JP2011190645A - Structure for liquefaction countermeasure - Google Patents

Structure for liquefaction countermeasure Download PDF

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JP2011190645A
JP2011190645A JP2010059265A JP2010059265A JP2011190645A JP 2011190645 A JP2011190645 A JP 2011190645A JP 2010059265 A JP2010059265 A JP 2010059265A JP 2010059265 A JP2010059265 A JP 2010059265A JP 2011190645 A JP2011190645 A JP 2011190645A
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underground
ground
liquefaction countermeasure
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liquefaction
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JP5480682B2 (en
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Keita Shibata
景太 柴田
Toshimasa Nagao
俊昌 長尾
Hideki Funahara
英樹 船原
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Taisei Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a structure for a liquefaction countermeasure, which exerts both the effect of suppressing shear deformation caused by an underground wall and a restraining effect brought about under the weight of a structure, and which hardly deteriorates the effect of suppressing the shear deformation, even when a building area is large. <P>SOLUTION: This structure for the liquefaction countermeasure includes an underground structure 1 which is constructed from the underground wall 1a and formed in a lattice shape in a plan view, the structure 2 which is constructed above the underground structure 1, and a buffer body 3 which is interposed between the underground structure 1 and the structure 2. The rigidity or strength of the buffer body 3 is set smaller than the rigidity or strength of ground 1b directly beneath the structure 2. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

本発明は、液状化対策構造に関する。   The present invention relates to a liquefaction countermeasure structure.

地震時における地盤の液状化を抑制する液状化対策構造が特許文献１，２などに記載されている。   Patent Documents 1 and 2 describe a liquefaction countermeasure structure that suppresses liquefaction of the ground during an earthquake.

特許文献１の液状化対策構造は、地中壁で平面視格子状の地中構造体を構築し、この地中構造体の直上に構造物を構築するというものである。この液状化対策構造によれば、地震時における地盤のせん断変形を抑制することができるので、構造物直下での地盤の液状化を抑制することが可能になる。   The liquefaction countermeasure structure of Patent Document 1 is to construct an underground structure having a lattice shape in plan view on an underground wall, and to construct a structure directly above the underground structure. According to this liquefaction countermeasure structure, since shear deformation of the ground during an earthquake can be suppressed, liquefaction of the ground directly under the structure can be suppressed.

特許文献２の液状化対策構造は、構造物を囲む地中壁で筒状の地中構造体を構築し、構造物直下の地盤を周辺地盤から遮断する、というものである。この液状化対策構造によれば、構造物重量による地盤の拘束効果（地盤の初期有効応力を増加させて地盤の液状化強度を増大させる効果）を期待できるようになるので、地中構造体によるせん断変形の抑制効果と相俟って、構造物直下での地盤の液状化を抑制することが可能になる。   The liquefaction countermeasure structure of Patent Document 2 is to construct a cylindrical underground structure with an underground wall surrounding the structure and to block the ground directly under the structure from the surrounding ground. According to this liquefaction countermeasure structure, it becomes possible to expect the effect of restraining the ground due to the weight of the structure (the effect of increasing the liquefaction strength of the ground by increasing the initial effective stress of the ground). Combined with the effect of suppressing shear deformation, liquefaction of the ground directly under the structure can be suppressed.

特開平４−５４００４号公報Japanese Patent Laid-Open No. 4-54004 特開２００９−７８９４号公報JP 2009-7894 A

特許文献１の液状化対策構造では、構造物重量が地中構造体（地中壁）に直接作用するので、構造物重量による地盤の拘束効果を期待できないという問題がある。   In the liquefaction countermeasure structure of Patent Document 1, since the structure weight directly acts on the underground structure (underground wall), there is a problem that the ground restraint effect due to the structure weight cannot be expected.

特許文献２の液状化対策構造では、建築面積が大きくなるにつれて地中構造体を大きくする必要があるが、地中構造体を大きくすると、これを構成する地中壁の間隔が広がってしまい、せん断変形の抑制効果が損なわれるという問題がある。   In the liquefaction countermeasure structure of Patent Document 2, it is necessary to enlarge the underground structure as the building area increases. However, if the underground structure is enlarged, the gap between the underground walls constituting the structure increases. There is a problem that the effect of suppressing shear deformation is impaired.

