JP3534928B2 - Construction method of seismic isolation pit for existing building - Google Patents
Construction method of seismic isolation pit for existing buildingInfo
- Publication number
- JP3534928B2 JP3534928B2 JP34380495A JP34380495A JP3534928B2 JP 3534928 B2 JP3534928 B2 JP 3534928B2 JP 34380495 A JP34380495 A JP 34380495A JP 34380495 A JP34380495 A JP 34380495A JP 3534928 B2 JP3534928 B2 JP 3534928B2
- Authority
- JP
- Japan
- Prior art keywords
- pile
- existing
- ground
- existing building
- footing
- 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.)
- Expired - Lifetime
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Description
【０００１】[0001]
【発明の属する技術分野】この発明は、既存建物の免震
化工法において既存建物の躯体下部及び躯体側壁を取り
囲むように免震ピットを構築する方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of constructing a seismic isolation pit so as to surround a lower part of a body and a side wall of a body of an existing building in a seismic isolation method for an existing building.
【０００２】[0002]
【従来の技術】近年、地震発生時の地震力が直接建物に
伝わらない構造とし、建物の揺れを極力減少して建物破
壊を防止する免震化工法が種々開発されている。ところ
で、既存建物に新たに免震装置を設置する免震化工法で
は、既存建物の躯体下部を取り囲むようにピットを形成
する。2. Description of the Related Art In recent years, various seismic isolation construction methods have been developed which have a structure in which the seismic force at the time of earthquake occurrence is not directly transmitted to the building and reduce the shaking of the building as much as possible to prevent the destruction of the building. By the way, in the seismic isolation method of installing a new seismic isolation device in an existing building, a pit is formed so as to surround the lower part of the body of the existing building.
【０００３】従来のピットの構築方法について、図１０
及び図１１を参照して説明する。図１０は、免震化工法
を行う既存建物２を示すものであり、この既存建物２
は、躯体下部２ａから支持地盤４まで達する複数本の支
持杭（以下、既存杭と称する。）６に支持されている。
この既存建物２の免震化工法を行う場合には、先ず、既
存建物２の躯体側壁２ｂを取り囲むように山止め壁８を
埋設する。そして、山止め壁８と躯体側壁２ｂとの間の
土を掘削してドライエリア１０を形成し、躯体下部２ａ
下部の土を掘削してドライエリア１０と連続する地下空
間１２を形成する。そして、地下空間１２の山止め壁８
側の地下地盤に新設の支持杭（以下、新設杭と称す
る。）１４を埋設する。A conventional pit construction method is shown in FIG.
And FIG. 11 will be described. FIG. 10 shows an existing building 2 for which the seismic isolation method is used.
Is supported by a plurality of support piles (hereinafter referred to as existing piles) 6 that reach the support ground 4 from the lower frame body 2a.
When performing the seismic isolation construction method for the existing building 2, first, the mountain retaining wall 8 is embedded so as to surround the side wall 2b of the body of the existing building 2. Then, the soil between the mountain retaining wall 8 and the body side wall 2b is excavated to form the dry area 10, and the body lower portion 2a is formed.
The soil at the bottom is excavated to form an underground space 12 continuous with the dry area 10. And the mountain stop wall 8 of the underground space 12
A new support pile (hereinafter referred to as a new pile) 14 is buried in the underground ground on the side.
【０００４】次いで、図１１に示すように、ドライエリ
ア１０の下部に新設杭１４の上部と一体にフーチング１
６を形成し、躯体側壁２ｂを囲むようにドライエリア１
０内部に擁壁１８を形成する。そして、地下空間１２の
地下地盤上にフーチング１６及び既存杭６に一体化した
耐圧版２０を形成してピット２２を構築する。そして、
耐圧版２０の上面と躯体下部２ａとの間に免震装置２４
を設置した後、既存杭６の杭頭部を切断して基礎下部２
ａと既存杭６との縁を切る。Then, as shown in FIG. 11, the footing 1 is integrally formed with the upper part of the new pile 14 at the lower part of the dry area 10.
6 to form the dry area 1 so as to surround the side wall 2b of the body.
The retaining wall 18 is formed in the inside. Then, the pit 22 is constructed by forming the pressure plate 20 integrated with the footing 16 and the existing pile 6 on the underground ground of the underground space 12. And
A seismic isolation device 24 is provided between the upper surface of the pressure plate 20 and the lower body 2a.
After installing, the pile head of the existing pile 6 is cut and the foundation lower part 2
Cut the edge between a and the existing pile 6.
【０００５】[0005]
【発明が解決しようとする課題】ところで、上記構造の
ピット２２にあっては、フーチング１６の下部に埋設さ
れている新設杭１４が、フーチング１６、擁壁１８及び
耐圧版２０の重量を支持し、擁壁１８に加わる土水圧、
耐圧版２０に加わる水圧をも支持する構造としている
が、図１１に示すように新設杭１４どうしの間隔Ｌが長
いので、耐圧版２０に加わる水圧を確実に支持すること
ができない。そのため、従来のピット２２は、耐圧版２
０の厚さ寸法Ｔを大きく設定し、大重量の耐圧版２０と
することにより水圧に耐え得る構造としている。By the way, in the pit 22 having the above structure, the new pile 14 buried under the footing 16 supports the weight of the footing 16, the retaining wall 18 and the pressure plate 20. , Earth pressure applied to the retaining wall 18,
Although the structure is such that the water pressure applied to the pressure plate 20 is also supported, the water pressure applied to the pressure plate 20 cannot be reliably supported because the distance L between the new piles 14 is long as shown in FIG. Therefore, the conventional pit 22 has
The thickness dimension T of 0 is set to be large and the heavy pressure plate 20 is constructed to withstand water pressure.
