JP2005068859A - Earthquake-resistant dirt floor - Google Patents

Earthquake-resistant dirt floor Download PDF

Info

Publication number
JP2005068859A
JP2005068859A JP2003301393A JP2003301393A JP2005068859A JP 2005068859 A JP2005068859 A JP 2005068859A JP 2003301393 A JP2003301393 A JP 2003301393A JP 2003301393 A JP2003301393 A JP 2003301393A JP 2005068859 A JP2005068859 A JP 2005068859A
Authority
JP
Japan
Prior art keywords
pile
earthquake
soil
bending
floor
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
JP2003301393A
Other languages
Japanese (ja)
Inventor
Hiroshi Sugimoto
裕志 杉本
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shimizu Construction Co Ltd
Shimizu Corp
Original Assignee
Shimizu Construction Co Ltd
Shimizu Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Shimizu Construction Co Ltd, Shimizu Corp filed Critical Shimizu Construction Co Ltd
Priority to JP2003301393A priority Critical patent/JP2005068859A/en
Publication of JP2005068859A publication Critical patent/JP2005068859A/en
Pending legal-status Critical Current

Links

Images

Landscapes

  • Foundations (AREA)

Abstract

<P>PROBLEM TO BE SOLVED: To provide an earthquake resistant dirt floor for excellently improving horizontal yield strength of a pile foundation, regardless of a site condition of a structure. <P>SOLUTION: This earthquake resistant dirt floor 9 is composed of a bent pile 5, a first dirt floor beam 6, a second dirt floor beam 7, and a floor slab 8. The bent pile 5 is shorter in the member length than a support pile 3, and a plurality are arranged for surrounding the periphery of the pile foundation 4. These mutual pile head parts are connected via the first dirt floor beam 6, and the first dirt floor beam 6 is connected on the side surface to a footing 2 via the second dirt floor beam 7. The earthquake resistant dirt floor 9 transmits a part of earthquake horizontal force acting on the pile foundation 4, to a plurality of bent piles 5 via a horizontal member composed of the second dirt floor beam 7 and the first dirt floor beam 6 from the footing 2, and shares this force by the bent piles 5. That is, the earthquake horizontal force acting on the pile foundation 4 is reduced by the earthquake resistant dirt floor 9, and the earthquake resistant dirt floor 9 functions as a mechanism reinforcing the horizontal yield strength of the pile foundation 4. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

本発明は、耐震土間床に関する。   The present invention relates to an earthquake resistant soil floor.

一般に、構造物の荷重をフーチングから支持杭を介して地盤中に伝達する杭基礎を備える構造物において、地震時の構造物に作用する地震水平力は、前記支持杭で抵抗する設計となっていた。したがって、支持杭の本数や杭径、材料等の諸元は、構造物による鉛直荷重を考慮して設計されるのではなく、水平耐力で設計されることとなり、支持層が深い状況下では経済的な負担となる場合が多い。   Generally, in a structure having a pile foundation that transmits the load of the structure from the footing to the ground through the support pile, the seismic horizontal force acting on the structure at the time of the earthquake is designed to resist the support pile. It was. Therefore, specifications such as the number of support piles, pile diameter, and materials are not designed in consideration of the vertical load due to the structure, but are designed with horizontal proof stress. It is often a burden.

このような中、杭基礎を有する構造物において、良好に基礎構造の水平耐力を向上させる方法として、例えば、特許文献１に示すように、既存構造物の周囲の地盤中に増設杭を設けた上で、増設杭の杭頭部と構造物との間にスラブを設置し、両者を接合する方法等が考案されている。
特開２０００−３２０１５２号公報 Under such circumstances, in a structure having a pile foundation, as a method for improving the horizontal strength of the foundation structure satisfactorily, for example, as shown in Patent Document 1, an additional pile is provided in the ground around the existing structure. Above, the method etc. which install a slab between the pile head of an extension pile and a structure, and join both are devised.
JP 2000-320152 A

しかし、上述する構成では、既存構造物の周囲に敷地が確保できない場合には増設杭を設置することができず、また新設の場合には、構造物の構築面積に制限を与えることとなり、必ずしも有効な方法とは言えない。   However, in the configuration described above, if a site cannot be secured around the existing structure, an additional pile cannot be installed, and in the case of a new construction, the construction area of the structure is limited, It is not an effective method.

