12 Soft layer 13 Surface ground 14 Surface improvement layer 20 Railroad track structure 21 Pile foundation 21a Fixing plate 23 Foam mortar embankment 24 Reinforcement 29 Protection slab

Claims (5)

堅固な地盤上に軟弱層のある軟弱地盤上に、気泡モルタルを打設して盛土とする気泡モルタル盛土構造において、気泡モルタル盛土の下部に、堅固な地盤まで至る杭基礎を設け、
気泡モルタルよりも引張強度の高い筋材を、気泡モルタル盛土の上部及び／または下部に水平方向に配筋することを特徴とする気泡モルタル盛土構造。 In the foam mortar embankment structure where the foam mortar is placed on the soft ground with a soft layer on the solid ground, a pile foundation that leads to the solid ground is provided at the bottom of the foam mortar embankment ,
Bubble mortar embankment structure to a high muscle material tensile strength than foam mortar, characterized in Haisuji be Rukoto horizontally on top and / or bottom of the bubble mortar embankment. 前記杭基礎の杭頭に前記筋材を定着する定着部を設けたことを特徴とする請求項１に記載の気泡モルタル盛土構造。 The foam mortar embankment structure according to claim 1 , wherein a fixing portion for fixing the reinforcing material is provided on a pile head of the pile foundation . 前記定着部は平板状であり、前記筋材と垂直に設けられることを特徴とする請求項２に記載の気泡モルタル盛土構造。 The foam mortar embankment structure according to claim 2 , wherein the fixing portion has a flat plate shape and is provided perpendicular to the streaks . 気泡モルタルよりも圧縮強度の高い保護スラブを、気泡モルタル盛土の上部及び／または下部に設けることを特徴とする請求項１〜３のいずれか一項に記載の気泡モルタル盛土構造。 Bubble mortar embankment structure according to any one of claims 1 to 3 high protection slabs compression strength than foam mortar, characterized Rukoto provided on top and / or bottom of the bubble mortar embankment. 気泡モルタル盛土の直下の表面地盤を改良して表面改良層を設けたことを特徴とする請求項１〜４のいずれか一項に記載の気泡モルタル盛土構造。 The foam mortar embankment structure according to any one of claims 1 to 4 , wherein a surface improvement layer is provided by improving the surface ground directly under the foam mortar embankment.
JP2004001911A 2004-01-07 2004-01-07 Bubble mortar embankment structure Expired - Fee Related JP3881342B2 (en)

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JP4851881B2 (en) * 2006-07-28 2012-01-11 公益財団法人鉄道総合技術研究所 Embankment structure and method for reinforcing embankment structure
JP4874739B2 (en) * 2006-08-17 2012-02-15 公益財団法人鉄道総合技術研究所 Construction method of embankment on soft ground and its embankment structure
CN111235970A (en) * 2020-03-17 2020-06-05 中铁二院工程集团有限责任公司 Prestressed pile slab wall filled embankment structure, embankment system and construction method

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