【０００６】しかしながら、大重量の耐圧版２０とする
と既存杭６の重量負担が増大してしまうとともに、耐圧
版２０の厚さ寸法Ｔの増大によって地下地盤Ｈの深い地
下空間１２を形成しなければならない。そのため、山止
め壁８を深く埋設しなければならず、また多量の土砂を
掘削しなければならないので、施工期間が大幅に増大し
てしまう。また、耐圧版２０の肉厚寸法Ｔを大きくする
ことにより多量のコンクリートを必要とする。したがっ
て、従来技術は、施工期間の短縮化、施工費用の低減を
図ることが難しい。However, if the heavy-duty pressure plate 20 is used, the weight of the existing piles 6 will be increased, and the thickness dimension T of the pressure plate 20 must be increased to form the deep underground space 12 of the underground ground H. I won't. Therefore, since the mountain retaining wall 8 must be buried deeply and a large amount of earth and sand must be excavated, the construction period will be greatly increased. Moreover, a large amount of concrete is required by increasing the wall thickness dimension T of the pressure plate 20. Therefore, it is difficult for the conventional technology to reduce the construction period and the construction cost.
【０００７】この発明は、上記事情に鑑みてなされたも
のであり、施工期間の短縮化、施工費用の低減を図るこ
とが可能な既存建物の免震ピット構築方法を提供するこ
とを目的とする。The present invention has been made in view of the above circumstances, and it is an object of the present invention to provide a seismic isolation pit construction method for an existing building which can shorten the construction period and the construction cost. .
【０００８】[0008]
【課題を解決するための手段】本発明の請求項１記載の
既存建物の免震ピット構築方法は、既存建物の周囲地盤
を掘削してドライエリアを形成する工程と、前記既存建
物の躯体下部に沿って該躯体下部の直下の地盤を根切り
して前記ドライエリアの下部と連通する地下空間を形成
し、この地下空間に既存杭の上部を露出させる工程と、
前記ドライエリアの下部地盤に新設杭を埋設する工程
と、前記ドライエリアの下部地盤に前記新設杭と一体に
フーチングを形成し、前記ドライエリア内に、躯体側壁
を取り囲む擁壁を前記フーチングの上部と一体に形成す
る工程と、前記地下空間に、前記既存杭との縁を切り、
且つ地下地盤との接触面積を増大させた耐圧版を形成す
るとともに、この耐圧版と前記フーチングとを連結する
工程と、前記既存杭の上部外周に拡径部を一体に形成
し、該拡径部を前記耐圧版の上面に当接させて水圧によ
る前記耐圧版の浮き上がりを防止する工程とを備えた構
築方法である。A method for constructing a seismic isolation pit for an existing building according to claim 1 of the present invention comprises a step of forming a dry area by excavating the ground around the existing building, and a lower part of the skeleton of the existing building. Along with to form an underground space that communicates with the lower part of the dry area by cutting off the ground directly below the skeleton, and exposing the upper part of the existing pile in this underground space,
A step of burying a new pile in the lower ground of the dry area, forming a footing integrally with the new pile in the lower ground of the dry area, and forming a retaining wall surrounding a side wall of the skeleton in the dry area above the footing. And a step of integrally forming with, in the underground space, cut the edge with the existing pile,
In addition to forming a pressure-resistant plate with an increased contact area with the underground ground, a step of connecting the pressure-resistant plate and the footing, and a diameter-expanded portion integrally formed on the outer periphery of the upper portion of the existing pile, A step of abutting a portion on the upper surface of the pressure-resistant plate to prevent the pressure-resistant plate from rising due to water pressure.
【０００９】また、請求項２記載の既存建物の免震ピッ
ト構築方法は、既存建物の周囲地盤を掘削してドライエ
リアを形成する工程と、前記既存建物の躯体下部に沿っ
て該躯体下部の直下の地盤を根切りして前記ドライエリ
アの下部と連通する地下空間を形成し、この地下空間に
既存杭の上部を露出させる工程と、前記ドライエリアの
下部地盤にフーチング用新設杭を埋設するとともに、前
記地下空間の地下地盤に、複数本の耐圧版用新設杭を所
定間隔をあけて埋設する工程と、前記ドライエリアの下
部地盤に前記フーチング用新設杭と一体にフーチングを
形成し、前記ドライエリア内に躯体側壁を取り囲む擁壁
を前記フーチングの上部と一体に形成する工程と、前記
地下空間に、前記既存杭との縁を切り、且つ地下地盤に
埋設された耐圧版用新設杭と一体に耐圧版を形成すると
ともに、この耐圧版と前記フーチングとを連結する工程
とを備えた構築方法である。According to a second aspect of the present invention, there is provided a method of constructing a seismic isolation pit for an existing building, which comprises a step of excavating a ground around the existing building to form a dry area, and a step of forming a dry area on the lower part of the structure along the lower part of the structure. Rooting the ground directly below to form an underground space communicating with the lower part of the dry area, exposing the upper part of the existing pile to this underground space, and burying new footing piles in the lower ground of the dry area Together with the step of burying a plurality of new pressure plate new piles at a predetermined interval in the underground ground of the underground space, and forming footings integrally with the new footing piles in the lower ground of the dry area, A step of integrally forming a retaining wall surrounding a side wall of the skeleton in a dry area with the upper part of the footing, and cutting the edge with the existing pile in the underground space and burying the pressure plate in the underground ground To form a pressure-resistant version new pile integral, a construction method that includes a step of connecting the this-voltage version footing.