このような観点から、本発明は、地中壁によるせん断変形の抑制効果と構造物重量による拘束効果とを併せ持つ液状化対策構造であって、建築面積が大きいような場合であっても、せん断変形の抑制効果が損なわれ難い液状化対策構造を提供することを課題とする。   From this point of view, the present invention is a liquefaction countermeasure structure that has both the effect of suppressing shear deformation due to underground walls and the effect of restraint due to the weight of the structure, and even when the building area is large, It is an object of the present invention to provide a liquefaction countermeasure structure in which the effect of suppressing deformation is hardly impaired.

本発明に係る液状化対策構造は、地中壁で構築した平面視格子状の地中構造体と、前記地中構造体の上方に構築した構造物と、前記地中構造体と前記構造物との間に介設された緩衝体と、を備える液状化対策構造であって、前記緩衝体の剛性又は強度を、前記構造物の直下の地盤の剛性又は強度よりも小さくしたことを特徴とする。   The liquefaction countermeasure structure according to the present invention includes an underground structure in a plan view lattice shape constructed with underground walls, a structure constructed above the underground structure, and the underground structure and the structure. A liquefaction countermeasure structure having a buffer interposed therebetween, wherein the rigidity or strength of the buffer is made smaller than the rigidity or strength of the ground directly below the structure. To do.

本発明において、平面視格子状の地中構造体とは、地中壁で囲まれた領域を複数具備する地中構造体を意味する。「地中壁で囲まれた領域」の平面形状に制限はなく、平面視多角形としてもよいし、円形や楕円形としても差し支えない。   In the present invention, the underground structure having a lattice shape in plan view means an underground structure having a plurality of regions surrounded by underground walls. The planar shape of the “region surrounded by the underground wall” is not limited, and may be a polygon in plan view, or may be a circle or an ellipse.

緩衝体の材質等に制限はないが、例えば、発泡スチロール、発泡ウレタン、木箱などにて構成することができる。なお、初期剛性が構造物の直下の地盤より高い緩衝体でも、当該地盤より低強度であれば、本発明の緩衝体として使用できる。また、強度が構造物の直下の地盤より高い緩衝体でも、当該地盤より低剛性であれば、本発明の緩衝体として使用できる。   Although there is no restriction | limiting in the material of a buffer, etc., For example, it can comprise with a polystyrene foam, a urethane foam, a wooden box, etc. Note that even a shock absorber having an initial rigidity higher than that of the ground directly below the structure can be used as the shock absorber of the present invention as long as the strength is lower than that of the ground. Further, even a shock absorber having a strength higher than that of the ground directly below the structure can be used as the shock absorber of the present invention as long as the strength is lower than that of the ground.

本発明によれば、地盤よりも変形し易い緩衝体を配置したことにより、地中構造体で直接構造物を支持する場合に比べて、地中構造体に作用する鉛直荷重（構造物重量に起因する荷重）が減り、構造物直下の地盤（地中壁で囲まれた領域に位置する地盤）に作用する鉛直荷重が増えるようになるので、せん断変形を抑制する地中構造体を構造物の下方に配置していながらも、構造物重量による地盤の拘束効果を期待することができる。   According to the present invention, since the shock absorber that is more easily deformed than the ground is disposed, the vertical load acting on the underground structure (the weight of the structure is reduced) compared to the case where the structure is directly supported by the underground structure. The vertical load acting on the ground directly under the structure (the ground located in the area surrounded by the underground wall) increases, so the underground structure that suppresses shear deformation is the structure. Although it is arranged below, it is possible to expect the effect of restraining the ground due to the weight of the structure.

また、本発明によれば、平面視格子状の地中構造体によって構造物直下の地盤が仕切られるようになるので、地震時における地盤のせん断変形が抑制されるようになり、さらには、構造物重量を受けた地盤の孕み出しが抑制されるようになる。   Further, according to the present invention, since the ground directly under the structure is partitioned by the underground structure having a lattice shape in plan view, the shear deformation of the ground during an earthquake is suppressed, and further, the structure The soil squeezing out of the ground due to the weight of the object is suppressed.

さらに、本発明によれば、構造物直下の地盤を適宜な間隔で仕切ることができるので、建築面積が大きいような場合であっても、せん断変形の抑制効果が損なわれ難くなる。   Furthermore, according to the present invention, since the ground directly under the structure can be partitioned at an appropriate interval, even if the building area is large, the effect of suppressing shear deformation is hardly impaired.

