JP6655936B2 - Construction method of structure - Google Patents
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- JP6655936B2 JP6655936B2 JP2015199092A JP2015199092A JP6655936B2 JP 6655936 B2 JP6655936 B2 JP 6655936B2 JP 2015199092 A JP2015199092 A JP 2015199092A JP 2015199092 A JP2015199092 A JP 2015199092A JP 6655936 B2 JP6655936 B2 JP 6655936B2
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Description
本発明は、構造物の施工方法に関する。 The present invention relates to a method for constructing a structure.
併設される低層構造物及び高層構造物の基礎同士を上下方向に相対変位可能に連結し、低層構造物の基礎に対して高層構造物の基礎を沈下（自然沈下）させる連結部材がある（例えば、特許文献１参照）。 There is a connecting member that connects the foundations of the low-rise structure and the high-rise structure that are provided together so that the foundations of the high-rise structure can be relatively displaced in the vertical direction, and that sinks the foundation of the high-rise structure (natural settlement) with respect to the foundation of the low-rise structure (eg And Patent Document 1).
また、高さが異なる低層部及び高層部を有する上部構造体の施工方法であって、低層部と高層部とに亘る基礎梁にスリットを形成し、基礎梁の低層部側に対して高層部側を沈下させた後、スリットにコンクリートを後打ちして基礎梁を連結する方法がある（例えば、特許文献２参照）。 Also, a method for constructing an upper structure having a low-rise portion and a high-rise portion having different heights, wherein a slit is formed in a foundation beam extending between the low-rise portion and the high-rise portion, and a high-rise portion is formed on the low-rise portion side of the foundation beam. After sinking the side, there is a method of connecting a foundation beam by post-casting concrete into a slit (for example, see Patent Document 2).
ところで、低層部及び高層部を有する上部構造体を施工する際には、高層部の施工が進むに従って上部構造体の低層部側に対して高層部側が沈下する場合がある。この場合、上部構造体における低層部と高層部との境界部に応力（曲げ応力）が発生し、当該境界部が破損等する可能性がある。 By the way, when constructing an upper structure having a low-rise section and a high-rise section, as the construction of the high-rise section progresses, the high-rise section may sink with respect to the low-rise section of the upper structure. In this case, stress (bending stress) is generated at the boundary between the low-rise section and the high-rise section in the upper structure, and the boundary may be damaged.
本発明は、上記の事実を考慮し、上部構造体の低層部側に対する高層部側の沈下に伴って、上部構造体に発生する応力を低減することを目的とする。 The present invention has been made in consideration of the above-described circumstances, and has as its object to reduce the stress generated in an upper structure as a result of the lowering of the upper structure from the lower portion of the upper structure.
第１態様に係る構造物の施工方法は、低層部と、前記低層部と接合されるとともに該低層部よりも高さが高い高層部と、を有する上部構造体を、下部構造体の上に構築する構造物の施工方法であって、前記下部構造体に支持された前記高層部の施工が進むに従って、前記下部構造体に対して前記低層部を支持するジャッキを下げる。 The method for constructing a structure according to the first aspect includes an upper structure having a low-rise portion and a high-rise portion joined to the low-rise portion and having a height higher than the low-rise portion. A method of constructing a structure to be constructed, wherein as the construction of the high-rise portion supported by the lower structure progresses, a jack supporting the low-rise portion with respect to the lower structure is lowered.
第１態様に係る構造物の施工方法によれば、低層部及び高層部を有する上部構造体を下部構造体の上に構築する。この際、高層部の施工が進むに従って、上部構造体の低層部側に対して高層部側が沈下する場合がある。この場合、上部構造体における低層部と高層部との境界部に応力（曲げ応力）が発生し、当該境界部が破損等する可能性がある。 According to the construction method for a structure according to the first aspect , an upper structure having a low-rise portion and a high-rise portion is constructed on a lower structure. At this time, as the construction of the high-rise section progresses, the high-rise section side may sink relative to the low-rise section side of the upper structure. In this case, stress (bending stress) is generated at the boundary between the low-rise section and the high-rise section in the upper structure, and the boundary may be damaged.
この対策として本発明では、下部構造体に支持された高層部の施工が進むに従って、下部構造体に対して低層部を支持するジャッキを下げる（ジャッキダウン）。これにより、上部構造体の低層部側の沈下量を高層部側の沈下量に合わせることができる。換言すると、下部構造体に対して低層部を支持するジャッキを下げることにより、上部構造体の低層部側に対する高層部側の沈下量を減少させることができる。したがって、上部構造体における低層部と高層部との境界部に発生する応力を低減することができる。 As a countermeasure against this, in the present invention, as the construction of the high section supported by the lower structure proceeds, the jack supporting the low section with respect to the lower structure is lowered (jack down). Thereby, the amount of settlement on the lower layer side of the upper structure can be adjusted to the amount of settlement on the higher layer side. In other words, by lowering the jack that supports the lower structure with respect to the lower structure, the amount of settlement of the upper structure with respect to the lower structure with respect to the lower structure can be reduced. Therefore, it is possible to reduce the stress generated at the boundary between the low-rise section and the high-rise section in the upper structure.
第２態様に係る構造物の施工方法は、第１態様に係る構造物の施工方法において、前記下部構造体は、平面視にて、前記低層部側と前記高層部側との境界部に沿って延びる後打ち帯を有し、前記上部構造体は、平面視にて、前記後打ち帯を横切って前記低層部と前記高層部とに亘るとともに、前記低層部側が前記ジャッキで支持される水平部材を有し、前記水平部材の前記低層部側に対する前記高層部側の沈下量が所定値以上になった場合に、前記ジャッキを下げる。 The construction method of a structure according to a second aspect is the construction method of the structure according to the first aspect , wherein the lower structure extends along a boundary between the low-rise portion side and the high-rise portion side in a plan view. The upper structure extends in a plan view across the lower stratum and the higher stratum across the post striation, and the lower stratum side is supported by the jack. The jack is lowered when a settling amount of the horizontal member on the high-rise portion side with respect to the low-rise portion portion becomes equal to or more than a predetermined value.
第２態様に係る構造物の施工方法によれば、下部構造体は、平面視にて、低層部側と高層部側との境界部に沿って延びる後打ち帯を有する。この場合、高層部の施工が進むに従って、後打ち帯を境に下部構造体の低層部側に対して高層部側が沈下する。この際、後打ち帯が変形等することにより、下部構造体における低層部側と高層部側との境界部に発生する応力（曲げ応力）が低減される。 According to the method for constructing a structure according to the second aspect , the lower structure has a post-strike that extends along a boundary between the low-rise portion side and the high-rise portion side in plan view. In this case, as the construction of the high-rise part progresses, the high-rise part side sinks with respect to the low-rise part side of the lower structure at the post-strike zone. At this time, stress (bending stress) generated at the boundary portion between the lower layer portion side and the higher layer portion side of the lower structure due to deformation of the post-implanted band is reduced.
