JP5210202B2 - Support structure between concrete soil - Google Patents

Support structure between concrete soil Download PDF

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JP5210202B2
JP5210202B2 JP2009042023A JP2009042023A JP5210202B2 JP 5210202 B2 JP5210202 B2 JP 5210202B2 JP 2009042023 A JP2009042023 A JP 2009042023A JP 2009042023 A JP2009042023 A JP 2009042023A JP 5210202 B2 JP5210202 B2 JP 5210202B2
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太郎 中川
隆宏 丸
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Fujita Corp
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本発明は、軟弱な地盤上に建設され１階床がコンクリート土間からなる建物におけるコンクリート土間の支持構造に関する。 The present invention relates to a support structure between concrete soils in a building constructed on soft ground and having a first floor made of concrete soil.

例えば物流施設、倉庫、工場、店舗など、１階床がコンクリート土間からなる建物の建築において、地盤中に存在する軟弱層によって、コンクリート土間（１階床）に使用上の不都合が生じるほどの圧密沈下が予想される場合、その沈下を抑制するために、コンクリート土間の下に、コンクリート土間の荷重あるいはコンクリート土間とその上に積載される物体の荷重のみを負担する土間受け杭を打設することが知られている。   For example, in the construction of buildings such as logistics facilities, warehouses, factories, stores, etc., where the ground floor is made of concrete soil, the compaction that causes inconvenience in use in the concrete soil (first floor) due to the soft layer existing in the ground If subsidence is expected, in order to suppress the subsidence, an interstitial pile that only bears the load between the concrete soils or between the concrete soils and the object loaded on the concrete soils is placed under the concrete soils. It has been known.

図６は、土間受け杭による従来のコンクリート土間の支持構造を示す断面図で、すなわち参照符号Ｇは軟弱地盤Ｇ１及びその下層の堅固な支持地盤Ｇ２からなる既存地盤、２１は既存地盤Ｇ（軟弱地盤Ｇ１）上に盛土され固結材の混合により形成された改良地盤、１０１は改良地盤２１から軟弱地盤Ｇ１中を支持地盤Ｇ２に達する土間受け杭、１０２は改良地盤２１上に打設され土間受け杭１０１の杭頭に結合されたコンクリート土間である。なお、同様の技術が下記の特許文献１に開示されている。 FIG. 6 is a cross-sectional view showing a conventional support structure between concrete soils by a soil receiving pile, that is, reference numeral G is an existing ground composed of a soft ground G1 and a solid supporting ground G2 below it, and 21 is an existing ground G (soft Improved ground formed on the ground G1) by mixing with a solidified material, 101 is a ground receiving pile that reaches the supporting ground G2 in the soft ground G1 from the improved ground 21, and 102 is cast on the improved ground 21 A concrete soil bonded to a pile head of the receiving pile 101. A similar technique is disclosed in Patent Document 1 below.

特開２００６−２０７１１８号公報JP 2006-207118 A

ところが、従来の技術によれば、支持地盤Ｇ２に達する土間受け杭１０１の許容支持力が大きすぎるため、軟弱地盤Ｇ１中の軟弱粘性土層などが上方からの荷重により圧密されて圧密沈下層Ｇ１ａを生じると、これによって、土間受け杭１０１の杭頭１０１ａから離れた位置でコンクリート土間１０２が沈下するのに対して、土間受け杭１０１で支持された位置ではコンクリート土間１０２は沈下しない。このため、相対的な「突上げ」によりコンクリート土間１０２に不陸を生じて使用上支障を生じるおそれがあった。   However, according to the prior art, since the allowable bearing force of the interstitial pile 101 reaching the supporting ground G2 is too large, the soft viscous soil layer in the soft ground G1 is consolidated by the load from above, and the consolidated subsidence G1a As a result, the concrete soil 102 sinks at a position away from the pile head 101a of the soil receiving pile 101, whereas the concrete soil 102 does not sink at the position supported by the soil receiving pile 101. For this reason, there has been a risk that the relative “push-up” may cause unevenness in the concrete soil 102 and hinder use.