【００１０】[0010]
【発明の実施の形態】以下、本発明のピット構築方法の
実施形態について、図面に基づいて説明する。なお、図
１０及び図１１で示した構成と同一構成部分について
は、同一符号を付してその説明を省略する。図１から図
８を参照して第１実施形態について説明する。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the pit construction method of the present invention will be described below with reference to the drawings. The same components as those shown in FIGS. 10 and 11 are designated by the same reference numerals, and the description thereof will be omitted. The first embodiment will be described with reference to FIGS. 1 to 8.
【００１１】先ず、図１に示すように、この既存建物２
の周囲の土中に止水を兼ねた山止め壁８を埋設する。そ
して、この山止め壁８の埋設が完了した後、既存建物２
の躯体側壁２ｂと山止め壁８との間の土を掘削してドラ
イエリア１０を形成するとともに、躯体側壁２ｂ及び山
止め壁８との間に切梁３０を設置する。次いで、ドライ
エリア１８の底部から既存建物２に向かう水平方向に土
を掘削し、既存建物２の躯体下部２ａの直下を根切りし
ていき、躯体下部２ａの下面を天井として水平方向に延
在し、各既存杭６の上部を露出させた地下空間３２を形
成する。この際、山止め壁８側の地下地盤３２ａに対
し、躯体下部２ａの下方に位置する地下地盤３２ｂの深
さが浅くなるように地下空間３２を形成する。First, as shown in FIG. 1, the existing building 2
A mountain stop wall 8 that also serves as a water stop is buried in the soil around the. Then, after the burying of the mountain retaining wall 8 is completed, the existing building 2
The soil between the skeleton side wall 2b and the cliff wall 8 is excavated to form a dry area 10, and a crossbeam 30 is installed between the skeleton side wall 2b and the cliff wall 8. Then, the soil is excavated in the horizontal direction from the bottom of the dry area 18 toward the existing building 2, the root of the existing building 2 is cut directly below the lower part 2a of the existing building 2, and the lower surface of the lower part of the structure 2a is used as a ceiling to extend horizontally. Then, the underground space 32 exposing the upper part of each existing pile 6 is formed. At this time, the underground space 32 is formed so that the depth of the underground ground 32b located below the lower frame body 2a is shallower than that of the underground ground 32a on the mountain retaining wall 8 side.
【００１２】次いで、図２に示すように、山止め壁８側
の地下地盤３２ａに、鉄筋コンクリート製の第１新設杭
３４を埋設する。また、第１新設杭３４より地下地盤３
２ｂ側に、鉄筋コンクリートの第２新設杭３６を埋設す
る。次いで、地下地盤３２ａ上にフーチング用鉄筋を配
筋し、ドライリア１０内部に擁壁用鉄筋を配筋し、地下
地盤３２ｂ上に耐圧版用鉄筋を配筋した後、フーチング
用鉄筋及び擁壁用鉄筋へのコンクリート打設により、図
３に示すように、地下地盤３２ａ上に第１新設杭３４及
び第２新設杭３６と一体化したフーチング３８を形成
し、ドライエリア１０内に擁壁４０を形成する。そし
て、フーチング３８及び擁壁４０が完全に固化した後、
耐圧版用鉄筋にコンクリートを打設し、地下地盤３２ｂ
上に厚さ寸法Ｔ1 の小さい耐圧版４２を形成する。Then, as shown in FIG. 2, the first new pile 34 made of reinforced concrete is buried in the underground ground 32a on the mountain retaining wall 8 side. In addition, from the first new pile 34 to the underground ground 3
The second new pile 36 of reinforced concrete is buried on the 2b side. Next, the reinforcing bars for footing are laid on the underground ground 32a, the reinforcing bars for the retaining wall are reinforced inside the dry rear 10, and the reinforcing bars for the pressure plate are laid on the underground ground 32b, and then the reinforcing bars for the footing and the retaining wall. By placing concrete on the reinforcing bar, as shown in FIG. 3, a footing 38 integrated with the first new pile 34 and the second new pile 36 is formed on the underground soil 32a, and a retaining wall 40 is formed in the dry area 10. Form. Then, after the footing 38 and the retaining wall 40 are completely solidified,
Concrete is placed on the reinforcing bar for pressure plate, and the underground ground 32b
A pressure resistant plate 42 having a small thickness T 1 is formed on the upper surface.