上記事情に鑑み、本発明は、構造物の敷地条件にかかわらず、良好に杭基礎の水平耐力を向上することのできる耐震土間床を提供することを目的としている。   In view of the above circumstances, an object of the present invention is to provide an earthquake-resistant soil floor that can improve the horizontal strength of a pile foundation satisfactorily regardless of the site conditions of the structure.

請求項１記載の耐震土間床は、構造物の荷重をフーチングから支持杭を介して地盤中に伝達する杭基礎を備える構造物の耐震土間床であって、前記支持杭と比較して部材長が短く、地盤中に所定の配置間隔をもって前記フーチングを囲うように設置される複数の曲げ杭と、隣り合う該曲げ杭の頭部どうしを水平に連結するとともに、前記杭基礎に作用する水平力を前記曲げ杭に伝達する水平部材と、該水平部材の上部もしくは天端面が同一平面を形成するように位置し、構造物の構築面全面の地盤面上に配置される床スラブを備えることを特徴としている。   The seismic interstitial floor according to claim 1 is a seismic interstitial floor of a structure including a pile foundation that transmits the load of the structure from the footing through the support pile into the ground, and has a member length as compared with the support pile. The horizontal force acting on the pile foundation is short, and a plurality of bending piles installed in the ground so as to surround the footing with a predetermined arrangement interval are connected horizontally to the heads of the adjacent bending piles. A horizontal member that transmits the bending slab to the bending pile, and a floor slab that is positioned on the ground surface of the entire construction surface of the structure, and is positioned so that the top or top surface of the horizontal member forms the same plane. It is a feature.

請求項２記載の耐震土間床は、前記水平部材が、隣り合う該曲げ杭の頭部どうしを水平に連結する第１の土間梁と、該第１の土間梁と前記フーチングとを水平に連結し、前記杭基礎に作用する水平力を前記曲げ杭に伝達する第２の土間梁により構成されることを特徴としている。   The earthquake-resistant soil floor according to claim 2, wherein the horizontal member horizontally connects the first interstitial beam that horizontally connects the heads of the adjacent bending piles, and the first interstitial beam and the footing. The horizontal force acting on the pile foundation is constituted by a second interstitial beam that transmits to the bending pile.

請求項３記載の耐震土間床は、前記水平部材が、土間スラブにより構成されることを特徴としている。   The earthquake-resistant soil floor according to claim 3 is characterized in that the horizontal member is composed of a soil slab.

請求項４記載の耐震土間床は、前記曲げ杭が、前記フーチングを囲う位置に加えて、所定の離間間隔をもって前記構造物の構築面全面に配置されることを特徴としている。   The seismic soil floor according to claim 4 is characterized in that the bending pile is arranged on the entire construction surface of the structure with a predetermined spacing in addition to a position surrounding the footing.

請求項１から３に記載の耐震土間床によれば、複数の曲げ杭と、隣り合う曲げ杭の杭頭部を連結するとともに、前記杭基礎に作用する水平力を前記曲げ杭に伝達する水平部材とを備えることから、地震等が発生した際に構造物の杭基礎に作用する地震水平力の一部をフーチングから水平部材を介して曲げ杭に伝達し、該曲げ杭で負担することができるため、簡略な構成かつ構造物の敷地条件に制限されることなく、容易に杭基礎で負担すべき地震水平力を低減することが可能となる。
これに伴い、前記杭基礎を構成する支持杭は、地震時に作用する水平力を考慮した水平耐力ではなく、構造物より発生する鉛直荷重のみを考慮して適正な設計を実施できることから、支持杭のコンパクト化、及び大幅なコストダウンを図ることが可能となる。 According to the seismic soil floor of Claims 1-3, while connecting a plurality of bending piles and the pile head of an adjacent bending pile, the horizontal force which acts on the said pile foundation is transmitted to the said bending pile. Part of the seismic horizontal force that acts on the pile foundation of the structure when an earthquake or the like occurs is transmitted from the footing to the bending pile through the horizontal member and is borne by the bending pile. Therefore, it is possible to easily reduce the seismic horizontal force that should be borne by the pile foundation without being limited to site conditions of a simple structure and structure.
Along with this, the support pile that constitutes the pile foundation is not a horizontal load capacity that takes into account the horizontal force that acts in the event of an earthquake, but an appropriate design can be implemented considering only the vertical load generated from the structure. It is possible to reduce the size and cost significantly.