したがって、土間受け杭１０１に支持されたコンクリート土間１０２を採用するには、コンクリート土間１０２の荷重やコンクリート土間１０２上に積載される載荷物の荷重あるいは改良地盤２１の荷重による圧密沈下層Ｇ１ａの圧密量（沈下量）を精度よく予測するか、沈下による相対的な「突上げ」が生じても問題がないように、コンクリート土間１０２を厚いスラブにする必要がある。しかし、スラブを厚くすると、沈下量を増すことになるばかりか、施工コストも嵩み、しかも剛性が大きくなるために僅かな沈下でもひび割れを生じやすくなるといった問題が指摘される。   Therefore, in order to employ the concrete soil 102 supported by the soil receiving pile 101, the consolidation of the consolidated subsidence G1a caused by the load of the concrete soil 102, the load of the load loaded on the concrete soil 102 or the load of the improved ground 21 is achieved. It is necessary to predict the amount (subsidence amount) with high accuracy or to make the concrete soil 102 a thick slab so that there is no problem even if a relative “push-up” occurs due to the subsidence. However, when the slab is thickened, not only the amount of settlement is increased, but also the construction cost is increased, and the rigidity is increased, so that there is a problem that even a slight settlement tends to cause cracks.

また、既存地盤Ｇ上に改良地盤２１を施工する前は、図７に示されるように、土間受け杭１０１の頭部１０１ａが既存地盤Ｇの表面ＧＬから突出した状態にあるため、改良地盤２１の構築のための盛土作業や固結材の混合攪拌、転圧・締固めなどの作業には、大型重機が使用できず、あるいは使用しても効率が著しく低下したり、改良地盤２１の品質が低下したりするおそれがある。このため、改良地盤２１の施工には、比較的小型の重機や、転圧・締固め機械を使用することを余儀なくされ、施工効率が上がらないといった問題が指摘される。 Further, before the improved ground 21 is constructed on the existing ground G, as shown in FIG. 7 , the head 101 a of the soil receiving pile 101 is in a state of protruding from the surface GL of the existing ground G. Large-scale heavy machinery cannot be used for embankment work for building construction, mixing and stirring of consolidated materials, rolling compaction, compaction, etc., or even when used, the efficiency is remarkably reduced or the quality of the improved ground 21 May decrease. For this reason, the construction of the improved ground 21 is forced to use a relatively small heavy machine or a rolling / compacting machine, and there is a problem that construction efficiency does not increase.

本発明は、以上のような点に鑑みてなされたものであって、その技術的課題とするところは、コンクリート土間の沈下や不陸の発生を抑制すると共に、コンクリート土間１１を構築する際の施工効率を向上させて施工コストを低減し、品質の高いコンクリート土間の支持構造を提供することにある。 The present invention has been made in view of the above points, and its technical problem is to suppress the occurrence of subsidence and unevenness between concrete soils and to construct the concrete soil space 11. The purpose is to improve the construction efficiency, reduce the construction cost, and provide a high-quality support structure between concrete soils.