【００１３】ここで、図４は、図３における符号Ａの丸
印部分の詳細構造を示すものである。図中符号３８ａ、
３８ｂはフーチング用鉄筋、符号４２ａ、４２ｂは耐圧
版用鉄筋を示しており、これら鉄筋のうち、フーチング
用鉄筋３８ａ及び耐圧版用鉄筋４２ａは、予め、ねじ継
手やスリーブ継手等の継手手段により接続されている。Here, FIG. 4 shows a detailed structure of a circled portion indicated by reference numeral A in FIG. Reference numeral 38a,
Reference numeral 38b indicates a reinforcing bar for footing, and reference numerals 42a and 42b indicate reinforcing bars for a pressure plate. Among these reinforcing bars, the reinforcing bar for footing 38a and the reinforcing bar for a pressure plate 42a are connected in advance by a joint means such as a screw joint or a sleeve joint. Has been done.
【００１４】また、図５は、図３における符号Ｂの丸印
部分の詳細構造を示すものであり、耐圧版４２への既存
杭６の貫通部に、例えば剛性ゴム等からなる弾性変形可
能なリング状の絶縁材４４が外嵌されている。また、図
３の符号Ｃで示す楕円印部分も図５と同様の構造であ
り、即ち、フーチング３８への既存杭６の貫通部に、絶
縁材４４が外嵌されている。FIG. 5 shows the detailed structure of the circled portion B in FIG. 3, in which the penetrating portion of the existing pile 6 into the pressure plate 42 is elastically deformable, for example, made of rigid rubber or the like. A ring-shaped insulating material 44 is externally fitted. In addition, the elliptical mark portion indicated by reference numeral C in FIG. 3 has the same structure as that in FIG. 5, that is, the insulating material 44 is externally fitted to the penetrating portion of the existing pile 6 into the footing 38.
【００１５】次いで、図６に示すように、フーチング３
８及び耐圧版４２の上面に、既存杭６と一体化した拡径
部４６を形成する。すなわち、図７に、耐圧版４２上に
形成した拡径部４６を示すと、既存杭６の外周面にケミ
カルアンカー施工、即ち、既存杭６に複数の穴を開け、
これらの穴に樹脂や硬化促進剤などとともに複数本のア
ンカー筋４６ａを挿入して固定する。そして、既存杭６
の外周に、アンカー筋４６ａと接続した鉄筋４６ｂ、４
６ｃを配筋する。そして、これら鉄筋４６ｂ、４６ｃに
コンクリートを打設することにより、既存杭６より外径
が拡大し、耐圧版４２の上面に当接した拡径部４６が形
成される。Next, as shown in FIG. 6, footing 3
8 and the upper surface of the pressure plate 42, the expanded diameter portion 46 integrated with the existing pile 6 is formed. That is, FIG. 7 shows the expanded diameter portion 46 formed on the pressure resistant plate 42. When chemical anchoring is performed on the outer peripheral surface of the existing pile 6, that is, a plurality of holes are formed in the existing pile 6,
A plurality of anchor streaks 46a are inserted and fixed in these holes together with a resin and a curing accelerator. And existing pile 6
Reinforcing bars 46b, 4 connected to anchor bar 46a
Arrange 6c. Then, by placing concrete on these reinforcing bars 46b and 46c, the outer diameter is expanded from the existing pile 6, and the expanded diameter portion 46 that is in contact with the upper surface of the pressure plate 42 is formed.
【００１６】次いで、図示しないが耐圧版４２と躯体下
部２ａとの間に油圧ジャッキを設置して既存建物２の鉛
直荷重を支持する。そして、各拡径部４６から躯体下部
２ａまで延在している既存杭６の先端部を解体してい
き、図８に示すように、拡径部４６と躯体下部２ａとの
間に免震装置４８を設置する。この免震装置４８は、例
えば複数枚の鋼板及びゴムシートを交互に貼り合わせて
柱状に形成したアイソレータが採用されている。Next, although not shown, a hydraulic jack is installed between the pressure plate 42 and the lower part of the frame 2a to support the vertical load of the existing building 2. Then, the tip end portion of the existing pile 6 extending from each expanded diameter portion 46 to the lower body portion 2a is disassembled, and as shown in FIG. 8, seismic isolation is performed between the expanded diameter portion 46 and the lower body portion 2a. The device 48 is installed. The seismic isolation device 48 employs, for example, an isolator in which a plurality of steel plates and rubber sheets are alternately laminated to form a columnar shape.
【００１７】そして、前述した油圧ジャッキによる既存
建物２の支持を解除していき、既存建物２の鉛直荷重
を、免震装置４８を介して既存杭６に導入していく。こ
れにより、既存建物２の躯体下部２ａを取り囲み、免震
装置４８を設置したピット５０が構築され、地震発生時
に地震力が既存杭６に伝達しても、擁壁４０内で既存建
物２が水平方向の変位動作を行いながら免震装置４８が
地震力を吸収し、既存建物２の揺れを極力減少する。Then, the support of the existing building 2 by the above-mentioned hydraulic jack is released, and the vertical load of the existing building 2 is introduced into the existing pile 6 via the seismic isolation device 48. As a result, a pit 50 surrounding the lower part of the body 2a of the existing building 2 and having the seismic isolation device 48 installed is constructed. Even if seismic force is transmitted to the existing piles 6 when an earthquake occurs, the existing building 2 is retained within the retaining wall 40. The seismic isolation device 48 absorbs the seismic force while performing the displacement operation in the horizontal direction, and reduces the shaking of the existing building 2 as much as possible.