一方、上部構造体は、平面視にて、後打ち帯を横切って低層部と高層部とに亘る水平部材を有する。この場合、高層部の施工が進むに従って、水平部材における低層部側に対して高層部側が沈下する。また、水平部材の高層部側は、下部構造体の高層部側に支持される。この下部構造体の高層部側は、前述したように、高層部の施工が進むに従って下部構造体の低層部側に対して沈下する。したがって、水平部材の高層部側の沈下量は、下部構造体の高層部側の沈下量に応じて増加する。そのため、水平部材の低層部に対する高層部の沈下量が大きくなり、水平部材における低層部側と高層部側との境界部に発生する応力が過大になる可能性がある。 On the other hand, the upper structure has, in plan view, a horizontal member that extends across the low-rise portion and the high-rise portion across the post-strike zone. In this case, as the construction of the high-rise section progresses, the high-rise section side sinks relative to the low-rise section side of the horizontal member. Also, the high-rise portion side of the horizontal member is supported by the high-rise portion side of the lower structure. As described above, the high-rise portion of the lower structure sinks with respect to the low-rise portion of the lower structure as the construction of the high-rise portion progresses. Therefore, the amount of settlement of the horizontal member on the high part side increases according to the amount of settlement on the high part side of the lower structure. Therefore, the amount of settlement of the high-rise portion relative to the low-rise portion of the horizontal member becomes large, and the stress generated at the boundary between the low-rise portion side and the high-rise portion side in the horizontal member may become excessive.
この対策として本発明では、水平部材の低層部側に対する高層部側の沈下量が所定値以上になった場合に、下部構造体に対して水平部材の低層部側を支持するジャッキを下げる。これにより、水平部材の低層部側の沈下量を高層部側の沈下量に合わせることができる。したがって、水平部材における低層部と高層部との境界部に発生する応力が低減される。 As a countermeasure against this, in the present invention, when the amount of settlement of the horizontal member on the high part side with respect to the low part part becomes a predetermined value or more, the jack supporting the low member part side of the horizontal member with respect to the lower structure is lowered. Thus, the amount of settlement of the horizontal member on the lower layer side can be adjusted to the amount of settlement on the higher layer side. Therefore, the stress generated at the boundary between the low-rise section and the high-rise section in the horizontal member is reduced.
このように本発明では、後打ち帯によって下部構造体に発生する応力を低減しつつ、水平部材における低層部側と高層部側との境界部に発生する応力を低減することができる。 As described above, according to the present invention, it is possible to reduce the stress generated at the boundary between the low-rise portion and the high-rise portion in the horizontal member while reducing the stress generated in the lower structure due to the post-imprinting belt.
第３態様に係る構造物の施工方法は、第１態様又は第２態様に係る構造物の施工方法において、前記ジャッキを下げる前に、前記低層部に該低層部と前記下部構造体との間に配置された免震装置の上部を接合し、前記ジャッキを下げた後に、前記免震装置の下にコンクリートを打設して該免震装置の下部を前記下部構造体に接合する。 The method of constructing a structure according to the third aspect is the method of constructing a structure according to the first aspect or the second aspect , wherein the lower portion is provided between the lower portion and the lower structure before the jack is lowered. After the upper part of the seismic isolation device arranged in the above is joined and the jack is lowered, concrete is poured under the seismic isolation device to join the lower part of the seismic isolation device to the lower structure.
第３態様に係る構造物の施工方法によれば、上部構造体の低層部を支持するジャッキを下げる前に、当該低層部に免震装置の上部を接合する。次に、上部構造体の高層部の施工が進むに従って、下部構造体に対して低層部を支持するジャッキを下げる。これにより、上部構造体の低層部側の沈下量を高層部側の沈下量に合わせることができる。その後、免震装置の下にコンクリートを打設して当該免震装置の下部を下部構造体に接合する。これにより、上部構造体の低層部が免震装置を介して下部構造体に支持される。 According to the method for constructing a structure according to the third aspect , before lowering the jack supporting the lower part of the upper structure, the upper part of the seismic isolation device is joined to the lower part. Next, as the construction of the upper part of the upper structure proceeds, the jack supporting the lower part with respect to the lower structure is lowered. Thereby, the amount of settlement on the lower layer side of the upper structure can be adjusted to the amount of settlement on the higher layer side. Then, concrete is poured under the seismic isolation device, and the lower part of the seismic isolation device is joined to the lower structure. Thereby, the lower part of the upper structure is supported by the lower structure via the seismic isolation device.
このように本発明では、上部構造体の低層部に免震装置の上部を予め接合しておき、当該低層部を支持するジャッキを下げた後に、免震装置の下にコンクリートを打設（後施工）することで、免震装置の下部を下部構造体に接合する。したがって、免震装置の後施工の手間が低減される。 As described above, in the present invention, the upper part of the seismic isolation device is previously joined to the lower part of the upper structure, the jack for supporting the lower part is lowered, and concrete is poured under the seismic isolation device (afterwards). Construction), the lower part of the seismic isolation device is joined to the lower structure. Therefore, the labor for post-installation of the seismic isolation device is reduced.
さらに、本発明では、免震装置の下にコンクリートを打設（後打ち）するため、免震装置の上にコンクリートを打設（後打ち）する場合と比較して、コンクリートの後打ち作業が容易となる。したがって、免震装置の後施工の手間がさらに低減される。 Furthermore, in the present invention, since concrete is cast (post-cast) under the seismic isolation device, post-casting work of concrete is performed in comparison with the case where concrete is cast (post-cast) on the seismic isolator. It will be easier. Therefore, the time and labor for post-installation of the seismic isolation device are further reduced.
以上説明したように、本発明に係る構造物の施工方法によれば、上部構造体の低層部側に対する高層部側の沈下に伴って、上部構造体に発生する応力を低減することができる。 As described above, according to the method for constructing a structure according to the present invention, it is possible to reduce the stress generated in the upper structure due to the settlement of the upper structure with respect to the lower portion of the upper structure.
以下、図面を参照しながら本発明の一実施形態に係る構造物の施工方法について説明する。 Hereinafter, a method for constructing a structure according to an embodiment of the present invention will be described with reference to the drawings.
先ず、本実施形態に係る構造物の施工方法によって施工される構造物１０の構成について説明する。図１には、施工途中の構造物１０が示されている。この構造物１０は、下部構造体２０と、下部構造体２０の上に構築される上部構造体３０とを有している。 First, the configuration of the structure 10 constructed by the method for constructing a structure according to the present embodiment will be described. FIG. 1 shows a structure 10 during construction. The structure 10 has a lower structure 20 and an upper structure 30 built on the lower structure 20.
上部構造体３０は、低層部３０Ｌ及び高層部３０Ｈを有している。低層部３０Ｌと高層部３０Ｈとは、互いに接合されて一体化されている。この低層部３０Ｌ及び高層部３０Ｈは、下部構造体２０に支持されている。また、高層部３０Ｈの高さＥ１は、低層部３０Ｌの高さＥ２よりも高くされている（Ｅ１＞Ｅ２）。この結果、高層部３０Ｈの重量が、低層部３０Ｌの重量よりも大きくされている。 The upper structure 30 has a lower part 30L and a higher part 30H. The low-rise part 30L and the high-rise part 30H are joined together and integrated. The lower portion 30L and the higher portion 30H are supported by the lower structure 20. The height E1 of the high-rise section 30H is higher than the height E2 of the low-rise section 30L (E1> E2). As a result, the weight of the high-rise section 30H is made larger than the weight of the low-rise section 30L.
ここで、高層部３０Ｈの高さＥ１は、例えば、高層部３０Ｈを支持する下部構造体２０の支持面２２Ａから当該高層部３０Ｈの上端までの長さとされる。これと同様に、低層部３０Ｌの高さＥ２は、例えば、低層部３０Ｌを支持する下部構造体２０の支持面２２Ａから当該低層部３０Ｌの上端までの長さとされる。 Here, the height E1 of the high-rise section 30H is, for example, a length from the support surface 22A of the lower structure 20 supporting the high-rise section 30H to the upper end of the high-rise section 30H. Similarly, the height E2 of the low layer portion 30L is, for example, a length from the support surface 22A of the lower structure 20 supporting the low layer portion 30L to the upper end of the low layer portion 30L.