上述した技術的課題を有効に解決するための手段として、請求項１の発明に係るコンクリート土間の支持構造は、既存の軟弱地盤に、この軟弱地盤に打設されると共にその下層の支持地盤に達しない沈下抑制杭を含む浮上支持体が設けられ、前記軟弱地盤及び浮上支持体の上に荷重伝達層を介してコンクリート土間が支持され、荷重伝達層が、浮上支持体の上に設けられた弾性変形可能な緩衝材と、その周囲の改良地盤からなるものである。このため、コンクリート土間からの鉛直荷重は、荷重伝達層を介して沈下抑制杭を含む浮上支持体に伝達され、前記荷重伝達層及び浮上支持体を介して軟弱地盤に伝達されるので、その圧密沈下が有効に抑制される。また、前記荷重伝達層はコンクリート土間からの鉛直荷重を平面方向へ拡散させながら伝達し、沈下を均一化させる作用と、緩衝材の適度な変形性によって、不陸の発生を有効に吸収する作用を有する。 As a means for effectively solving the technical problem described above, the support structure between concrete soils according to the invention of claim 1 is placed on the existing soft ground, and on the lower support ground. A floating support including a settlement suppression pile that does not reach is provided, and the concrete soil is supported on the soft ground and the floating support via a load transmission layer, and the load transmission layer is provided on the floating support. It consists of an elastically deformable cushioning material and an improved ground around it. For this reason, the vertical load from the concrete soil is transmitted to the floating support including the settlement restraint pile through the load transmission layer, and is transmitted to the soft ground through the load transmission layer and the floating support. Settling is effectively suppressed. In addition, the load transmission layer transmits the vertical load from between the concrete soil while diffusing in the plane direction, the action of uniformizing the settlement, and the action of effectively absorbing the occurrence of unevenness by the moderate deformability of the cushioning material Have

請求項２の発明に係るコンクリート土間の支持構造は、請求項１に記載された浮上支持体が、軟弱地盤上に設けられると共に沈下抑制杭の杭頭に支持された荷重受け板を備え、この荷重受け板の平面投影面積が沈下抑制杭の杭径より大きいものである。   According to a second aspect of the present invention, there is provided a support structure between concrete soils, wherein the levitation support according to the first aspect includes a load receiving plate provided on a soft ground and supported by a pile head of a settlement subsidence pile. The plane projected area of the load receiving plate is larger than the pile diameter of the settlement restraint pile.

請求項３の発明に係るコンクリート土間の支持構造は、請求項１に記載された浮上支持体が、沈下抑制杭の杭頭に形成された拡張部を備え、この拡張部が、平面投影面積が上側ほど大きくかつ前記沈下抑制杭の本体部分の杭径より大きい円錐又は多角錐状をなすものである。   In the support structure between concrete soils according to the invention of claim 3, the levitation support body described in claim 1 includes an extension portion formed on a pile head of the settlement suppression pile, and the extension portion has a plane projection area. A cone or polygonal pyramid that is larger toward the upper side and larger than the pile diameter of the main body portion of the settlement suppression pile is formed.

請求項１の発明に係るコンクリート土間の支持構造によれば、従来ではコンクリート土間に使用上問題となる沈下を生じるような鉛直荷重が作用しても、この荷重は浮上支持体の上に設けられた弾性変形可能な緩衝材と、その周囲の改良地盤からなる荷重伝達層及び浮上支持体を介して軟弱地盤に伝達されるので、その沈下が有効に抑制されると共に、相対的な「突上げ」による不陸の発生も抑制される。しかもこのため、コンクリート土間を厚いスラブとする必要がなく、施工コストを低減することができる。 According to the support structure between concrete soils according to the first aspect of the present invention, even if a vertical load that causes subsidence, which has conventionally been a problem in use, is applied between the concrete soils, the load is provided on the floating support body. It is transmitted to the soft ground through the elastically deformable cushioning material, the load transmitting layer consisting of the improved ground around it and the floating support, so that the settlement is effectively suppressed and the relative "push-up" Is also suppressed. And it is not necessary to make a concrete slab into a thick slab for this, and construction cost can be reduced.

請求項２又は３の発明に係るコンクリート土間の支持構造によれば、鉛直荷重に対する浮上支持体の支持力が向上するため、沈下やそれによる不陸の発生を一層有効に抑制することができる。   According to the support structure between concrete soils according to the invention of claim 2 or 3, since the support force of the levitating support body against a vertical load is improved, the occurrence of subsidence and resulting unevenness can be more effectively suppressed.