【００１８】したがって、本実施形態は、以下に示す作
用効果を得ることができる。すなわち、本実施形態のピ
ット５０は、耐圧版４２を貫通する既存杭６の貫通部に
絶縁材４４を外嵌して耐圧版４２と既存杭６との縁が切
られており、耐圧版４２の重量を地下地盤３２ｂが直接
支持するので、第２新設杭３６が受ける支持力を低減す
ることができ、既存杭６の重量負担が増大しない。Therefore, this embodiment can obtain the following operational effects. That is, in the pit 50 of the present embodiment, the insulating material 44 is externally fitted to the penetrating portion of the existing pile 6 penetrating the pressure plate 42 to cut the edges of the pressure plate 42 and the existing pile 6. Since the weight of No. 2 is directly supported by the underground soil 32b, the supporting force received by the second new pile 36 can be reduced, and the weight burden on the existing pile 6 does not increase.
【００１９】そして、山止め壁８側に埋設された第１新
設杭３４が、擁壁４０及びフーチング３８の重量を支持
し、第２新設杭３６が、擁壁４０に加わる土水圧とフー
チング３８の重量を支持する。また、耐圧版４２の下面
側から水圧が加わっても（図８の符号Ｐ1 で示す矢
印）、既存杭６の上部に一体形成した拡径部４６が耐圧
版４２の上面と当接し、耐圧版４２の浮き上がりが防止
されるので、軽量の耐圧版４２、すなわち耐圧版４２の
厚さＴ1 を小さく設定することができる。これにより、
地下地盤３２ｂが浅い地下空間３２となり、山止め壁８
をさほど深い位置まで埋設しなくともよく、また掘削土
量を少量とすることができる。また、少量のコンクリー
トで耐圧版４２を形成することができる。したがって、
本実施形態は、施工期間の短縮化、施工費用の低減を図
ることができる。The first new pile 34 buried on the side of the retaining wall 8 supports the weight of the retaining wall 40 and the footing 38, and the second new pile 36 applies the earth pressure and the footing 38 to the retaining wall 40. Support the weight of. Further, even if water pressure is applied from the lower surface side of the pressure plate 42 (arrow indicated by symbol P 1 in FIG. 8), the enlarged diameter portion 46 integrally formed on the upper portion of the existing pile 6 contacts the upper surface of the pressure plate 42, and Since the plate 42 is prevented from rising, the lightweight pressure-resistant plate 42, that is, the thickness T 1 of the pressure-resistant plate 42 can be set small. This allows
The underground ground 32b becomes a shallow underground space 32, and the mountain retaining wall 8
Does not have to be buried to a deeper position, and the amount of excavated soil can be reduced. Further, the pressure plate 42 can be formed with a small amount of concrete. Therefore,
This embodiment can shorten the construction period and the construction cost.
【００２０】次に、図９に示すものは、本発明の第２実
施形態を示すものであり、図１から図８で示した第１実
施形態と同一構成部分には、同一符号を付してその説明
を省略する。本実施形態では、地下空間３２を形成した
後、耐圧版が形成される地下地盤の全域に、所定間隔を
あけて複数本の耐圧版用新設杭５２を埋設しておく。そ
して、これら耐圧版用新設杭５２の上端部と一体化され
た耐圧版５４を形成する。Next, FIG. 9 shows a second embodiment of the present invention. The same components as those of the first embodiment shown in FIGS. 1 to 8 are designated by the same reference numerals. And its description is omitted. In the present embodiment, after the underground space 32 is formed, a plurality of new pressure-resistant plate piles 52 are buried at predetermined intervals over the entire area of the underground ground where the pressure-resistant plates are formed. Then, a pressure plate 54 integrated with the upper ends of the new pressure plate piles 52 is formed.
【００２１】ここで、図中符号Ｂで示す丸印部分は、第
１実施形態と同様に、耐圧版５４への既存杭６の貫通部
に、例えば剛性ゴム等からなる弾性変形可能なリング状
の絶縁材４４が外嵌されている。また、本実施形態で
は、既存杭６の上部に拡径部４６を形成しない。上記構
造によると、耐圧版５４を貫通する既存杭６の貫通部に
絶縁材４４を外嵌して耐圧版５４と既存杭６との縁が切
られ、耐圧版５４の重量を耐圧版用新設杭５２が支持す
るので、既存杭６が受ける支持力を低減することができ
る。Here, as in the first embodiment, the circled portion indicated by reference symbol B in the drawing is an elastically deformable ring-shaped member made of, for example, rigid rubber, in the penetrating portion of the existing pile 6 into the pressure plate 54. Insulation material 44 is externally fitted. Further, in the present embodiment, the expanded diameter portion 46 is not formed on the upper portion of the existing pile 6. According to the above structure, the insulating material 44 is fitted on the penetrating portion of the existing pile 6 penetrating the pressure plate 54 to cut the edges of the pressure plate 54 and the existing pile 6, and the weight of the pressure plate 54 is newly provided for the pressure plate. Since the piles 52 support, the supporting force received by the existing piles 6 can be reduced.