また、前記耐震土間床は、新設の構造物のみでなく既設構造物に対しても構築できることから、既存の杭基礎を容易に補強することが可能となる。
したがって、水平耐力を期待できないような既存の杭基礎であっても、耐震土間床を構築することにより既存の杭基礎を再利用することが可能になり、既存構造物を改修する際のコストを大幅に削減することが可能になるとともに、建設廃棄物を抑制することができ環境への配慮を図ることが可能となる。 In addition, since the seismic soil floor can be constructed not only for a new structure but also for an existing structure, it is possible to easily reinforce an existing pile foundation.
Therefore, even existing pile foundations that cannot be expected to have horizontal strength can be reused by constructing an earthquake-resistant soil floor, reducing the cost of repairing existing structures. In addition to being able to significantly reduce it, construction waste can be suppressed and consideration for the environment can be achieved.

請求項４記載の耐震土間床によれば、構造物の構築面全面に曲げ杭及び隣り合う曲げ杭の杭頭部を連結する水平部材が設置されることから、前記床スラブは、面外方向に補強されることとなるため、部分的に過剰な鉛直荷重が作用した際にも下方に生じやすい沈下等の現象を防止することが可能となる。   According to the seismic soil floor of Claim 4, since the horizontal member which connects the pile head of a bending pile and an adjacent bending pile is installed in the whole construction surface of a structure, the said floor slab is an out-of-plane direction. Therefore, even when an excessive vertical load is partially applied, it is possible to prevent a phenomenon such as subsidence that tends to occur downward.

本発明の耐震土間床を、図１から図４に示す。本発明の耐震土間床は、構造物を支持する杭基礎の周囲を囲うように配置される複数の曲げ杭と、該曲げ杭と杭基礎を連結する土間梁を備えることにより、杭基礎に作用する地震水平力の一部を、土間梁を介して曲げ杭で負担し、杭基礎に作用する地震水平力を低減するものである。   The seismic soil floor of the present invention is shown in FIGS. The seismic soil floor of the present invention acts on a pile foundation by including a plurality of bending piles arranged so as to surround the pile foundation supporting the structure and an earth beam connecting the bending pile and the pile foundation. A part of the seismic horizontal force is borne by the bending pile via the soil beams, and the seismic horizontal force acting on the pile foundation is reduced.

図１に示すように、構造物は、複数の柱１各々を支持するように配置される杭基礎４よりなる基礎構造を有するとともに、構造物の構築面全面の地盤面を覆うように配置される耐震土間床９を備えている。
前記杭基礎４は、フーチング２と複数の支持杭３により構成されている。該支持杭３は、地盤１０中に鉛直状に埋設されており、杭先端が地盤１０の図示しない支持層に達する部材長を有するとともに、杭頭部が前記フーチング２に埋設されている。このような構成の杭基礎４は、前記柱１を介して伝達される構造物の鉛直荷重を、前記フーチング２から支持杭３を介して地盤１０中に伝達するものである。
本実施の形態では、支持杭３に一般に広く用いられているＰＨＣ杭を用いる構成を示したが、必ずしもこれにこだわるものではなく、構造物の鉛直荷重を支持できる構成であれば、場所打ちコンクリート杭や鉄骨杭等、何れにより構成されるものでも良い。 As shown in FIG. 1, the structure has a foundation structure including a pile foundation 4 arranged to support each of the plurality of pillars 1 and is arranged so as to cover the ground surface of the entire construction surface of the structure. The seismic soil floor 9 is provided.
The pile foundation 4 includes a footing 2 and a plurality of support piles 3. The support pile 3 is embedded vertically in the ground 10, the pile tip has a member length that reaches a support layer (not shown) of the ground 10, and the pile head is embedded in the footing 2. The pile foundation 4 having such a configuration transmits the vertical load of the structure transmitted through the pillar 1 from the footing 2 to the ground 10 through the support pile 3.
In the present embodiment, a configuration using a PHC pile that is generally widely used for the support pile 3 is shown. However, the present invention is not necessarily limited to this, and a cast-in-place concrete can be used as long as it can support the vertical load of the structure. A pile, a steel pile, or the like may be used.