本発明に係るコンクリート土間の支持構造の、第一の形態を示す断面図である。It is sectional drawing which shows the 1st form of the support structure between the concrete soils concerning this invention. 第一の形態の支持構造の施工過程を示す断面図である。It is sectional drawing which shows the construction process of the support structure of a 1st form. 第一の形態において、既存地盤の表層部に改良地盤を形成した例を示す断面図である。In 1st form, it is sectional drawing which shows the example which formed the improved ground in the surface layer part of the existing ground. 本発明に係るコンクリート土間の支持構造の、第二の形態を示す断面図である。It is sectional drawing which shows the 2nd form of the support structure between the concrete soils concerning this invention. 本発明に係るコンクリート土間の支持構造の、第三の形態を示す断面図である。It is sectional drawing which shows the 3rd form of the support structure between the concrete soils concerning this invention. 土間受け杭による従来のコンクリート土間の支持構造を示す断面図である。It is sectional drawing which shows the support structure between the conventional concrete soil by a soil receiving pile. 従来のコンクリート土間の支持構造を施工する過程を示す断面図である。It is sectional drawing which shows the process of constructing the support structure between the conventional concrete soil.

以下、本発明を実施するための形態について、図面を参照しながら説明する。まず図１は、本発明に係るコンクリート土間の支持構造の、第一の形態を示す断面図である。   Hereinafter, embodiments for carrying out the present invention will be described with reference to the drawings. First, FIG. 1 is a sectional view showing a first embodiment of a support structure between concrete soils according to the present invention.

図１において、参照符号Ｇは軟弱地盤Ｇ１及びその下層の堅固な支持地盤Ｇ２からなる既存地盤である。軟弱地盤Ｇ１には、軟弱地盤Ｇ１へ鉛直に打設された沈下抑制杭２２１からなる浮上支持体２２が設けられ、軟弱地盤Ｇ１及び浮上支持体２２の上には適当な層厚の改良地盤２１と緩衝材２３からなる荷重伝達層が形成され、この荷重伝達層の上にコンクリート土間１１が構築されている。 In FIG. 1, reference numeral G is an existing ground composed of a soft ground G <b> 1 and a solid supporting ground G <b> 2 below it. The soft ground G1 is provided with a levitation support body 22 composed of a subsidence suppression pile 221 placed vertically on the soft ground G1, and an improved ground 21 having an appropriate layer thickness is provided on the soft ground G1 and the levitation support body 22. A load transmission layer made of the cushioning material 23 is formed , and the concrete soil 11 is constructed on the load transmission layer .

緩衝材２３は、浮上支持体２２（沈下抑制杭２２１）の設置位置の真上に設けられており、ゴム材料やゴム状弾性を有する合成樹脂材料、あるいはアスファルトなど、弾性変形可能な材料からなるものである。その周囲の改良地盤２１は、土材にセメントなどの固化材を添加して混合・撹拌し、転圧することによって、コンクリート土間１１やその上に積載される保管物などの重量による鉛直荷重に対する支持力を発現したものである。したがってこの改良地盤２１は、コンクリート土間１１からの鉛直荷重Ｗを平面方向へ拡散させながら、その底面２１ａから軟弱地盤Ｇ１へ伝達し、軟弱地盤Ｇ１の圧密沈下を均一化させる作用を有する。 The cushioning material 23 is provided directly above the installation position of the floating support 22 (the settlement restraining pile 221), and is made of a rubber material, a synthetic resin material having rubber-like elasticity, or an elastically deformable material such as asphalt. Is. The surrounding improved ground 21 supports the vertical load due to the weight of the concrete soil 11 and the stored material loaded on it by adding a solidifying material such as cement to the soil, mixing, stirring, and rolling. It expresses power. Therefore, this improved ground 21 has the effect | action which transmits the vertical load W from the concrete soil 11 to the soft ground G1 from the bottom face 21a, diffusing in the plane direction, and equalizes the consolidation settlement of the soft ground G1.