図２に示されるように、低層部３０Ｌは、平面視にて上部構造体３０の外周に配置されている。この低層部３０Ｌは、平面視にて矩形の枠状に形成されており、上部構造体３０の中央部に配置された高層部３０Ｈを囲んでいる。 As shown in FIG. 2, the low-layer portion 30 </ b> L is arranged on the outer periphery of the upper structure 30 in plan view. The low-rise portion 30L is formed in a rectangular frame shape in plan view, and surrounds the high-rise portion 30H arranged at the center of the upper structure 30.
また、上部構造体３０には、基礎梁３２が設けられている。基礎梁３２は、低層部３０Ｌの下端部と高層部３０Ｈの下端部とに亘るとともに、平面視にて後述する後打ち帯２６を横切って配置されている。この基礎梁３２は、例えば、鉄筋コンクリート造とされており、複数の免震装置４２を介して下部構造体２０に支持されている。 The upper structure 30 is provided with a foundation beam 32. The foundation beam 32 extends across the lower end of the low-rise portion 30L and the lower end of the high-rise portion 30H, and is arranged across a later-formed band 26 described later in plan view. The foundation beam 32 is made of, for example, reinforced concrete, and is supported by the lower structure 20 via a plurality of seismic isolation devices 42.
なお、図２には、複数の基礎梁３２のうち、平面視にて高層部３０Ｈの中央部を横切る基礎梁３２のみが示されている。また、基礎梁３２は、低層部３０Ｌ及び高層部３０Ｈの一部を構成する水平部材（水平構造部材）の一例である。さらに、基礎梁３２は、鉄筋コンクリート造に限らず、鉄骨造等であっても良い。 In addition, FIG. 2 shows only the foundation beam 32 that crosses the center of the high-rise section 30H in a plan view among the plurality of foundation beams 32. The foundation beam 32 is an example of a horizontal member (horizontal structural member) that forms part of the low-rise section 30L and the high-rise section 30H. Further, the foundation beam 32 is not limited to the reinforced concrete structure, and may be a steel frame structure or the like.
図１に示されるように、下部構造体２０は、構造物１０の基礎部とされている。この下部構造体２０は、例えば、直接基礎とされており、基礎スラブ２２と、基礎スラブ２２の外周部から立ち上げられた擁壁２４とを有している。なお、下部構造体２０は、直接基礎に限らず、他の基礎形式であっても良い。 As shown in FIG. 1, the lower structure 20 is a base of the structure 10. The lower structure 20 is, for example, a direct foundation, and includes a foundation slab 22 and a retaining wall 24 raised from an outer peripheral portion of the foundation slab 22. The lower structure 20 is not limited to a direct foundation, but may be another foundation type.
基礎スラブ２２は、鉄筋コンクリート造とされており、掘削された地盤１２の底部に沿って設けられている。この基礎スラブ２２の上面は、上部構造体３０の低層部３０Ｌ及び高層部３０Ｈをそれぞれ支持する支持面２２Ａとされている。また、基礎スラブ２２は、低層部３０Ｌを支持する低層支持部２２Ｌと、高層部３０Ｈを支持する高層支持部２２Ｈとを有している。 The foundation slab 22 is made of reinforced concrete, and is provided along the bottom of the excavated ground 12. The upper surface of the base slab 22 is a support surface 22A that supports the lower layer portion 30L and the upper layer portion 30H of the upper structure 30 respectively. The base slab 22 has a low-layer support portion 22L that supports the low-layer portion 30L and a high-layer support portion 22H that supports the high-layer portion 30H.
基礎スラブ２２と上部構造体３０との間には、免震層４０が形成されている。免震層４０には、複数の免震装置４２が水平二方向に配列されている。免震装置４２は、例えば、積層ゴム支承とされている。これらの免震装置４２は、基礎スラブ２２の支持面２２Ａに設置されており、上部構造体３０の低層部３０Ｌ及び高層部３０Ｈを支持している。 A seismic isolation layer 40 is formed between the base slab 22 and the upper structure 30. In the seismic isolation layer 40, a plurality of seismic isolation devices 42 are arranged in two horizontal directions. The seismic isolation device 42 is, for example, a laminated rubber bearing. These seismic isolation devices 42 are installed on the support surface 22 </ b> A of the foundation slab 22 and support the low-rise portion 30 </ b> L and the high-rise portion 30 </ b> H of the upper structure 30.
より具体的には、図６（Ｂ）に示されるように、免震装置４２は、装置本体４４と、装置本体４４の下端部に設けられた下側ベースプレート４６と、装置本体４４の上端部に設けられた上側ベースプレート４８を有している。 More specifically, as shown in FIG. 6B, the seismic isolation device 42 includes an apparatus main body 44, a lower base plate 46 provided at a lower end of the apparatus main body 44, and an upper end of the apparatus main body 44. Has an upper base plate 48 provided at the bottom.
下側ベースプレート４６は、下側フーチング５０を介して基礎スラブ２２の支持面２２Ａに接合されている。一方、上側ベースプレート４８は、上側フーチング５２を介して上部構造体３０の基礎梁３２の下面に接合されている。これにより、基礎梁３２が、複数の免震装置４２を介して基礎スラブ２２の支持面２２Ａに支持されている。 The lower base plate 46 is joined to the support surface 22A of the base slab 22 via the lower footing 50. On the other hand, the upper base plate 48 is joined to the lower surface of the foundation beam 32 of the upper structure 30 via the upper footing 52. Thereby, the foundation beam 32 is supported on the support surface 22 </ b> A of the foundation slab 22 via the plurality of seismic isolation devices 42.
なお、以下では、説明の便宜上、基礎梁３２における低層部３０Ｌ側の部位（以下、「低層側部位」という）３２Ｌを支持する免震装置４２を低層側免震装置４２Ｌとし、基礎梁３２の高層部３０Ｈ側の部位（以下、「高層側部位」という）３２Ｈを支持する免震装置４２を高層側免震装置４２Ｈとする。 In the following, for convenience of explanation, the seismic isolation device 42 that supports the portion (hereinafter, referred to as “low-rise portion”) 32L of the foundation beam 32 on the side of the low-rise portion 30L is referred to as a low-rise side seismic isolation device 42L. The seismic isolation device 42 that supports the portion 32H on the high-rise portion 30H side (hereinafter, referred to as “high-rise portion”) is referred to as a high-rise seismic isolation device 42H.
また、図３（Ｂ）に示されるように、下側ベースプレート４６には、下側フーチング５０に埋設されるアンカー５４が設けられ、上側ベースプレート４８には、上側フーチング５２に埋設されるアンカー５６が設けられている。 Also, as shown in FIG. 3B, an anchor 54 embedded in the lower footing 50 is provided on the lower base plate 46, and an anchor 56 embedded in the upper footing 52 is provided on the upper base plate 48. Is provided.
図５（Ａ）に示されるように、基礎スラブ２２には、例えば、コンストラクションジョイント等の後打ち帯２６が形成されている。後打ち帯２６は、基礎スラブ２２の支持面２２Ａに溝状に形成されており、そのスラブ厚ｔが基礎スラブ２２の他の部位のスラブ厚Ｔよりも薄くされている。これにより、後打ち帯２６は、基礎スラブ２２の他の部位よりも変形等し易くなっている。
なお、後打ち帯２６のスラブ厚ｔは、適宜変更可能である。また、スラブ厚ｔをゼロにし、低層支持部２２Ｌと高層支持部２２Ｈとを分離させることも可能である。
As shown in FIG. 5 (A), the base slab 22 is formed with, for example, a post-cast band 26 such as a construction joint. The post-implanted belt 26 is formed in a groove shape on the support surface 22A of the base slab 22, and the slab thickness t is smaller than the slab thickness T of other parts of the base slab 22. As a result, the post-implanted belt 26 is more easily deformed than other portions of the base slab 22.