【００２２】また、耐圧版５４の下面側から水圧Ｐ2 が
加わっても、耐圧版５４に一体化されて埋設されている
耐圧版用新設杭５２が耐圧版５４の浮き上がりが防止さ
れるので、耐圧版の軽量化を図ることができ、耐圧版５
４の厚さＴ2 を小さく設定することができる。これによ
り、第１実施形態と同様に、地下地盤が浅い地下空間３
２となり、山止め壁８をさほど深い位置まで埋設しなく
ともよく、また掘削土量を少量とすることができる。ま
た、少量のコンクリートで耐圧版５４を形成することが
できるので、施工期間の短縮化、施工費用の低減を図る
ことができる。Further, even if the water pressure P 2 is applied from the lower surface side of the pressure plate 54, the new pressure plate piles 52 integrated and embedded in the pressure plate 54 prevent the pressure plate 54 from rising. The pressure plate can be made lighter, and the pressure plate 5
The thickness T 2 of 4 can be set small. As a result, as in the first embodiment, the underground space 3 having a shallow underground ground
2, it is not necessary to bury the mountain retaining wall 8 to a deep position, and the amount of excavated soil can be reduced. Further, since the pressure plate 54 can be formed with a small amount of concrete, it is possible to shorten the construction period and the construction cost.
【００２３】なお、第１及び第２実施形態では、既存杭
６の上部と躯体下部２ａとの間に免震装置４８を設置し
たが、これに限るものではなく、耐圧版４２、５４の上
面と躯体下部２ａとの間に免震装置４８を設置してもよ
い。また、各実施形態では、ドライエリア１０を形成す
るために既存建物２の周囲の土中に山止め壁８を埋設し
たが、本発明の要旨がこれに限るものではなく、例えば
山止め壁８に替えてＴＵＤ杭（壁状杭）を埋設し、この
ＴＵＤ杭を擁壁の一部の構造体としてもよい。In the first and second embodiments, the seismic isolation device 48 is installed between the upper part of the existing pile 6 and the lower part 2a of the skeleton, but the invention is not limited to this. The seismic isolation device 48 may be installed between the lower body 2a and the lower body 2a. Further, in each of the embodiments, the mountain retaining wall 8 is embedded in the soil around the existing building 2 in order to form the dry area 10, but the gist of the present invention is not limited to this, and for example, the mountain retaining wall 8 is used. Alternatively, a TUD pile (wall-shaped pile) may be embedded, and this TUD pile may be used as a part of the retaining wall structure.
【００２４】また、上記実施形態では、既存建物２の躯
体下部２ａが平坦形状であることを前提として説明した
が、例えば凹凸の底面を有する躯体下部が形成されてい
る場合には、その躯体下部の凹凸の底面直下の地盤を根
切りして地下空間を形成する。In the above embodiment, the lower part 2a of the skeleton of the existing building 2 has been described as a flat shape. However, in the case where a lower part of the skeleton having an uneven bottom surface is formed, the lower part of the skeleton is formed. The ground beneath the bottom of the uneven surface is cut off to form an underground space.
【００２５】[0025]
【発明の効果】以上説明したように、請求項１記載の既
存建物の免震ピット構築方法によると、既存杭は耐圧版
と縁が切られて貫通しており、耐圧版の重量は地下地盤
が直接支持するので、新設杭が受ける支持力を低減する
ことができ、既存杭の重量負担を増大させない。As described above, according to the method for constructing a seismic isolation pit for an existing building according to claim 1, the existing pile penetrates the pressure-resistant plate with its edge cut, and the weight of the pressure-resistant plate is the underground ground. Since it directly supports the new pile, it is possible to reduce the support force received by the new pile, and the weight load of the existing pile is not increased.
【００２６】そして、耐圧版の下面側から水圧が加わっ
ても、既存杭の上部に一体に形成した拡径部が耐圧版の
浮き上がりを防止するので、軽量の耐圧版、すなわち耐
圧版の厚さを薄く設定することができる。これにより、
地下地盤の深度が浅い小空間の地下空間を形成すればよ
いので、掘削土量が少量となる。また、厚さの薄い耐圧
版を形成すればよいので、コンクリートの使用量が減少
する。したがって、本発明は、施工期間の短縮化、施工
費用の低減化を図ることができる。Further, even if water pressure is applied from the lower surface side of the pressure plate, the expanded portion integrally formed on the upper part of the existing pile prevents the pressure plate from rising, so that the pressure plate is lightweight, that is, the thickness of the pressure plate. Can be set thin. This allows
The amount of excavated soil is small because it is only necessary to form a small underground space with a shallow depth of underground ground. Further, since it is only necessary to form a pressure plate having a small thickness, the amount of concrete used is reduced. Therefore, the present invention can shorten the construction period and the construction cost.
【００２７】また、請求項２記載の既存建物の免震ピッ
ト構築方法によると、既存杭は耐圧版と縁が切られてお
り、耐圧版の重量は、複数本の耐圧版用新設杭が支持し
ているので、既存杭の重量負担を増大させない。そし
て、耐圧版の下面側から水圧が加わっても、地盤に埋設
されている耐圧版用新設杭が耐圧版の浮き上がりを防止
するので、軽量の耐圧版、すなわち耐圧版の厚さを薄く
設定することができる。これにより、請求項１記載の効
果と同様に、施工期間の短縮化、施工費用の低減化を図
ることが可能な既存建物の免震ピット構築方法を提供す
ることができる。According to the method for constructing a seismic isolation pit for an existing building according to claim 2, the existing pile is cut off from the pressure plate, and the weight of the pressure plate is supported by a plurality of new piles for pressure plates. Therefore, it does not increase the weight burden of the existing piles. And even if water pressure is applied from the lower surface side of the pressure plate, the new pressure plate sill buried in the ground prevents the pressure plate from rising, so the thickness of the light pressure plate, that is, the thickness of the pressure plate is set thin. be able to. As a result, similar to the effect of the first aspect, it is possible to provide a seismic isolation pit construction method for an existing building, which can shorten the construction period and the construction cost.