なお、本発明の液状化対策構造では、地中壁によるせん断変形の抑制効果と構造物重量による地盤の拘束効果の両方を期待することができるので、平面視格子状の地中構造体で直接構造物を支持する場合（構造物重量による地盤の拘束効果が期待できない場合）よりも、地中壁の間隔を広げることができる。   In the liquefaction countermeasure structure of the present invention, both the effect of suppressing shear deformation by the underground wall and the effect of restraining the ground by the weight of the structure can be expected. The space between the underground walls can be made wider than when the structure is supported (when the effect of restraining the ground due to the weight of the structure cannot be expected).

本発明によれば、地中壁によるせん断変形の抑制効果および構造物重量による拘束効果の相乗効果によって液状化の発生を効果的に抑制することが可能になり、建築面積が大きいような場合であっても、せん断変形の抑制効果が損なわれ難くなる。   According to the present invention, it becomes possible to effectively suppress the occurrence of liquefaction by the synergistic effect of the shear deformation suppression effect by the underground wall and the restraining effect by the structure weight, and in the case where the building area is large. Even if it exists, it becomes difficult to impair the effect of suppressing shear deformation.

本発明の実施形態に係る液状化対策構造を示す断面図である。It is sectional drawing which shows the liquefaction countermeasure structure which concerns on embodiment of this invention. 図１のＸ−Ｘ線断面図である。It is the XX sectional view taken on the line of FIG. 本発明の実施形態に係る液状化対策構造の変形例を示す断面図である。It is sectional drawing which shows the modification of the liquefaction countermeasure structure which concerns on embodiment of this invention. 本発明の実施形態に係る液状化対策構造の他の変形例を示す断面図である。It is sectional drawing which shows the other modification of the liquefaction countermeasure structure which concerns on embodiment of this invention.

本発明の実施形態に係る液状化対策構造は、図１に示すように、地中構造体１と、地中構造体１の上方に構築した構造物２と、地中構造体１と構造物２との間に介設された緩衝体３と、を備えて構成されている。   As shown in FIG. 1, the liquefaction countermeasure structure according to the embodiment of the present invention includes an underground structure 1, a structure 2 constructed above the underground structure 1, an underground structure 1 and a structure. 2 and a buffer body 3 interposed therebetween.

地中構造体１は、地盤のせん断変形を抑制するものであり、地震時に液状化が懸念される地盤（液状化層）Ｇに構築されている。なお、以下の説明においては、地盤Ｇのうち、構造物２の直下に位置する地盤を支持地盤１ｂと称する。   The underground structure 1 suppresses shear deformation of the ground, and is constructed in the ground (liquefied layer) G where liquefaction is a concern during an earthquake. In the following description, of the ground G, the ground located immediately below the structure 2 is referred to as the supporting ground 1b.

地中構造体１は、地中壁１ａを利用して形成されている。地中壁１ａは、難透水性の連続壁であり、地中壁１ａの下端部は、支持地盤１ｂよりも下側の非液状化層Ｋに根入れされている。地中壁１ａは、コンクリート、モルタル、ソイルセメント、シートパイル、鋼管、Ｈ鋼などを構成要素とする各種連続壁工法（例えば、柱列式連続壁工法、等厚式連続壁工法、鋼製連続壁工法など）にて構築すればよい。   The underground structure 1 is formed using the underground wall 1a. The underground wall 1a is a non-permeable continuous wall, and the lower end portion of the underground wall 1a is embedded in the non-liquefied layer K below the supporting ground 1b. The underground wall 1a has various continuous wall construction methods (for example, column-line continuous wall construction method, equal thickness type continuous wall construction method, steel continuous construction, etc., which include concrete, mortar, soil cement, sheet pile, steel pipe, H steel, etc. It may be constructed by wall construction method).

図２に示すように、地中構造体１は、平面視格子状を呈している。すなわち、地中構造体１は、複数列の地中壁１ａ，１ａ，…を縦横に構築して形成したものであり、地中壁１ａで囲まれた平面視多角形（図２では矩形）の領域を複数具備している。   As shown in FIG. 2, the underground structure 1 has a lattice shape in plan view. That is, the underground structure 1 is formed by constructing a plurality of rows of underground walls 1a, 1a,... Vertically and horizontally, and is a polygon in plan view (rectangular in FIG. 2) surrounded by the underground wall 1a. A plurality of areas are provided.