In addition, the slab thickness t of the post-implantation belt 26 can be appropriately changed. It is also possible to make the slab thickness t zero and separate the low-layer support 22L and the high-layer support 22H.
また、図２に示されるように、後打ち帯２６は、平面視にて低層部３０Ｌ側と高層部３０Ｈ側との境界部２２Ｒ（図６（Ｂ）参照）に沿って延びる矩形の枠状に形成されている。これにより、後打ち帯２６を境に、低層支持部２２Ｌに対して高層支持部２２Ｈが沈下し易くなっている。 As shown in FIG. 2, the post-imprinting band 26 has a rectangular frame shape extending along a boundary portion 22R between the low-rise portion 30L side and the high-rise portion 30H side (see FIG. 6B) in plan view. Is formed. This makes it easier for the high-layer support portion 22H to sink with respect to the low-layer support portion 22L at the post-strike zone 26.
図６（Ｂ）に示されるように、後打ち帯２６には、コンクリート（後打ちコンクリート）２８が打設（後打ち）される。より具体的には、後打ち帯２６には、基礎スラブ２２の低層支持部２２Ｌに対して高層支持部２２Ｈを沈下させた後に、コンクリート２８が打設される。これにより、基礎スラブ２２の低層支持部２２Ｌと高層支持部２２Ｈとが接合される。 As shown in FIG. 6B, concrete (post-cast concrete) 28 is cast (post-cast) in the post-cast band 26. More specifically, concrete 28 is cast into the after-struck zone 26 after the high-rise support portion 22H is settled relative to the low-rise support portion 22L of the base slab 22. Thereby, the low-layer support portion 22L and the high-layer support portion 22H of the base slab 22 are joined.
なお、ここでいう基礎スラブ２２における低層部３０Ｌ側と高層部３０Ｈ側との境界部２２Ｒとは、互いに隣り合う低層側免震装置４２Ｌ（低層側支持部材）と高層側免震装置４２Ｈ（高層側支持部材）との間の部位を意味する。 The boundary 22R between the low-rise part 30L side and the high-rise part 30H side of the foundation slab 22 is a low-rise seismic isolation device 42L (low-rise support member) and a high-rise seismic isolation device 42H (high-rise) that are adjacent to each other. Side support member).
次に、本実施形態に係る構造物の施工方法の一例について説明する。 Next, an example of a construction method of the structure according to the present embodiment will be described.
先ず、下部構造体構築工程において、下部構造体２０を構築する。具体的には、掘削された地盤１２の底部にコンクリートを打設して、基礎スラブ２２及び擁壁２４を構築する。この際、基礎スラブ２２の上面（支持面２２Ａ）には、平面視にて上部構造体３０の低層部３０Ｌ側と高層部３０Ｈ側との境界部２２Ｒ（図６（Ｂ）参照）に沿った溝状の後打ち帯２６を形成する。 First, in the lower structure building step, the lower structure 20 is built. Specifically, concrete is poured into the bottom of the excavated ground 12 to construct the foundation slab 22 and the retaining wall 24. At this time, the upper surface (support surface 22A) of the base slab 22 is along a boundary 22R (see FIG. 6B) between the lower layer portion 30L side and the higher layer portion 30H side of the upper structure 30 in plan view. A groove-shaped post-implantation band 26 is formed.
次に、免震装置設置工程において、基礎スラブ２２の低層支持部２２Ｌに低層側免震装置４２Ｌを設置するとともに、基礎スラブ２２の高層支持部２２Ｈに高層側免震装置４２Ｈを設置する。この際、例えば、低層側免震装置４２Ｌは、図３（Ａ）に示されるように、仮受架台６０を介して基礎スラブ２２の支持面２２Ａ上に設置する。 Next, in the seismic isolation device installation step, the low-rise seismic isolation device 42L is installed on the low-rise support portion 22L of the foundation slab 22, and the high-rise seismic isolation device 42H is installed on the high-rise support portion 22H of the foundation slab 22. At this time, for example, as shown in FIG. 3A, the low-rise side seismic isolation device 42L is installed on the support surface 22A of the foundation slab 22 via the temporary support base 60.
また、低層側免震装置４２Ｌの下側ベースプレート４６の外周部に沿って、下側フーチング５０用の型枠６２を仮設する。この低層側免震装置４２Ｌの下側フーチング５０は、後述するように、後施工によって形成される。さらに、上側ベースプレート４８の外周部に沿って、上側フーチング５２用の型枠６４を仮設する。この低層側免震装置４２Ｌの上側フーチング５２は、後述する基礎梁構築工程において、基礎梁３２と一体に施工される。 Further, a mold 62 for the lower footing 50 is temporarily provided along the outer peripheral portion of the lower base plate 46 of the low-rise seismic isolation device 42L. The lower footing 50 of the low-rise side seismic isolation device 42L is formed by post-processing as described later. Further, a mold 64 for the upper footing 52 is temporarily provided along the outer peripheral portion of the upper base plate 48. The upper footing 52 of this low-rise side seismic isolation device 42L is constructed integrally with the foundation beam 32 in a foundation beam construction step described later.
低層側免震装置４２Ｌと同様に、高層側免震装置４２Ｈは、仮受架台を介して基礎スラブ２２の支持面２２Ａ上に設置する。また、高層側免震装置４２Ｈの下側ベースプレート４６の外周部に沿って、下側フーチング５０用の型枠６２を仮設する。そして、型枠６２内にコンクリートを打設して下側フーチング５０を形成する。これにより、下側フーチング５０を介して高層側免震装置４２Ｈの下部と基礎スラブ２２の支持面２２Ａとが接合される。 Similarly to the low-rise side seismic isolation device 42L, the high-rise side seismic isolation device 42H is installed on the support surface 22A of the foundation slab 22 via a temporary support stand. A mold 62 for the lower footing 50 is temporarily provided along the outer peripheral portion of the lower base plate 46 of the high-rise seismic isolation device 42H. Then, concrete is poured into the mold 62 to form the lower footing 50. Thereby, the lower part of the high-rise seismic isolation device 42H and the support surface 22A of the foundation slab 22 are joined via the lower footing 50.
また、高層側免震装置４２Ｈの上側ベースプレート４８の外周部に沿って、上側フーチング５２用の型枠６４を仮設する。この高層側免震装置４２Ｈの上側フーチング５２は、後述する基礎梁構築工程において、基礎梁３２と一体に施工される。 In addition, a formwork 64 for the upper footing 52 is temporarily provided along the outer peripheral portion of the upper base plate 48 of the high-rise seismic isolation device 42H. The upper footing 52 of the high-rise side seismic isolation device 42H is constructed integrally with the foundation beam 32 in a foundation beam construction step described later.
次に、基礎梁構築工程（水平部材構築工程）において、図３（Ｂ）に示されるように、基礎スラブ２２の支持面２２Ａ上に複数の支保工６６を立て、その上に基礎梁３２用の型枠６８を仮設する。そして、型枠６８内にコンクリートを打設して基礎梁３２を構築する。この際、低層側免震装置４２Ｌ及び高層側免震装置４２Ｈの上側フーチング５２用の型枠６４内にもコンクリートを打設し、上側フーチング５２を形成する。これにより、各低層側免震装置４２Ｌ及び高層側免震装置４２Ｈが、上側フーチング５２を介して基礎梁３２の下面にそれぞれ接合される。 Next, in the foundation beam construction step (horizontal member construction step), as shown in FIG. 3B, a plurality of supports 66 are erected on the support surface 22A of the foundation slab 22, and Is temporarily provided. Then, concrete is cast into the formwork 68 to construct the foundation beam 32. At this time, concrete is also poured into the formwork 64 for the upper footing 52 of the low-rise seismic isolation device 42L and the high-rise seismic isolation device 42H to form the upper footing 52. Thereby, each low-rise side seismic isolation device 42L and high-rise side isolation device 42H are joined to the lower surface of the foundation beam 32 via the upper footing 52, respectively.