また、前記耐震土間床９は、曲げ杭５、第１の土間梁６、第２の土間梁７、及び床スラブ８により構成されており、前記曲げ杭５は、支持杭３と同様のＰＨＣ杭により構成されるとともに、部材長が支持杭３と比較して短小に形成されている。このような構成の曲げ杭５は、図２（ａ）に示すように、複数が前述した杭基礎４の周囲を取り囲むように所定の離間間隔をもって配置されている。また、隣り合う該曲げ杭５の杭頭部どうしは、水平に構築された第１の土間梁６を介して連結されている。   The seismic soil floor 9 includes a bending pile 5, a first soil beam 6, a second soil beam 7, and a floor slab 8, and the bending pile 5 has the same PHC as the support pile 3. While being comprised by a pile, the member length is formed short compared with the support pile 3. As shown in FIG. 2A, the bending piles 5 having such a configuration are arranged at a predetermined spacing so that a plurality of the bending piles 5 surround the above-described pile foundation 4. Moreover, the pile head parts of this adjacent bending pile 5 are connected through the 1st earth-beam 6 constructed | assembled horizontally.

該第１の土間梁６は、鉄筋コンクリート造により構成されており、図２（ｂ）に示すように、その側面を水平に構築された同じく鉄筋コンクリート造の第２の土間梁７を介して前記杭基礎４を構成するフーチング２に連結されている。これら第２の土間梁７は、地震等が発生し構造物に地震水平力が作用した際に、この地震水平力の一部を前記フーチング２から効率よく第１の土間梁６へ伝達できる位置に配置されていれば、何れの位置に配置されても良い。   The first interstitial beam 6 is made of reinforced concrete, and, as shown in FIG. 2 (b), the pile is interposed through the second interstitial beam 7 of the same reinforced concrete structure whose side is horizontally constructed. It is connected to the footing 2 constituting the foundation 4. These second interstitial beams 7 are positions where a part of the seismic horizontal force can be efficiently transmitted from the footing 2 to the first interstitial beam 6 when an earthquake or the like occurs and an earthquake horizontal force acts on the structure. As long as they are arranged at any position, they may be arranged at any position.

これら複数の曲げ杭５、第１の土間梁６、及び第２の土間梁７には、前記杭基礎４を含めた上部に、構造物の構築面全面の地盤面を一様に覆う鉄筋コンクリート造の床スラブ８が配置されて、耐震土間床９が形成されている。該耐震土間床９は、地震等の発生により杭基礎４に作用する地震水平力の一部を、前記フーチング２から第２の土間梁７及び第１の土間梁６を介して複数の前記曲げ杭５に伝達し、該曲げ杭５でこれを負担するものである。したがって、前記杭基礎４に作用する地震水平力は、耐震土間床９により低減されることから、耐震土間床９は、前記杭基礎４の水平耐力を補強する機構として機能することとなる。   The plurality of bending piles 5, the first interstitial beam 6, and the second interstitial beam 7 are reinforced concrete structures that uniformly cover the ground surface of the entire construction surface on the upper part including the pile foundation 4. Floor slabs 8 are arranged to form a seismic soil floor 9. The seismic interstitial floor 9 allows a part of the seismic horizontal force acting on the pile foundation 4 due to the occurrence of an earthquake or the like to be bent through the footing 2 through the second interstitial beam 7 and the first interstitial beam 6. This is transmitted to the pile 5 and the bent pile 5 bears this. Therefore, since the seismic horizontal force acting on the pile foundation 4 is reduced by the seismic soil floor 9, the seismic soil floor 9 functions as a mechanism for reinforcing the horizontal strength of the pile foundation 4.