図１に示す構造物２は、直接基礎タイプの構造物であり、本実施形態のものは、基礎スラブ２ａを備えている。基礎スラブ２ａの底面は、地中壁１ａの上方に位置する部分においては緩衝体３の上面に接しており、それ以外の部分においては支持地盤１ｂに接している。   The structure 2 shown in FIG. 1 is a direct foundation type structure, and the thing of this embodiment is provided with the foundation slab 2a. The bottom surface of the foundation slab 2a is in contact with the upper surface of the buffer body 3 at a portion located above the underground wall 1a, and is in contact with the support ground 1b at other portions.

緩衝体３は、地中構造体１に作用する鉛直荷重（構造物重量に起因する荷重）を緩和する目的で配置されるものであり、地中壁１ａの上端面に載置されている。図１の緩衝体３は、支持地盤１ｂの表層部に埋設されており、緩衝体３の上面は、支持地盤１ｂの上面（床付面）と面一になっている。緩衝体３は、平面視格子状となるように地中構造体１の上端面の全体に配置してもよいし、ブロック状に成形して地中構造体１の適所に点在させてもよい。   The buffer body 3 is disposed for the purpose of relaxing the vertical load (load resulting from the weight of the structure) acting on the underground structure 1 and is placed on the upper end surface of the underground wall 1a. The buffer body 3 in FIG. 1 is embedded in the surface layer portion of the support ground 1b, and the upper surface of the buffer body 3 is flush with the upper surface (floored surface) of the support ground 1b. The buffer body 3 may be arranged on the entire upper end surface of the underground structure 1 so as to have a lattice shape in a plan view, or may be formed in a block shape and scattered at appropriate positions on the underground structure 1. Good.

緩衝体３の剛性又は強度は、支持地盤１ｂの剛性又は強度よりも小さくなっている。緩衝体３の材質等に制限はないが、例えば、支持地盤１ｂよりも弾性係数の小さい発泡スチロールや発泡ウレタンなどを緩衝体３として使用することができる。なお、支持地盤１ｂよりも弾性係数の大きい材料（木材や鋼材）などを使用する場合には、内部に空洞を備えた箱状に成形するなど、支持地盤１ｂよりも変形し易くなるような構造や形状を採用すればよい。   The rigidity or strength of the buffer body 3 is smaller than the rigidity or strength of the support ground 1b. Although there is no restriction | limiting in the material etc. of the buffer body 3, For example, a polystyrene foam, urethane foam, etc. with a smaller elastic coefficient than the support ground 1b can be used as the buffer body 3. In addition, when using a material (wood or steel material) having a larger elastic coefficient than the supporting ground 1b, a structure that is easier to deform than the supporting ground 1b, such as being formed into a box shape having a hollow inside. Or a shape may be adopted.

本実施形態に係る液状化対策構造を構築するには、複数列の地中壁１ａ，１ａ，…を縦横に繋いで平面視格子状の地中構造体１を形成した後、地中壁１ａの上端面に緩衝体３を配置し、地中構造体１内の支持地盤１ｂ，１ｂ，…における床付面と緩衝体３の上面とを面一にしたうえで、緩衝体３および支持地盤１ｂの上に基礎スラブ２ａを構築し、次いで、基礎スラブ２ａ上に構造物２の躯体等を構築すればよい。   In order to construct the liquefaction countermeasure structure according to the present embodiment, a plurality of rows of underground walls 1a, 1a,... The buffer body 3 is disposed on the upper end surface of the base material, and the floor surface and the upper surface of the buffer body 3 in the support ground 1b, 1b,. The foundation slab 2a may be constructed on 1b, and then the housing of the structure 2 may be constructed on the foundation slab 2a.