次に、図４（Ａ）に示されるように、低層側免震装置４２Ｌを支持する仮受架台６０を解体、撤去する。これにより、低層側免震装置４２Ｌは、基礎梁３２に吊り下げられた状態で支持される。次に、図４（Ｂ）に示されるように、低層側免震装置４２Ｌの周囲に、ジャッキの一例としての油圧ジャッキ７０を設置し、基礎スラブ２２に対して基礎梁３２を支持させる。また、低層側免震装置４２Ｌの周囲には、基礎梁３２を水平調整するためのキリンジャッキ７２を設置する。なお、本実施形態では、支保工６６と油圧ジャッキ７０及びキリンジャッキ７２とを適宜置換している。 Next, as shown in FIG. 4A, the temporary support base 60 supporting the low-rise side seismic isolation device 42L is dismantled and removed. Thereby, the low-rise side seismic isolation device 42L is supported while being suspended from the foundation beam 32. Next, as shown in FIG. 4B, a hydraulic jack 70 as an example of a jack is installed around the low-rise side seismic isolation device 42L, and the foundation beam 32 is supported on the foundation slab 22. A giraffe jack 72 for leveling the foundation beam 32 is provided around the low-rise side seismic isolation device 42L. In the present embodiment, the shoring 66 and the hydraulic jack 70 and the giraffe jack 72 are appropriately replaced.
次に、図５（Ａ）に示されるように、隣り合う低層側免震装置４２Ｌ及び高層側免震装置４２Ｈの上方に位置する基礎梁３２の下面に、基礎梁３２の沈下量を計測する一対の変位センサ８０をそれぞれ設置する。なお、一対の変位センサ８０は、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量を測定可能であれば良く、その設置位置は適宜変更可能である。 Next, as shown in FIG. 5A, the settlement amount of the foundation beam 32 is measured on the lower surface of the foundation beam 32 located above the adjacent low-rise side seismic isolation device 42L and high-rise side isolation device 42H. Each of the pair of displacement sensors 80 is installed. Note that the pair of displacement sensors 80 only need to be able to measure the amount of settlement of the high-rise side portion 32H with respect to the low-rise side portion 32L of the foundation beam 32, and the installation positions thereof can be changed as appropriate.
次に、上部構造体構築工程において、基礎梁３２上に低層部３０Ｌ及び高層部３０Ｈを順次構築していく。ここで、図１に示されるように、高層部３０Ｈの高さＥ１は、低層部３０Ｌの高さＥ２よりも高くされる。そのため、二点鎖線で示されるように、高層部３０Ｈの施工が進み、その高さＥ１が高くなるに従って、低層部３０Ｌと高層部３０Ｈとの重量差により、後打ち帯２６を境に基礎スラブ２２の低層支持部２２Ｌに対して高層支持部２２Ｈが沈下するとともに、基礎梁３２の低層側部位３２Ｌに対して高層側部位３２Ｈが沈下する。 Next, in the upper structure constructing step, the low-rise section 30L and the high-rise section 30H are sequentially constructed on the foundation beam 32. Here, as shown in FIG. 1, the height E1 of the high-rise portion 30H is set higher than the height E2 of the low-rise portion 30L. Therefore, as shown by the two-dot chain line, the construction of the high-rise section 30H progresses, and as the height E1 increases, the weight difference between the low-rise section 30L and the high-rise section 30H causes the foundation slab to cross the post-strike zone 26. The high-rise support portion 22H sinks with respect to the low-rise support portion 22L, and the high-rise portion 32H sinks with respect to the low-rise portion 32L of the foundation beam 32.
より具体的には、図５（Ｂ）に矢印ａで示されるように、後打ち帯２６を境に基礎スラブ２２の低層支持部２２Ｌに対して高層支持部２２Ｈが沈下する。この際、後打ち帯２６に変形や破壊が生じることにより、基礎スラブ２２における低層支持部２２Ｌと高層支持部２２Ｈとの間に発生する応力が低減される。 More specifically, as shown by an arrow a in FIG. 5B, the high-layer support portion 22H sinks with respect to the low-layer support portion 22L of the base slab 22 at the post-strike zone 26. At this time, the deformation or destruction of the post-implanted band 26 reduces the stress generated between the low-layer support portion 22L and the high-layer support portion 22H in the base slab 22.
また、基礎スラブ２２の低層支持部２２Ｌに対する高層支持部２２Ｈの沈下に伴って、矢印ｂで示されるように、基礎梁３２の低層側部位３２Ｌに対して高層側部位３２Ｈが沈下する。この結果、基礎梁３２の低層側部位３２Ｌと高層側部位３２Ｈとの境界部に発生する応力が過大になる可能性がある。 Further, with the lowering of the high-layer support portion 22H with respect to the low-layer support portion 22L of the foundation slab 22, the high-layer side portion 32H sinks with respect to the low-layer side portion 32L of the foundation beam 32, as indicated by an arrow b. As a result, there is a possibility that the stress generated at the boundary between the low-rise portion 32L and the high-rise portion 32H of the foundation beam 32 becomes excessive.
この対策として本実施形態では、一対の変位センサ８０によって、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量Ｓを測定しながら、高層部３０Ｈを施工する。そして、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量Ｓが所定値以上になった場合に、図６（Ａ）に示されるように、基礎梁３２の低層側部位３２Ｌを支持する油圧ジャッキ７０を下げ（ジャッキダウン）、矢印ｃで示されるように、基礎梁３２の低層側部位３２Ｌの沈下量を高層側部位３２Ｈの沈下量に合わせる。この結果、基礎梁３２における低層側部位３２Ｌと高層側部位３２Ｈとの境界部に発生する応力が低減される。 As a countermeasure, in the present embodiment, the high-rise section 30H is constructed while measuring the settlement amount S of the high-rise section 32H with respect to the low-rise section 32L of the foundation beam 32 by a pair of displacement sensors 80. When the settlement amount S of the high-rise side portion 32H with respect to the low-rise side portion 32L of the foundation beam 32 becomes a predetermined value or more, as shown in FIG. 6A, the low-rise side portion 32L of the foundation beam 32 is supported. The hydraulic jack 70 is lowered (jack down), and as shown by an arrow c, the sinking amount of the lower part 32L of the foundation beam 32 is adjusted to the sinking amount of the higher part 32H. As a result, the stress generated at the boundary between the low-rise portion 32L and the high-rise portion 32H in the foundation beam 32 is reduced.
なお、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量Ｓの所定値は、基礎梁３２の曲げ剛性や曲げ耐力に基づいて適宜設定される。 The predetermined value of the settlement amount S of the high-rise side portion 32H with respect to the low-rise side portion 32L of the foundation beam 32 is appropriately set based on the bending rigidity and the bending strength of the foundation beam 32.