また、沈下抑制杭２２１としては、既製杭の打設によるものや、場所打ち杭、あるいはソイルセメントコラムなどを好適に採用することができる。この沈下抑制杭２２１の杭頭は改良地盤２１の底面２１ａ又はその付近に位置しており、下端が支持地盤Ｇ２に達しない長さとなっている。   In addition, as the settlement suppression pile 221, it is possible to suitably use a ready-made pile, a cast-in-place pile, or a soil cement column. The pile head of the settlement restraining pile 221 is located at or near the bottom surface 21a of the improved ground 21, and has a length at which the lower end does not reach the support ground G2.

上記構成を備えるコンクリート土間１１の施工においては、図２に示されるように、まず既存地盤Ｇにおける軟弱地盤Ｇ１へ沈下抑制杭２２１を打設することにより浮上支持体２２の施工を行う。このとき、沈下抑制杭２２１は、その杭頭が既存地盤Ｇの表面ＧＬから突出しないように打設する。   In the construction of the concrete soil 11 having the above-described configuration, as shown in FIG. 2, the floating support 22 is first constructed by placing a settlement suppression pile 221 on the soft ground G1 in the existing ground G. At this time, the settlement suppression pile 221 is placed so that the pile head does not protrude from the surface GL of the existing ground G.

次に、沈下抑制杭２２１の打設や基礎工事の施工に伴って発生した土材などを既存地盤Ｇ（軟弱地盤Ｇ１）上に盛り立て、固化材を添加し、混合攪拌し、転圧することによる改良地盤２１と、浮上支持体２２（沈下抑制杭２２１）の真上に位置する緩衝材２３からなる荷重伝達層を構築する。このとき、浮上支持体２２としての沈下抑制杭２２１の杭頭が既存地盤Ｇ（軟弱地盤Ｇ１）の表面ＧＬから突出していないので、改良地盤２１を施工するために重機によって土材などを盛り立てたり固化材を混合攪拌し転圧したりする際の障害とならず、大型の重機や大型の転圧・締固め機械が縦横に自在に走行することができる。このため、改良地盤２１を効率よく施工することができ、その結果、施工の低コスト化が可能であると共に品質の高い改良地盤２１を構築することができる。 Next, the earth material generated by the placement of subsidence suppression piles 221 and the construction of foundation work is piled up on the existing ground G (soft ground G1), the solidified material is added, mixed and stirred, and rolled. and improved ground 21 by, constructing a load transfer layer made of cushioning material 23 located immediately above the floating support 22 (settlement inhibition piles 221). At this time, since the pile head of the settlement suppression pile 221 as the levitation support body 22 does not protrude from the surface GL of the existing ground G (soft ground G1), a heavy machine is used to raise soil materials and the like to construct the improved ground 21 It is not an obstacle to mixing and stirring the solidified material and rolling it, and large heavy machinery and large rolling and compacting machines can run freely vertically and horizontally. For this reason, the improved ground 21 can be constructed efficiently, and as a result, the construction cost can be reduced and the improved ground 21 with high quality can be constructed.

荷重伝達層の施工が終わったら、この荷重伝達層上に、通常の方法によってコンクリート土間１１を施工する。 When the construction of the load transmission layer is finished, the concrete soil 11 is constructed on the load transmission layer by a normal method.

なお、改良地盤２１は、図３に示されるように既存地盤Ｇの表層部に形成しても良いが、この場合の施工においては、沈下抑制杭２２１の打設に際して、その頭部が改良地盤の底面となる深さに位置するように打ち込む。 The improved ground 21 may be formed on the surface layer portion of the existing ground G as shown in FIG. 3, but in the construction in this case, the head of the improved ground 21 is placed when the subsidence suppression pile 221 is placed. Drive in so that it is located at the depth that will be the bottom of the.