【図１】本発明において既存建物の周囲にドライエリア
及び地下空間を形成した状態を示す図である。FIG. 1 is a view showing a state in which a dry area and an underground space are formed around an existing building in the present invention.
【図２】本発明の第１実施形態においてドライエリアの
地下地盤に新設杭を埋設した状態を示す図である。FIG. 2 is a diagram showing a state in which a new pile is buried in the underground ground in the dry area in the first embodiment of the present invention.
【図３】第１実施形態においてフーチング、擁壁及び耐
圧版を形成した状態を示す図である。FIG. 3 is a view showing a state in which a footing, a retaining wall and a pressure plate are formed in the first embodiment.
【図４】フーチング及び耐圧版の連結部の構造を示した
図である。FIG. 4 is a diagram showing a structure of a connecting portion of a footing and a pressure plate.
【図５】耐圧版と縁を切った状態で貫通している既存杭
の構造を示した図である。FIG. 5 is a view showing the structure of an existing pile that penetrates the pressure plate with its edge cut.
【図６】既存杭の上部に拡径部を一体に形成した状態を
示す図である。FIG. 6 is a view showing a state in which a diameter-expanded portion is integrally formed on an upper portion of an existing pile.
【図７】拡径部の構造を具体的に示した図である。FIG. 7 is a diagram specifically showing the structure of the expanded diameter portion.
【図８】第１実施形態のピットに免震装置を設置した状
態を示す図である。FIG. 8 is a diagram showing a state where a seismic isolation device is installed in the pit of the first embodiment.
【図９】第２実施形態のピットに免震装置を設置した状
態を示す図である。FIG. 9 is a view showing a state in which a seismic isolation device is installed in a pit according to the second embodiment.
【図１０】従来の免震ピットの構築方法において既存建
物の周囲にドライエリア及び地下空間を形成した状態を
示す図である。FIG. 10 is a diagram showing a state where a dry area and an underground space are formed around an existing building in a conventional seismic isolation pit construction method.
【図１１】従来の免震ピットの構造を示す図である。FIG. 11 is a diagram showing a structure of a conventional seismic isolation pit.
２ 既存建物 ２ａ 躯体下部 ２ｂ 躯体側壁 ６ 既存杭 １０ ドライエリア ３２ 地下空間 ３２ａ、３２ｂ 地下地盤 ３４ 新設杭（フーチング用新設杭） ３６ 新設杭 ３８ フーチング ４０ 擁壁 ４２、５４ 耐圧版 ４６ 拡径部 ４８ 免震装置 ５０ ピット ５２ 耐圧版用新設杭 2 Existing building 2a Lower part of the body 2b Body side wall 6 existing piles 10 dry area 32 underground space 32a, 32b underground ground 34 New pile (new pile for footing) 36 new pile 38 Footing 40 retaining wall 42, 54 pressure resistant version 46 Expanding part 48 seismic isolation device 50 pits 52 New pile for pressure plate
───────────────────────────────────────────────────── フロントページの続き (58)調査した分野(Int.Cl.7，ＤＢ名) E02D 27/34 E04G 23/00 - 23/08 ─────────────────────────────────────────────────── ─── Continuation of the front page (58) Fields surveyed (Int.Cl. 7 , DB name) E02D 27/34 E04G 23/00-23/08
Claims (2)
際し、前記既存建物の躯体下部及び躯体側壁を取り囲む
ように免震ピットを構築する方法であって、 前記既存建物の周囲地盤を掘削してドライエリアを形成
する工程と、 前記既存建物の躯体下部に沿って該躯体下部の直下の地
盤を根切りして前記ドライエリアの下部と連通する地下
空間を形成し、この地下空間に既存杭の上部を露出させ
る工程と、 前記ドライエリアの下側の地盤に新設杭を埋設する工程
と、 前記ドライエリアの下側の地盤に前記新設杭と一体にフ
ーチングを形成し、前記ドライエリア内に、躯体側壁を
取り囲む擁壁を前記フーチングの上部と一体に形成する
工程と、 前記地下空間に、前記既存杭との縁を切り、且つ地下地
盤との接触面積を増大させた耐圧版を形成するととも
に、この耐圧版と前記フーチングとを連結する工程と、 前記既存杭の上部外周に拡径部を一体に形成し、該拡径
部を前記耐圧版の上面に当接させて水圧による前記耐圧
版の浮き上がりを防止する工程と、を備えたことを特徴
とする既存建物の免震ピット構築方法。1. A method of constructing a seismic isolation pit so as to surround a lower part of a body and a side wall of a body of the existing building when a seismic isolation device is newly installed in the existing building, which comprises excavating a ground around the existing building. And forming a dry area, and along the lower part of the frame of the existing building, roots the ground directly below the lower part of the structure to form an underground space communicating with the lower part of the dry area, and existing in this underground space Exposing the upper part of the pile, embedding a new pile in the ground below the dry area, forming footing integrally with the new pile in the ground below the dry area, in the dry area The step of integrally forming a retaining wall surrounding the side wall of the body with the upper part of the footing, and forming a pressure plate in the underground space by cutting the edge with the existing pile and increasing the contact area with the underground ground. You Along with the step of connecting the pressure plate and the footing, a diameter-expanded portion is integrally formed on the outer periphery of the upper part of the existing pile, and the pressure-expansion portion is brought into contact with the upper surface of the pressure plate to cause the pressure resistance by water pressure. A method for constructing a seismic isolation pit for an existing building, which comprises a step of preventing the plate from rising.