次に、一対の変位センサ８０によって、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量Ｓを測定しながら、上部構造体３０の高層部３０Ｈをさらに施工する。そして、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量Ｓが再び所定値以上になった場合に、上記と同様に、基礎梁３２の低層側部位３２Ｌを支持する油圧ジャッキ７０を下げ、基礎梁３２の低層側部位３２Ｌの沈下量を高層側部位３２Ｈの沈下量に合わせる。この結果、基礎梁３２における低層側部位３２Ｌ側と高層側部位３２Ｈ側との境界部に発生する応力が低減される。 Next, the high-rise part 30H of the upper structure 30 is further constructed while measuring the amount of settlement S of the high-rise part 32H with respect to the low-rise part 32L of the foundation beam 32 by the pair of displacement sensors 80. When the settlement amount S of the high-rise side portion 32H with respect to the low-rise side portion 32L of the foundation beam 32 again becomes equal to or more than the predetermined value, the hydraulic jack 70 supporting the low-rise side portion 32L of the foundation beam 32 is operated in the same manner as described above. The lowering of the lower part 32L of the foundation beam 32 is adjusted to the lowering of the high part 32H. As a result, the stress generated at the boundary between the low-rise portion 32L and the high-rise portion 32H in the foundation beam 32 is reduced.
このように油圧ジャッキ７０を適宜ジャッキダウンしながら、上部構造体３０の高層部３０Ｈを構築する。そして、高層部３０Ｈが所定階以上に達したら、高層部３０Ｈの残り階の施工と並行して、以下の施工を行う。 In this way, the high-rise portion 30H of the upper structure 30 is constructed while appropriately jacking down the hydraulic jack 70. When the high-rise section 30H reaches a predetermined floor or higher, the following construction is performed in parallel with the construction of the remaining floors of the high-rise section 30H.
すなわち、キリンジャッキ７２によって、基礎梁３２を水平に調整する。そして、低層側免震装置４２Ｌの周囲に仮設された型枠６２内にコンクリートを打設し、下側フーチング５０を形成する。これにより、図６（Ｂ）に示されるように、低層側免震装置４２Ｌの下部が基礎梁３２の支持面２２Ａに接合される。また、一対の変位センサ８０も適宜撤去する。 That is, the girder jack 72 adjusts the foundation beam 32 horizontally. Then, concrete is poured into a formwork 62 temporarily provided around the low-rise side seismic isolation device 42L, and the lower footing 50 is formed. Thereby, as shown in FIG. 6B, the lower portion of the low-rise side seismic isolation device 42L is joined to the support surface 22A of the foundation beam 32. Also, the pair of displacement sensors 80 are removed as appropriate.
さらに、基礎スラブ２２の後打ち帯２６にコンクリートやモルタル等を打設（充填）し、基礎スラブ２２の低層支持部２２Ｌと高層支持部２２Ｈとを接合する。 Further, concrete, mortar, or the like is cast (filled) into the after-stripping zone 26 of the base slab 22, and the low-layer support portion 22L and the high-layer support portion 22H of the base slab 22 are joined.
なお、前述した高層部３０Ｈの所定階は、高層部３０Ｈの重量や基礎梁３２の曲げ耐力に基づいて適宜設定される。また、高層部３０Ｈの所定階は、高層部３０Ｈの中間階や上層階であっても良いし、最上階であっても良い。 The predetermined floor of the high-rise section 30H described above is appropriately set based on the weight of the high-rise section 30H and the bending strength of the foundation beam 32. Further, the predetermined floor of the high-rise section 30H may be an intermediate floor or an upper floor of the high-rise section 30H, or may be the top floor.
次に、本実施形態の効果について説明する。 Next, effects of the present embodiment will be described.
本実施形態によれば、基礎スラブ２２は、平面視にて、低層部３０Ｌ側と高層部３０Ｈ側との境界部２２Ｒに沿って延びる後打ち帯２６を有している。この場合、高層部３０Ｈの施工が進むに従って、後打ち帯２６を境に基礎スラブ２２の低層支持部２２Ｌに対して高層支持部２２Ｈが沈下する。この際、後打ち帯２６が変形等することにより、基礎スラブ２２における低層支持部２２Ｌ側と高層支持部２２Ｈ側との境界部２２Ｒに発生する応力（曲げ応力）が低減される。 According to the present embodiment, the base slab 22 has the after-stripped band 26 extending along the boundary portion 22R between the low-rise portion 30L side and the high-rise portion 30H side in plan view. In this case, as the construction of the high-rise section 30H proceeds, the high-rise support section 22H sinks with respect to the low-rise support section 22L of the base slab 22 at the post-strike zone 26. At this time, the deformation (bending stress) generated at the boundary 22R between the low-layer support portion 22L side and the high-layer support portion 22H side of the base slab 22 due to the deformation of the after-stripping band 26 or the like is reduced.
ところで、上部構造体３０は、平面視にて、後打ち帯２６を横切って低層部３０Ｌと高層部３０Ｈとに亘る基礎梁３２を有している。この場合、上部構造体３０の高層部３０Ｈの施工が進むに従って、基礎梁３２の低層側部位３２Ｌに対して高層側部位３２Ｈが沈下する。したがって、基礎梁３２の低層側部位３２Ｌと高層側部位３２Ｈとの境界部に応力が発生する。 By the way, the upper structure 30 has a foundation beam 32 extending across the lower striation 26L and the higher stratum 30H in a plan view. In this case, as the construction of the high-rise portion 30H of the upper structure 30 proceeds, the high-rise portion 32H sinks with respect to the low-rise portion 32L of the foundation beam 32. Therefore, stress is generated at the boundary between the low-rise portion 32L and the high-rise portion 32H of the foundation beam 32.
また、基礎梁３２の高層側部位３２Ｈは、基礎スラブ２２の高層支持部２２Ｈに支持される。この基礎スラブ２２の高層支持部２２Ｈは、前述したように、上部構造体３０の高層部３０Ｈの施工が進むに従って沈下する。したがって、基礎梁３２の高層側部位３２Ｈの沈下量は、基礎スラブ２２の高層支持部２２Ｈの沈下量に応じて増加する。この結果、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量が大きくなり、当該基礎梁３２における低層側部位３２Ｌと高層側部位３２Ｈとの境界部に発生する応力が過大になる可能性がある。 The high-rise side portion 32H of the foundation beam 32 is supported by the high-rise support portion 22H of the foundation slab 22. As described above, the high-rise supporting portion 22H of the foundation slab 22 sinks as the construction of the high-rise portion 30H of the upper structure 30 proceeds. Therefore, the settlement amount of the high-rise side portion 32H of the foundation beam 32 increases in accordance with the settlement amount of the high-rise support portion 22H of the foundation slab 22. As a result, the amount of settlement of the high-rise side portion 32H with respect to the low-rise side portion 32L of the foundation beam 32 increases, and the stress generated at the boundary between the low-rise side portion 32L and the high-rise side portion 32H in the foundation beam 32 may become excessive. There is.
この対策として本実施形態では、前述したように基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量が所定値以上になった場合に、基礎梁３２の低層側部位３２Ｌを支持する油圧ジャッキ７０を下げる（ジャッキダウン）。これにより、基礎梁３２の低層側部位３２Ｌの沈下量を高層側部位の沈下量に合わせることができる。つまり、本実施形態では、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量Ｓを減少させ、若しくはゼロにすることができる。したがって、基礎梁３２における低層側部位３２Ｌと高層側部位３２Ｈとの境界部に発生する応力を低減することができる。 As a countermeasure against this, in the present embodiment, as described above, when the settlement amount of the high-rise side portion 32H with respect to the low-rise side portion 32L of the foundation beam 32 becomes a predetermined value or more, the hydraulic pressure for supporting the low-rise side portion 32L of the foundation beam 32 Lower the jack 70 (jack down). Thereby, the settlement amount of the low-rise side part 32L of the foundation beam 32 can be matched with the settlement amount of the high-rise part. That is, in the present embodiment, the settlement amount S of the high-rise side portion 32H with respect to the low-rise side portion 32L of the foundation beam 32 can be reduced or set to zero. Therefore, it is possible to reduce the stress generated at the boundary between the low-rise portion 32L and the high-rise portion 32H in the foundation beam 32.