上述の形態によれば、コンクリート土間１１の荷重と、このコンクリート土間１１上に積載される載荷物の荷重の和による鉛直荷重Ｗは、沈下抑制杭２２１の設置位置の周囲では改良地盤２１を介して沈下抑制杭２２１（浮上支持体２２）及び軟弱地盤Ｇ１に伝達され、沈下抑制杭２２１の設置位置では、緩衝材２３を介して沈下抑制杭２２１に伝達される。そして、沈下抑制杭２２１と軟弱地盤Ｇ１との間に、沈下抑制杭２２１の下端側ほど大きくなる抵抗力Ｆを生じるため、鉛直荷重Ｗが、従来ではコンクリート土間１１に使用上問題となる沈下を生じるような大きなものであっても、沈下抑制杭２２１の抵抗力Ｆによって沈下が有効に抑制され、言い換えれば、軟弱地盤Ｇ１中の軟弱粘性土層などが圧密されることにより生じる圧密沈下層Ｇ１ａの圧密（沈下）が低減される。 According to the above-described form, the vertical load W resulting from the sum of the load between the concrete soil 11 and the load of the load loaded on the concrete soil 11 passes through the improved ground 21 around the installation position of the settlement suppression pile 221. Is transmitted to the settlement suppression pile 221 (the levitation support body 22) and the soft ground G1, and is transmitted to the settlement suppression pile 221 via the buffer material 23 at the installation position of the settlement settlement pile 221. And since the resistance force F which becomes large toward the lower end side of the settlement subsidence pile 221 is generated between the settlement subsidence pile 221 and the soft ground G1, the vertical load W has conventionally caused subsidence that is a problem in use in the concrete soil 11. Even if it is large, subsidence is effectively suppressed by the resistance force F of the subsidence suppression pile 221, in other words, the consolidated subsidence G1a generated by the consolidation of the soft viscous soil layer in the soft ground G1. Consolidation (settlement) is reduced.

また、沈下抑制杭２２１は軟弱地盤Ｇ１の下層の堅固な支持地盤Ｇ２に達するものではないため、ある程度の沈下は許容するものであり、したがって過大な支持力によるコンクリート土間１１の相対的な「突上げ」が抑制される。また、改良地盤２１（あるいは砕石層など）からなる荷重伝達層は、沈下抑制杭２２１とコンクリート土間１１との間である程度の変形を許容する緩衝性を有し、しかもコンクリート土間１１からの鉛直荷重Ｗを平面方向へ拡散させながら伝達して軟弱地盤Ｇ１の圧密沈下を均一化させる作用を有し、さらに、鉛直荷重Ｗに対する支持力が緩衝材２３の変形特性によって緩和されるので、沈下抑制杭２２１の設置位置の周囲の沈下に伴う沈下抑制杭２２１の相対的な突上げによるコンクリート土間１１の不陸の発生が有効に吸収される。したがって、コンクリート土間１１を厚いスラブとする必要がなく、施工コストを低減することができる。 In addition, since the settlement suppression pile 221 does not reach the solid support ground G2 below the soft ground G1, a certain amount of settlement is allowed, and therefore, the relative “protrusion” of the concrete soil 11 due to excessive support force is allowed. “Up” is suppressed. Further, the load transmission layer made of the improved ground 21 (or a crushed stone layer or the like) has a buffering property that allows a certain degree of deformation between the settlement suppression pile 221 and the concrete soil 11, and the vertical load from the concrete soil 11. It has the action of transmitting W while diffusing in the plane direction to make the consolidation settlement of the soft ground G1 uniform, and further, the supporting force against the vertical load W is alleviated by the deformation characteristics of the buffer material 23, so the settlement suppression pile Generation | occurrence | production of the unevenness of the concrete soil 11 by the relative thrust of the settlement suppression pile 221 accompanying the settlement around the installation position of 221 is absorbed effectively. Therefore, it is not necessary to make the concrete soil 11 into a thick slab, and the construction cost can be reduced.