際し、前記既存建物の躯体下部及び躯体側壁を取り囲む
ように免震ピットを構築する方法であって、 前記既存建物の周囲地盤を掘削してドライエリアを形成
する工程と、 前記既存建物の躯体下部に沿って該躯体下部の直下の地
盤を根切りして前記ドライエリアの下部と連通する地下
空間を形成し、この地下空間に既存杭の上部を露出させ
る工程と、 前記ドライエリアの下側の地盤にフーチング用新設杭を
埋設するとともに、前記地下空間の地下地盤に、複数本
の耐圧版用新設杭を所定間隔をあけて埋設する工程と、 前記ドライエリアの下部地盤に前記フーチング用新設杭
と一体にフーチングを形成し、前記ドライエリア内に、
躯体側壁を取り囲む擁壁を前記フーチングの上部と一体
に形成する工程と、 前記地下空間に、前記既存杭との縁を切り、且つ地下地
盤に埋設された耐圧版用新設杭と一体に耐圧版を形成す
るとともに、この耐圧版と前記フーチングとを連結する
工程と、を備えたことを特徴とする既存建物の免震ピッ
ト構築方法。2. A method of constructing a seismic isolation pit so as to surround a lower part of a body and a side wall of a body of the existing building when a seismic isolation device is newly installed in the existing building. And forming a dry area, and along the lower part of the frame of the existing building, roots the ground directly below the lower part of the structure to form an underground space communicating with the lower part of the dry area, and existing in this underground space The step of exposing the upper part of the pile, and burying new footing piles in the ground below the dry area, and burying a plurality of new pressure piles at a predetermined interval in the underground ground of the underground space. And the step of forming a footing integrally with the new footing pile on the lower ground of the dry area, in the dry area,
A step of integrally forming a retaining wall surrounding a side wall of the body with the upper portion of the footing, cutting an edge with the existing pile in the underground space, and integrally forming a pressure plate with a new pressure plate for a pressure plate embedded in the underground ground And a step of connecting the pressure resistant plate and the footing together with each other, and a method for constructing a seismic isolation pit for an existing building.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP34380495A JP3534928B2 (en) | 1995-12-28 | 1995-12-28 | Construction method of seismic isolation pit for existing building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP34380495A JP3534928B2 (en) | 1995-12-28 | 1995-12-28 | Construction method of seismic isolation pit for existing building |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH09184144A JPH09184144A (en) | 1997-07-15 |
| JP3534928B2 true JP3534928B2 (en) | 2004-06-07 |
Family
ID=18364368
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP34380495A Expired - Lifetime JP3534928B2 (en) | 1995-12-28 | 1995-12-28 | Construction method of seismic isolation pit for existing building |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3534928B2 (en) |
Families Citing this family (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4558145B2 (en) * | 2000-06-12 | 2010-10-06 | 株式会社竹中工務店 | Seismic isolation method for existing buildings |
| JP3515567B1 (en) * | 2002-10-02 | 2004-04-05 | 幸武 塩井 | Seismic reinforcement structure of structures |
| JP4546357B2 (en) * | 2005-09-01 | 2010-09-15 | 株式会社竹中工務店 | A method to renovate the underfloor part of the projecting frame of an existing structure |
| JP4762877B2 (en) * | 2006-12-15 | 2011-08-31 | 株式会社竹中工務店 | Reinforcing existing foundation |
| JP4968676B2 (en) * | 2007-05-14 | 2012-07-04 | 清水建設株式会社 | Pile foundation reinforcement method using increased piles |
| JP5074152B2 (en) * | 2007-10-26 | 2012-11-14 | 株式会社竹中工務店 | Foundation structure |
| EE00970U1 (en) * | 2009-03-31 | 2010-10-15 | As Amhold | The method of constructing a building under the architectural “flattening |
| JP5535778B2 (en) * | 2010-06-10 | 2014-07-02 | 株式会社竹中工務店 | Structure support structure and method for constructing structure support structure |
| JP5854506B2 (en) * | 2011-06-29 | 2016-02-09 | 株式会社竹中工務店 | How to change the basic form of an existing building |
| JP5975892B2 (en) * | 2013-01-25 | 2016-08-23 | 大成建設株式会社 | Ground liquefaction countermeasure structure by structure load and seismic isolation device |
-
1995
- 1995-12-28 JP JP34380495A patent/JP3534928B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPH09184144A (en) | 1997-07-15 |
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