このように本実施形態では、後打ち帯２６によって基礎スラブ２２に発生する応力を低減しつつ、基礎梁３２の低層側部位３２Ｌと高層側部位３２Ｈとの境界部に発生する応力を低減することができる。 As described above, in the present embodiment, while reducing the stress generated in the foundation slab 22 by the post-strike strip 26, the stress generated in the boundary between the low-rise side portion 32L and the high-rise side portion 32H of the foundation beam 32 is reduced. Can be.
また、本実施形態では、低層側免震装置４２Ｌの上側フーチング５２を予め施工しておき、油圧ジャッキ７０を下げた後に、低層側免震装置４２Ｌの下にコンクリートを後打ち（後施工）し、下側フーチング５０を形成する。これにより、低層側免震装置４２Ｌの下部を下側フーチング５０を介して基礎スラブ２２の支持面２２Ａに接合する。したがって、低層側免震装置４２Ｌの後施工の手間が低減される。 Further, in the present embodiment, the upper footing 52 of the low-rise side seismic isolation device 42L is previously installed, and after lowering the hydraulic jack 70, concrete is post-imposed (post-installation) under the low-rise side isolation device 42L. , The lower footing 50 is formed. Thereby, the lower part of the low-rise side seismic isolation device 42L is joined to the support surface 22A of the foundation slab 22 via the lower footing 50. Therefore, the labor for post-installation of the low-rise side seismic isolation device 42L is reduced.
さらに、本実施形態では、低層側免震装置４２Ｌの下にコンクリートを後打ちして下側フーチング５０を形成するため、低層側免震装置４２Ｌの上にコンクリートを後打ちして上側フーチング５２を形成する場合と比較して、コンクリートの後打ち作業が容易となる。したがって、低層側免震装置４２Ｌの後施工の手間がさらに低減される。 Further, in the present embodiment, since the lower footing 50 is formed by post-casting the concrete under the low-rise side seismic isolation device 42L, the concrete is post-casted on the low-rise side seismic isolation device 42L to form the upper footing 52. Post-casting of the concrete is easier than in the case of forming. Therefore, the labor of post-installation of the low-rise side seismic isolation device 42L is further reduced.
次に、上記実施形態の変形例について説明する。 Next, a modification of the above embodiment will be described.
上記実施形態では、油圧ジャッキ７０を下げた後に、低層側免震装置４２Ｌの下側フーチング５０を後施工したが、上記実施形態はこれに限らない。例えば、油圧ジャッキ７０を下げた後に上側フーチング５２を後施工しても良いし、油圧ジャッキ７０を下げた後に下側フーチング５０及び上側フーチング５２の両方を後施工しても良い。 In the above embodiment, the lower footing 50 of the low-rise side seismic isolation device 42L is post-constructed after the hydraulic jack 70 is lowered, but the embodiment is not limited to this. For example, the upper footing 52 may be post-installed after the hydraulic jack 70 is lowered, or both the lower footing 50 and the upper footing 52 may be post-installed after the hydraulic jack 70 is lowered.
また、低層側免震装置４２Ｌと上部構造体３０及び下部構造体２０との接合方法は適宜変更可能であり、例えば、上側フーチング５２及び下側フーチング５０を設けない他の接合方法によって低層側免震装置４２Ｌと上部構造体３０及び下部構造体２０とを接合しても良い。高層側免震装置４２Ｈと上部構造体３０及び下部構造体２０との接合方法についても同様である。 In addition, the joining method of the low-rise side seismic isolation device 42L and the upper structure 30 and the lower structure 20 can be appropriately changed. For example, the low-rise side isolation is not provided by the upper footing 52 and the lower footing 50. The vibration device 42L may be joined to the upper structure 30 and the lower structure 20. The same applies to the method of joining the high-rise seismic isolation device 42H to the upper structure 30 and the lower structure 20.
また、上記実施形態では、構造物１０が基礎免震構造とされるが、上記実施形態はこれに限らない。構造物は、例えば、中間免震構造（中間階免震構造）とされても良い。この場合、中間階の免震層を挟んで下側が下部構造体となり、上側が上部構造体となる。 Further, in the above embodiment, the structure 10 is a base seismic isolation structure, but the above embodiment is not limited to this. The structure may be, for example, an intermediate seismic isolation structure (middle floor seismic isolation structure). In this case, the lower side becomes the lower structure and the upper side becomes the upper structure with the seismic isolation layer on the middle floor sandwiched therebetween.
また、上記実施形態では、上部構造体３０が低層側免震装置４２Ｌ及び高層側免震装置４２Ｈを介して下部構造体２０に支持されるが、上記実施形態はこれに限らない。例えば、図７に示されるように、上部構造体３０の低層部３０Ｌは、柱９０を介して下部構造体２０の基礎スラブ２２に支持されても良い。 Also, in the above embodiment, the upper structure 30 is supported by the lower structure 20 via the low-rise seismic isolation device 42L and the high-rise seismic isolation device 42H, but the embodiment is not limited to this. For example, as shown in FIG. 7, the lower layer portion 30 </ b> L of the upper structure 30 may be supported on the base slab 22 of the lower structure 20 via a pillar 90.
具体的には、柱９０は、例えば、角形鋼管等の鉄骨造とされている。この柱９０の下端部には、ベースプレート９２が設けられている。このベースプレート９２は、仮受架台９４を介して基礎スラブ２２の支持面２２Ａ上に設置された後、その上端部が図示しない基礎梁３２の低層側部位３２Ｌに接合される。この状態で、仮受架台９４は、解体、撤去される。 Specifically, the column 90 is made of, for example, a steel structure such as a square steel pipe. A base plate 92 is provided at the lower end of the column 90. After the base plate 92 is installed on the support surface 22A of the base slab 22 via the temporary receiving stand 94, its upper end is joined to a lower layer side portion 32L of the base beam 32 (not shown). In this state, the temporary support stand 94 is dismantled and removed.
そして、上記実施形態と同様に、基礎梁３２の低層側部位３２Ｌに対する高層側部位３２Ｈの沈下量Ｓ（図５（Ｂ）参照）が所定値以上になった場合に、柱９０の周囲に設置されたジャッキ９６を下げ、基礎梁３２の低層側部位３２Ｌの沈下量を高層側部位３２Ｈの沈下量に合わせる。これにより、上記実施形態と同様の効果を得ることができる。その後、柱９０の柱脚部の周囲に、例えば、二点鎖線で示されるように、コンクリート９８を打設し、柱９０の柱脚部と基礎スラブ２２の支持面２２Ａとを接合する。 Then, similarly to the above-described embodiment, when the settlement amount S (see FIG. 5B) of the high-rise side portion 32H with respect to the low-rise side portion 32L of the foundation beam 32 becomes a predetermined value or more, it is installed around the column 90. The set jack 96 is lowered, and the settlement amount of the low-rise side portion 32L of the foundation beam 32 is adjusted to the settlement amount of the high-rise side portion 32H. Thereby, the same effect as the above embodiment can be obtained. Thereafter, concrete 98 is cast around the column base of the column 90 as shown by a two-dot chain line, for example, and the column base of the column 90 and the support surface 22A of the foundation slab 22 are joined.