更に、沈下抑制杭２２１は軟弱地盤Ｇ１の水平剪断力を向上させるため、地震が発生したときの液状化現象なども有効に抑制することができる。   Furthermore, since the settlement suppression pile 221 improves the horizontal shearing force of the soft ground G1, the liquefaction phenomenon when an earthquake occurs can be effectively suppressed.

なお、沈下抑制杭２２１の摩擦による抵抗力Ｆは、沈下抑制杭２２１の長さが長いほど大きなものとなるので、予測される圧密沈下量を考慮して適切に設定される。   In addition, since the resistance force F by the friction of the settlement suppression pile 221 becomes larger as the length of the settlement suppression pile 221 is longer, it is appropriately set in consideration of the predicted consolidation settlement amount.

図４は、本発明に係るコンクリート土間の支持構造の、第二の形態を示す断面図である。この第二の形態において、先に説明した図１に示される第一の形態と異なるところは、浮上支持体２２が、軟弱地盤Ｇ１上（軟弱地盤Ｇ１と改良地盤２１との間）に設置された荷重受け板２２２を含むことにある。荷重受け板２２２は、平面投影面積が沈下抑制杭２２１の杭径よりも十分に大きいものであって、プレキャストコンクリート版からなるものや、場所打ちコンクリートの打設によるものや、防錆加工した鉄板からなるものなどが好適に採用可能であり、好ましくは沈下抑制杭２２１の杭頭に結合される。その他の部分は、基本的に図１と同様に構成することができる。 FIG. 4 is a cross-sectional view showing a second embodiment of the support structure between concrete soils according to the present invention. In the second embodiment, the difference from the first embodiment shown in FIG. 1 described above is that the floating support 22 is installed on the soft ground G1 (between the soft ground G1 and the improved ground 21). The load receiving plate 222 is included. The load receiving plate 222 has a plane projection area sufficiently larger than the pile diameter of the settlement restraining pile 221, and is made of a precast concrete plate, cast-in-place concrete, or a rust-proof iron plate. And the like can be suitably employed, and are preferably coupled to the pile head of the settlement restraining pile 221. Other parts can be basically configured in the same manner as in FIG.

したがって第二の形態によれば、コンクリート土間１１の荷重と、このコンクリート土間１１上に積載される載荷物の荷重の和による鉛直荷重Ｗは、荷重伝達層である改良地盤２１から荷重受け板２２２を介して沈下抑制杭２２１へ伝達されるので、より大きな面積で鉛直荷重Ｗを支持することができる。   Therefore, according to the second embodiment, the vertical load W resulting from the sum of the load between the concrete soil 11 and the load of the load loaded on the concrete soil 11 is transferred from the improved ground 21 which is a load transmission layer to the load receiving plate 222. Therefore, the vertical load W can be supported with a larger area.

図５は、本発明に係るコンクリート土間の支持構造の、第三の形態を示す断面図である。この第三の形態において、先に説明した図１に示される第一の形態と異なるところは、浮上支持体２２が、沈下抑制杭２２１の杭頭に形成された拡張部２２３を備えることにある。拡張部２２３は、平面投影面積が上側ほど大きくかつ沈下抑制杭２２１の杭径より大きい円錐又は多角錐状をなす。その他の部分は、基本的に図１と同様に構成することができる。 FIG. 5: is sectional drawing which shows the 3rd form of the support structure between the concrete soils concerning this invention. In the third embodiment, the difference from the first embodiment shown in FIG. 1 described above is that the levitation support 22 includes an extended portion 223 formed on the pile head of the settlement restraining pile 221. . The extended portion 223 has a conical shape or a polygonal pyramid shape having a larger planar projection area toward the upper side and larger than a pile diameter of the settlement suppression pile 221. Other parts can be basically configured in the same manner as in FIG.