なお、本実施の形態では、前記曲げ杭５をフーチング２の周囲にのみ配置し耐震土間床９を形成する構成を示したが、必ずしもこれにこだわるものではない。例えば、図３に示すように、前記フーチング２の周囲に加えて、構造物の構築面全面に所定の離間間隔をもって複数の前記曲げ杭５を配置する構成としても良い。この場合にも、隣り合う曲げ杭５の杭頭部どうしは、前記第１の土間梁６を介して連結される。このような構成は、構造物の構築面全面の地盤面を一様に覆うように配置される床スラブ８を面外方向に補強することとなるため、部分的に過剰な鉛直荷重が作用した際にも沈下等の現象を防止することができるものである。   In addition, in this Embodiment, although the said bending pile 5 was arrange | positioned only around the footing 2 and the structure which forms the earthquake-resistant soil floor 9 was shown, it does not necessarily stick to this. For example, as shown in FIG. 3, in addition to the periphery of the footing 2, a plurality of the bending piles 5 may be arranged on the entire construction surface of the structure with a predetermined spacing. Also in this case, the pile heads of the adjacent bending piles 5 are connected via the first interstitial beam 6. Such a configuration reinforces the floor slab 8 arranged so as to uniformly cover the ground surface of the entire construction surface of the structure in the out-of-plane direction, and thus an excessive vertical load was partially applied. In particular, it is possible to prevent phenomena such as settlement.

また、本実施の形態では、隣り合う該曲げ杭５の頭部どうしを水平に連結するとともに、前記杭基礎４に作用する水平力を前記曲げ杭５に伝達する水平部材として、耐震土間床９に第１の土間梁６と第２の土間梁７を備える構成としたが、水平部材は必ずしもこれにこだわるものではない。例えば、図４（ａ）に示すように、前記杭基礎４を構成するフーチング２、及びこれらの周囲に配置された複数の曲げ杭５を含む領域を覆うように配置される土間スラブ１１を水平部材として用いても良い。該土間スラブ１１は、鉄筋コンクリート造により構成され、図４（ｂ）に示すように、複数の曲げ杭５の頭部に対して一体的に構築されているとともに、フーチング２に対しても一体的に構築されている。   Moreover, in this Embodiment, while connecting the head part of this adjacent bending pile 5 horizontally, as a horizontal member which transmits the horizontal force which acts on the said pile foundation 4 to the said bending pile 5, the earthquake-resistant soil floor 9 is used. The first interstitial beam 6 and the second interstitial beam 7 are provided, but the horizontal member is not necessarily limited to this. For example, as shown to Fig.4 (a), the soil slab 11 arrange | positioned so that the area | region containing the footing 2 which comprises the said pile foundation 4, and the some bending pile 5 arrange | positioned around these may be covered horizontally. It may be used as a member. The soil slab 11 is made of reinforced concrete, and is constructed integrally with the heads of the plurality of bending piles 5 as shown in FIG. Has been built.

これらは、地震等の発生により杭基礎４に作用する地震水平力の一部を、前記フーチング２から土間スラブ１１を介して複数の前記曲げ杭５に伝達し、該曲げ杭５でこれを負担するものである。このように耐震土間床９は、杭基礎４の周囲に支持杭３からの曲げモーメントに抵抗できる曲げ杭５と一体となった土間スラブ１１を備える等、隣り合う該曲げ杭５の頭部どうしを水平に連結するとともに、前記杭基礎４に作用する水平力を前記曲げ杭５に伝達し、曲げ杭５と一体となって抵抗できる水平部材を備える構成であれば、何れを用いても良い。   These transmit a part of the seismic horizontal force acting on the pile foundation 4 due to the occurrence of an earthquake or the like from the footing 2 to the plurality of bending piles 5 through the soil slab 11, and the bending piles 5 bear this. To do. As described above, the seismic soil floor 9 includes the soil slabs 11 integrated with the bending pile 5 that can resist the bending moment from the support pile 3 around the pile foundation 4, and the like. Can be used as long as the structure includes a horizontal member that can be connected horizontally and can transmit a horizontal force acting on the pile foundation 4 to the bending pile 5 and resist the bending pile 5 together. .