このように上記実施形態は、免震構造物に限らず、非免震構造物に対しても適用可能である。なお、図７に示される変形例では、上部構造体３０の高層部３０Ｈは、例えば、柱を介して下部構造体２０に支持される。 Thus, the above-described embodiment is applicable not only to the seismic isolation structure but also to the non-seismic structure. In the modification shown in FIG. 7, the high-rise portion 30H of the upper structure 30 is supported by the lower structure 20 via a column, for example.
また、上記実施形態では、下部構造体２０に後打ち帯２６が形成されるが、後打ち帯２６は適宜省略可能である。なお、後打ち帯２６がなくても、上部構造体３０の高層部３０Ｈの施工が進み、その高さが高くなるに従って、低層部３０Ｌと高層部３０Ｈとの重量差により、基礎梁３２の低層側部位３２Ｌに対して高層側部位３２Ｈが沈下する。 Further, in the above embodiment, the post-implantation band 26 is formed in the lower structure 20, but the post-implantation band 26 can be omitted as appropriate. In addition, even if there is no after-stripped belt 26, as the construction of the high-rise part 30H of the upper structure 30 progresses and the height increases, the low-rise part of the foundation beam 32 is formed due to the weight difference between the low-rise part 30L and the high-rise part 30H. The high-rise side part 32H sinks with respect to the side part 32L.
また、上記実施形態では、上部構造体３０の水平部材として基礎梁３２が用いられるが、上記実施形態はこれに限らない。水平部材としては、例えば、梁やスラブ等であっても良い。 In the above embodiment, the foundation beam 32 is used as the horizontal member of the upper structure 30. However, the above embodiment is not limited to this. The horizontal member may be, for example, a beam or a slab.
また、上記実施形態では、ジャッキとして油圧ジャッキ７０を用いたが、他のジャッキを用いても良い。 In the above embodiment, the hydraulic jack 70 is used as the jack, but another jack may be used.
さらに、上記実施形態では、上部構造体３０の外周部に低層部３０Ｌが設けられ、上部構造体３０の中央部に高層部３０Ｈが設けられるが、上記実施形態はこれに限らない。低層部３０Ｌ及び高層部３０Ｈの配置（レイアウト）は適宜変更可能であり、例えば、低層部と高層部とを横に並べて配置しても良い。また、上部構造体には、例えば、高さが異なる３つ以上の部位が設けられても良い。 Furthermore, in the above-described embodiment, the low-rise portion 30L is provided on the outer peripheral portion of the upper structure 30 and the high-rise portion 30H is provided in the center of the upper structure 30, but the embodiment is not limited thereto. The arrangement (layout) of the low-rise section 30L and the high-rise section 30H can be changed as appropriate. For example, the low-rise section and the high-rise section may be arranged side by side. Further, for example, three or more portions having different heights may be provided in the upper structure.
具体的には、上部構造体には、例えば、高さが順に高くなる第１層部、第２層部及び第３層部が設けられても良い。そして、第１層部と第２層部とが隣り合う場合には、第１層部が低層部となり、第２層部が高層部となる。また、第１層部と第３層部とが隣り合う場合には、第１層部が低層部となり、第３層部が高層部となる。さらに、第２層部と第３層部とが隣り合う場合には、第２層部が低層部となり、第３層部が高層部となる。 Specifically, the upper structure may be provided with, for example, a first layer portion, a second layer portion, and a third layer portion whose heights are sequentially increased. When the first layer portion and the second layer portion are adjacent to each other, the first layer portion becomes a low layer portion and the second layer portion becomes a high layer portion. When the first layer portion and the third layer portion are adjacent to each other, the first layer portion becomes a low layer portion and the third layer portion becomes a high layer portion. Further, when the second layer portion and the third layer portion are adjacent to each other, the second layer portion becomes a low layer portion and the third layer portion becomes a high layer portion.
以上、本発明の一実施形態について説明したが、本発明はこうした実施形態に限定されるものでなく、一実施形態及び各種の変形例を適宜組み合わせて用いても良いし、本発明の要旨を逸脱しない範囲において、種々なる態様で実施し得ることは勿論である。 As described above, one embodiment of the present invention has been described. However, the present invention is not limited to such an embodiment, and one embodiment and various modifications may be appropriately combined and used. Of course, the present invention can be implemented in various modes without departing from the scope of the present invention.
１０ 構造物
２０ 下部構造体
２２ 基礎スラブ（下部構造体）
２２Ｒ 境界部（基礎スラブにおける低層部と高層部との境界部）
２６ 後打ち帯
３０ 上部構造体
３０Ｈ 高層部
３０Ｌ 低層部
３２ 基礎梁（水平部材）
４２ 免震装置
４２Ｌ 低層側免震装置（免震装置）
７０ 油圧ジャッキ（ジャッキ）
９６ ジャッキ
Ｓ 沈下量（水平部材における低層部側に対する高層部側の沈下量）
10 structure 20 lower structure 22 foundation slab (lower structure)
22R Boundary (Boundary between low-rise part and high-rise part in foundation slab)
26 Backing belt 30 Upper structure 30H High-rise section 30L Low-rise section 32 Foundation beam (horizontal member)
42 seismic isolation device 42L Low-rise side seismic isolation device (seismic isolation device)
70 Hydraulic jack (jack)
96 Jack S settlement amount (Sinking amount of high part side with respect to low part side of horizontal member)
Claims (3)
前記基礎スラブに支持された前記高層部の施工が進むに従って、前記基礎スラブに対して前記低層部を支持するジャッキを下げる、
構造物の施工方法。 An upper structure having a low-rise portion and a high-rise portion that is higher than the low-rise portion and is joined to the low-rise portion, a construction method of a structure that builds on a foundation slab ,
As the construction of the high-rise section supported by the foundation slab proceeds, lower the jack that supports the low-rise section with respect to the foundation slab ,
Construction method of the structure.
前記上部構造体は、平面視にて、前記後打ち帯を横切って前記低層部と前記高層部とに亘るとともに、前記低層部側が前記ジャッキで支持される水平部材を有し、
前記水平部材の前記低層部側に対する前記高層部側の沈下量が所定値以上になった場合に、前記ジャッキを下げる、
請求項１に記載の構造物の施工方法。 The base slab has a post-implantation belt extending along a boundary between the low-rise portion side and the high-rise portion side in plan view,
The upper structure has a horizontal member that extends across the low-rise portion and the high-rise portion across the post-strike band in plan view, and the low-rise portion side is supported by the jack,
When the amount of settlement of the high-rise portion side with respect to the low-rise portion side of the horizontal member becomes a predetermined value or more, the jack is lowered.
The construction method of the structure according to claim 1.
前記下部構造体に支持された前記高層部の施工が進むに従って、前記下部構造体に対して前記低層部を支持するジャッキを下げ、
前記ジャッキを下げる前に、前記低層部に該低層部と前記下部構造体との間に配置された免震装置の上部を接合し、
前記ジャッキを下げた後に、前記免震装置の下にコンクリートを打設して該免震装置の下部を前記下部構造体に接合する、
構造物の施工方法。 An upper structure having a lower portion and a higher portion that is higher than the lower portion and is joined to the lower portion, a construction method of a structure that builds on the lower structure,
As the construction of the high-rise section supported by the lower structure proceeds, lower the jack that supports the low-rise section with respect to the lower structure,
Before lowering the jack, the upper part of the seismic isolation device arranged between the lower part and the lower structure is joined to the lower part,
After lowering the jack, concrete is poured under the seismic isolation device to join a lower portion of the seismic isolation device to the lower structure,
Construction method of the structure creation.
Priority Applications (1)
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