したがって第三の形態によれば、コンクリート土間１１の荷重と、このコンクリート土間１１上に積載される載荷物の荷重の和による鉛直荷重Ｗは、荷重伝達層である改良地盤２１から拡張部２２３を介して沈下抑制杭２２１へ伝達されるので、沈下抑制杭２２１の杭頭より大きな面積で鉛直荷重Ｗを支持することができる。しかも拡張部２２３に伝達される鉛直荷重によって、拡張部２２３のテーパ状の側面２２３ａが周囲の地盤を押し広げるように作用するため、沈下に対する抵抗力が向上する。   Therefore, according to the third embodiment, the vertical load W resulting from the sum of the load between the concrete soil 11 and the load of the load loaded on the concrete soil 11 is caused by the extension portion 223 from the improved ground 21 which is a load transmission layer. Therefore, the vertical load W can be supported by a larger area than the pile head of the settlement suppression pile 221. Moreover, since the tapered side surface 223a of the extended portion 223 acts to expand the surrounding ground due to the vertical load transmitted to the extended portion 223, the resistance to subsidence is improved.

１０ 建物
１１ コンクリート土間
１２ 柱
１３ 支持杭
１４ 基礎梁
２１ 改良地盤（荷重伝達層）
２１ａ 底面
２２ 浮上支持体
２３ 緩衝材
２２１ 沈下抑制杭
２２２ 荷重受け板
２２３ 拡張部
Ｇ 既存地盤
Ｇ１ 軟弱地盤
Ｇ１ａ 圧密沈下層
Ｇ２ 支持地盤 10 Building 11 Concrete soil 12 Column 13 Support pile 14 Foundation beam 21 Improved ground (load transmission layer)
21a Bottom surface 22 Levitation support body 23 Buffer material 221 Settling suppression pile 222 Load receiving plate 223 Expansion part G Existing ground G1 Soft ground G1a Consolidation subsidence G2 Support ground

Claims (3)

既存の軟弱地盤に、この軟弱地盤に打設されると共にその下層の支持地盤に達しない沈下抑制杭を含む浮上支持体が設けられ、前記軟弱地盤及び浮上支持体の上に荷重伝達層を介してコンクリート土間が支持され、荷重伝達層が、浮上支持体の上に設けられた弾性変形可能な緩衝材と、その周囲の改良地盤からなることを特徴とするコンクリート土間の支持構造。 The existing soft ground is provided with a levitation support including a settlement restraining pile that is placed on the soft ground and does not reach the underlying support ground, and a load transmission layer is provided on the soft ground and the levitation support. A structure for supporting concrete soil , wherein the space between the concrete soil is supported , and the load transmission layer is composed of an elastically deformable cushioning material provided on the floating support and the surrounding improved ground . 浮上支持体が、軟弱地盤上に設けられると共に沈下抑制杭の杭頭に支持された荷重受け板を備え、この荷重受け板の平面投影面積が沈下抑制杭の杭径より大きいことを特徴とする請求項１に記載のコンクリート土間の支持構造。   The levitation support body is provided on a soft ground and includes a load receiving plate supported by a pile head of a settlement subsidence pile, and a plane projection area of the load support plate is larger than a pile diameter of the settlement subsidence pile. The support structure between concrete soils of Claim 1. 浮上支持体が、沈下抑制杭の杭頭に形成された拡張部を備え、この拡張部が、平面投影面積が上側ほど大きくかつ前記沈下抑制杭の本体部分の杭径より大きい円錐又は多角錐状をなすことを特徴とする請求項１に記載のコンクリート土間の支持構造。   The levitation support has an extension formed on the pile head of the settlement restraining pile, and this extension has a cone or polygonal pyramid shape having a larger plane projection area on the upper side and larger than the pile diameter of the body portion of the settlement restraining pile. The supporting structure between concrete soils according to claim 1, wherein:
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