さらに、前記フーチング２及びこれらの周囲に配置された複数の曲げ杭５が土間スラブ１１を介して連結されている耐震土間床９に対して、加えて構造物の構築面全面に所定の離間間隔をもって複数の前記曲げ杭５を配置する場合において、構造物の構築面全面に配置された曲げ杭５は、隣り合う曲げ杭５の杭頭部どうしが連結されれば、前記第１の土間梁６や土間スラブ１１等何れの水平部材を介して連結しても良い。   Furthermore, with respect to the earthquake-resistant soil floor 9 in which the footing 2 and the plurality of bending piles 5 arranged around the footing 2 are connected via a soil slab 11, a predetermined spacing is provided on the entire construction surface of the structure. In the case where a plurality of the bending piles 5 are arranged, the bending piles 5 arranged on the entire construction surface of the structure can be connected to each other if the pile heads of the adjacent bending piles 5 are connected to each other. You may connect via any horizontal members, such as 6 and soil slabs 11.

上述する構成によれば、前記耐震土間床９は、複数の曲げ杭５と、隣り合う曲げ杭５の杭頭部を連結する第１の土間梁６、及び第１の土間梁６と杭基礎４を構成するフーチング２とを連結する第２の土間梁７、もしくは隣り合う曲げ杭５の杭頭部を連結するとともに杭基礎４に作用する水平力を前記曲げ杭５に伝達する土間スラブ１１等の水平部材を備えることから、地震等が発生した際に構造物の杭基礎４に作用する地震水平力の一部をフーチング２から第２の土間梁７及び第１の土間梁６や土間スラブ１１等の水平部材を介して曲げ杭５に伝達し、該曲げ杭５で負担することができるため、簡略な構成かつ構造物の敷地条件に制限されることなく、容易に杭基礎４で負担すべき地震水平力を低減することが可能となる。
これに伴い、前記杭基礎４を構成する支持杭３は、地震時に作用する水平力を考慮した水平耐力ではなく、構造物より発生する鉛直荷重のみを考慮して適正な設計を実施できることから、支持杭３のコンパクト化、及び大幅なコストダウンを図ることが可能となる。 According to the above-described configuration, the earthquake-resistant soil floor 9 includes the plurality of bending piles 5, the first earth beam 6 that connects the pile heads of the adjacent bending piles 5, and the first earth beam 6 and the pile foundation. The second interstitial beam 7 for connecting the footing 2 constituting 4 or the pile heads of the adjacent bending piles 5 and connecting the horizontal force acting on the pile foundation 4 to the bending piles 5 is provided. Since a horizontal member such as the above is provided, part of the seismic horizontal force acting on the pile foundation 4 of the structure when an earthquake occurs is transferred from the footing 2 to the second interstitial beam 7 and the first interstitial beam 6 or Since it can be transmitted to the bending pile 5 through a horizontal member such as the slab 11 and can be borne by the bending pile 5, the pile foundation 4 can easily be used without being limited to the site conditions of the simple structure and structure. It is possible to reduce the seismic horizontal force to be borne.
Along with this, the support pile 3 constituting the pile foundation 4 is not a horizontal strength considering the horizontal force acting at the time of the earthquake, but can implement an appropriate design considering only the vertical load generated from the structure. It becomes possible to achieve downsizing of the support pile 3 and a significant cost reduction.

また、前記耐震土間床９は、新設の構造物のみでなく既設構造物に対しても構築できることから、既存の杭基礎４を容易に補強することが可能となる。
したがって、水平耐力を期待できないような既存の杭基礎４であっても、耐震土間床９を構築することにより再利用することが可能になり、既存構造物を改修する際のコストを大幅に削減することが可能になるとともに、建設廃棄物を抑制することができ環境への配慮を図ることが可能となる。 In addition, since the seismic soil floor 9 can be constructed not only for a new structure but also for an existing structure, the existing pile foundation 4 can be easily reinforced.
Therefore, even the existing pile foundation 4 that cannot be expected to have horizontal strength can be reused by constructing the seismic soil floor 9 and the cost for repairing existing structures is greatly reduced. In addition, it is possible to suppress construction waste and to consider the environment.