以上説明した本実施形態に係る液状化対策構造によれば、支持地盤１ｂよりも変形し易い緩衝体３を配置したことにより、地中構造体１で直接構造物２を支持する場合に比べて、地中構造体１に作用する鉛直荷重（構造物２の重量に起因する荷重）が減り、構造物２の直下の支持地盤１ｂに作用する鉛直荷重が増えるようになるので、せん断変形を抑制する地中構造体１を構造物２の下方に配置していながらも、構造物２の重量による支持地盤１ｂの拘束効果を期待することができる。すなわち、本実施形態に係る液状化対策構造によれば、構造物２の重量により支持地盤１ｂの初期有効応力が増大した状態となり、さらには、地中構造体１により支持地盤１ｂのせん断変形が抑制されるようになるので、液状化し難い支持地盤１ｂを得ることが可能となる。   According to the liquefaction countermeasure structure according to the present embodiment described above, the buffer body 3 that is more easily deformed than the support ground 1b is disposed, so that the structure 2 is directly supported by the underground structure 1. Since the vertical load acting on the underground structure 1 (the load caused by the weight of the structure 2) is reduced and the vertical load acting on the supporting ground 1b immediately below the structure 2 is increased, shear deformation is suppressed. Even though the underground structure 1 to be arranged is arranged below the structure 2, the restraining effect of the supporting ground 1 b due to the weight of the structure 2 can be expected. That is, according to the liquefaction countermeasure structure according to the present embodiment, the initial effective stress of the supporting ground 1b is increased due to the weight of the structure 2, and further, the ground deformation of the supporting ground 1b is caused by the underground structure 1. Since it becomes suppressed, it becomes possible to obtain the support ground 1b which is hard to liquefy.

本実施形態に係る液状化対策構造および比較例に係る液状化対策構造（地中構造体１で直接構造物２を支持するもの）を模擬した模型を利用して、遠心場において振動実験を行ったところ、比較例に係る液状化対策構造では、支持地盤の過剰間隙水圧比が１に達して液状化したのに対し、本実施形態に係る液状化対策構造では、支持地盤１ｂの過剰間隙水圧比が０．５〜０．７に抑制され、液状化を防ぐことができた。   Using the model simulating the liquefaction countermeasure structure according to the present embodiment and the liquefaction countermeasure structure according to the comparative example (one that directly supports the structure 2 with the underground structure 1), a vibration experiment was performed in a centrifugal field. However, in the liquefaction countermeasure structure according to the comparative example, the excess pore water pressure ratio of the supporting ground reached 1 and liquefied, whereas in the liquefaction countermeasure structure according to the present embodiment, the excess pore water pressure of the supporting ground 1b. The ratio was suppressed to 0.5 to 0.7, and liquefaction could be prevented.

また、本実施形態に係る液状化対策構造によれば、平面視格子状の地中構造体１によって支持地盤１ｂが複数の区画に仕切られるようになるので、支持地盤１ｂの地震時のせん断変形が抑制されるようになり、さらには、構造物２の重量を受けた支持地盤１ｂの孕み出しが抑制されるようになる。   In addition, according to the liquefaction countermeasure structure according to the present embodiment, the support ground 1b is partitioned into a plurality of sections by the underground structure 1 having a lattice shape in plan view. Is further suppressed, and further, the squeezing out of the supporting ground 1b that receives the weight of the structure 2 is suppressed.

本実施形態に係る液状化対策構造によれば、構造物２の中央部の直下においても地中壁１ａを配置することができるので、建築面積が大きいような場合であっても、せん断変形の抑制効果が損なわれ難くなる。   According to the liquefaction countermeasure structure according to the present embodiment, since the underground wall 1a can be arranged even directly under the center of the structure 2, even if the building area is large, the shear deformation is prevented. The suppression effect is less likely to be impaired.

本実施形態に係る液状化対策構造によれば、地中壁１ａによるせん断変形の抑制効果と構造物２の重量による地盤の拘束効果（初期有効応力の増大化）の両方を期待することができるので、平面視格子状の地中構造体１で直接構造物２を支持する場合（構造物２の重量による地盤の拘束効果が期待できない場合）よりも、地中壁１ａ，１ａの間隔ｄ（図２参照）を広げることができ、ひいては、コストの削減を図ることが可能となる。   According to the liquefaction countermeasure structure according to the present embodiment, it is possible to expect both the effect of suppressing shear deformation by the underground wall 1a and the effect of restraining the ground due to the weight of the structure 2 (increasing the initial effective stress). Therefore, when the structure 2 is directly supported by the underground structure 1 having a lattice shape in plan view (when the effect of restraining the ground due to the weight of the structure 2 cannot be expected), the distance d between the underground walls 1a and 1a ( (See FIG. 2) can be expanded, and as a result, the cost can be reduced.