さらに、前記耐震土間床９に対して、杭基礎４の周囲に加えて構造物の構築面全面に曲げ杭５を配置するとともに、これら隣り合う曲げ杭５の杭頭部を連結する第１の土間梁６や土間スラブ１１等の水平部材を設置することにより、前記床スラブ８は面外方向に補強されることとなるため、部分的に過剰な鉛直荷重が作用した際にも下方に生じやすい沈下等の現象を防止することが可能となる。   In addition to the surroundings of the pile foundation 4, the bending piles 5 are arranged on the entire construction surface of the structure, and the pile heads of these adjacent bending piles 5 are connected to the seismic soil floor 9. Since the floor slab 8 is reinforced in the out-of-plane direction by installing horizontal members such as the interstitial beam 6 and the interstitial slab 11, it is generated downward even when an excessive vertical load is partially applied. It is possible to prevent phenomena such as easy settlement.

本発明に係る耐震土間床の概略を示す図である。It is a figure which shows the outline of the earthquake-resistant soil floor concerning this invention. 本発明に係る耐震土間床の詳細を示す図である。It is a figure which shows the detail of the seismic-resistant soil floor concerning this invention. 本発明に係る耐震土間床を構成する水平部材の他の事例を示す図である。It is a figure which shows the other example of the horizontal member which comprises the earthquake-resistant soil floor which concerns on this invention. 本発明に係る耐震土間床の他の事例を示す図である。It is a figure which shows the other example of an earthquake-resistant earth floor which concerns on this invention.

符号の説明Explanation of symbols

１ 柱
２ フーチング
３ 支持杭
４ 杭基礎
５ 曲げ杭
６ 第１の土間梁
７ 第２の土間梁
８ 床スラブ
９ 耐震土間床
１０ 地盤
１１ 土間スラブ DESCRIPTION OF SYMBOLS 1 Pillar 2 Footing 3 Support pile 4 Pile foundation 5 Bending pile 6 1st soil beam 7 2nd soil beam 8 Floor slab 9 Earthquake resistant soil floor 10 Ground 11 Soil soil slab

Claims (4)

構造物の荷重をフーチングから支持杭を介して地盤中に伝達する杭基礎を備える構造物の耐震土間床であって、
前記支持杭と比較して部材長が短く、地盤中に所定の配置間隔をもって前記フーチングを囲うように設置される複数の曲げ杭と、
隣り合う該曲げ杭の頭部どうしを水平に連結するとともに、前記杭基礎に作用する水平力を前記曲げ杭に伝達する水平部材と、
該水平部材の上部もしくは天端面が同一平面を形成するように位置し、構造物の構築面全面の地盤面上に配置される床スラブを備えることを特徴とする耐震土間床。 A seismic soil floor of a structure having a pile foundation that transmits the load of the structure from the footing through the support pile into the ground,
Compared with the support pile, the member length is short, a plurality of bending piles installed so as to surround the footing with a predetermined arrangement interval in the ground,
While horizontally connecting the heads of the adjacent bending piles, a horizontal member that transmits a horizontal force acting on the pile foundation to the bending piles;
An earthquake-resistant soil floor comprising a floor slab that is positioned so that an upper part or a top end face of the horizontal member forms the same plane and is disposed on a ground surface of the entire construction surface of the structure. 請求項１に記載の耐震土間床において、
前記水平部材が、隣り合う該曲げ杭の頭部どうしを水平に連結する第１の土間梁と、
該第１の土間梁と前記フーチングとを水平に連結し、前記杭基礎に作用する水平力を前記曲げ杭に伝達する第２の土間梁により構成されることを特徴とする耐震土間床。 In the earthquake-resistant soil floor according to claim 1,
The horizontal member is a first earth beam that horizontally connects the heads of the adjacent bending piles;
An earthquake-resistant soil floor comprising: a second soil beam that horizontally connects the first soil beam and the footing and transmits a horizontal force acting on the pile foundation to the bending pile. 請求項１に記載の耐震土間床において、
前記水平部材が、土間スラブにより構成されることを特徴とする耐震土間床。 In the earthquake-resistant soil floor according to claim 1,
The seismic soil-resistant floor, wherein the horizontal member is composed of a soil slab. 請求項１から３のいずれかに記載の耐震土間床において、
前記曲げ杭が、前記フーチングを囲う位置に加えて、所定の離間間隔をもって前記構造物の構築面全面に配置されることを特徴とする耐震土間床。
In the earthquake-resistant earth floor according to any one of claims 1 to 3,
In addition to the position surrounding the footing, the bending pile is disposed on the entire construction surface of the structure with a predetermined spacing interval.
JP2003301393A 2003-08-26 2003-08-26 Earthquake-resistant dirt floor Pending JP2005068859A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2003301393A JP2005068859A (en) 2003-08-26 2003-08-26 Earthquake-resistant dirt floor