本実施形態では、「平面視格子状の地中構造体」として、地中壁１ａで囲まれた領域が平面視矩形を呈するものを例示したが、当該領域の平面形状を限定する趣旨ではない。例えば、図３に示すように、地中壁１ａで囲まれた領域を平面視六角形としたハニカム状の地中構造体１０も、本発明の「平面視格子状の地中構造体」に含まれる。   In the present embodiment, an example in which the region surrounded by the underground wall 1a has a rectangular shape in plan view is exemplified as the “planar structure in a plan view lattice shape”, but the plan shape of the region is not intended to be limited. . For example, as shown in FIG. 3, a honeycomb-like underground structure 10 in which a region surrounded by the underground wall 1a has a hexagonal shape in a plan view is also a “planar structure in a planar view” according to the present invention. included.

なお、地中壁１ａで囲まれた領域を平面視六角形にすると、平面視矩形にした場合に比べて、地中壁１ａの総体積を削減することができるので、コスト削減を図ることが可能になる。また、平面視矩形とした場合よりも円形に近い形状になるため、支持地盤１ｂの側方土圧に起因して地中壁１ａに発生する曲げ応力を低減することができる。   In addition, when the area | region enclosed by the underground wall 1a is made into the hexagonal shape in planar view, since the total volume of the underground wall 1a can be reduced compared with the case where it is made into the rectangular shape in planar view, cost reduction can be aimed at. It becomes possible. Moreover, since it becomes a shape close | similar to a circle rather than the case where it is set as the rectangle in planar view, the bending stress which generate | occur | produces in the underground wall 1a resulting from the side earth pressure of the support ground 1b can be reduced.

本実施形態では、構造物２の根入れが無い場合を例示したが、図４に示すように、支持地盤１ｂを掘り下げて構造物２の基礎等を根入れしてもよい。なお、地盤掘削のために構築した山留め壁４が十分な剛性・耐力を有している場合には、山留め壁４による液状化の抑止効果が期待できるので、構造物２の外縁部の直下に地中壁１ａを構築せずとも、支持地盤１ｂの液状化を抑制することが可能となる。   In the present embodiment, the case where the structure 2 is not rooted is illustrated, but as shown in FIG. 4, the support ground 1 b may be dug down and the foundation of the structure 2 may be rooted. If the retaining wall 4 constructed for ground excavation has sufficient rigidity and proof strength, the retaining effect of the retaining wall 4 can be expected to prevent liquefaction, so that it is directly under the outer edge of the structure 2. Even if the underground wall 1a is not constructed, liquefaction of the supporting ground 1b can be suppressed.

１ 地中構造体
１ａ 地中壁
１ｂ 支持地盤（構造物直下の地盤）
２ 構造物
３ 緩衝体 1 Underground structure 1a Underground wall 1b Support ground (ground directly under the structure)
2 Structure 3 Buffer

Claims (1)

地中壁で構築した平面視格子状の地中構造体と、
前記地中構造体の上方に構築した構造物と、
前記地中構造体と前記構造物との間に介設された緩衝体と、を備える液状化対策構造であって、
前記緩衝体の剛性又は強度を、前記構造物の直下の地盤の剛性又は強度よりも小さくしたことを特徴とする液状化対策構造。 Underground structure in a plan view grid constructed with underground walls,
A structure constructed above the underground structure;
A liquefaction countermeasure structure comprising a buffer interposed between the underground structure and the structure,
A liquefaction countermeasure structure characterized in that the rigidity or strength of the buffer is smaller than the rigidity or strength of the ground immediately below the structure.
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JP2014031644A (en) * 2012-08-03 2014-02-20 Something:Kk Foundation structure of outdoor structure
JP2015161093A (en) * 2014-02-26 2015-09-07 大成建設株式会社 Liquefaction countermeasure structure and construction method for the same
JP2016041871A (en) * 2014-08-18 2016-03-31 株式会社竹中工務店 Building foundation structure
CN112878299A (en) * 2021-01-09 2021-06-01 大地巨人(北京)工程科技有限公司 Sludge solidification reinforced composite foundation treatment method

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JP2009084972A (en) * 2007-10-03 2009-04-23 Takenaka Komuten Co Ltd Wall-like foundation and foundation structure

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JP2014031644A (en) * 2012-08-03 2014-02-20 Something:Kk Foundation structure of outdoor structure
JP2015161093A (en) * 2014-02-26 2015-09-07 大成建設株式会社 Liquefaction countermeasure structure and construction method for the same
JP2016041871A (en) * 2014-08-18 2016-03-31 株式会社竹中工務店 Building foundation structure
CN112878299A (en) * 2021-01-09 2021-06-01 大地巨人(北京)工程科技有限公司 Sludge solidification reinforced composite foundation treatment method

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