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2003301393A JP2005068859A (en) 2003-08-26 2003-08-26 Earthquake-resistant dirt floor

Publications (1)

Publication Number Publication Date
JP2005068859A true JP2005068859A (en) 2005-03-17

Family

ID=34406029

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2003301393A Pending JP2005068859A (en) 2003-08-26 2003-08-26 Earthquake-resistant dirt floor

Country Status (1)

Country Link
JP (1) JP2005068859A (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007070991A (en) * 2005-09-09 2007-03-22 East Japan Railway Co Reinforcing structure
JP2007315148A (en) * 2006-05-29 2007-12-06 Shimizu Corp Reinforcement method and reinforcement structure of existing pile foundation
CN113882425A (en) * 2021-11-25 2022-01-04 山东建筑大学 Hole digging foundation structure for high and steep slope and construction method

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007070991A (en) * 2005-09-09 2007-03-22 East Japan Railway Co Reinforcing structure
JP2007315148A (en) * 2006-05-29 2007-12-06 Shimizu Corp Reinforcement method and reinforcement structure of existing pile foundation
CN113882425A (en) * 2021-11-25 2022-01-04 山东建筑大学 Hole digging foundation structure for high and steep slope and construction method
CN113882425B (en) * 2021-11-25 2023-02-21 山东建筑大学 Hole digging foundation structure for high and steep slope and construction method

Similar Documents

Publication Publication Date Title
JP2013136922A (en) Earth retaining wall supporting method, earth retaining wall supporting structure, and underground skeleton constructing method
JP4281567B2 (en) Reinforcement structure of existing pier foundation and reinforcement method of existing pier foundation
JP6650257B2 (en) Mountain retaining structure and construction method thereof
JP2009121114A (en) Construction bearing structure, method of constructing underground construction, and method of replacing bearing of foundation load
JP2006316495A (en) Foundation structure of bridge pier and its construction method
JP5077857B1 (en) Seismic reinforcement structure of existing structure foundation by composite ground pile foundation technology
JP7338119B2 (en) Floating control structure and reversed construction method
JP6030873B2 (en) Pile foundation structure
JP4634829B2 (en) Base structure of base-isolated building
JP2013002077A (en) Ground improvement body, and piled raft foundation equipped therewith
JP2000144904A (en) Joint construction between pile and upper structural skeleton in structure
JP2005068859A (en) Earthquake-resistant dirt floor
JP2002256571A (en) Reconstructing method for building, using method for existing pile and building
JP3641227B2 (en) Construction method of underground structure
JP6886811B2 (en) Foundation structure and method of constructing foundation structure
JP7106305B2 (en) Structural columns and seismically isolated buildings
JP2017082548A (en) Concrete foundation joint member and pile structure
JP5852475B2 (en) Pile foundation reconstruction method
JP6774774B2 (en) Pile foundation structure
JP3138317U (en) Building
JP2005082995A (en) Pile head connection structure
JP2007162416A (en) Concrete pile joining method
JP4236361B2 (en) Wall head reinforcement underground continuous wall, seismic building, and wall head reinforcement method for underground continuous wall
JP7193065B2 (en) Reverse construction method
JP6342743B2 (en) Existing building reinforcement structure

Legal Events

Date Code Title Description
A621 Written request for application examination

Effective date: 20060301

Free format text: JAPANESE INTERMEDIATE CODE: A621

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20080630

A131 Notification of reasons for refusal

Effective date: 20080826

Free format text: JAPANESE INTERMEDIATE CODE: A131

A02 Decision of refusal

Effective date: 20081219

Free format text: JAPANESE INTERMEDIATE CODE: A02