@article{oai:tokyo-metro-u.repo.nii.ac.jp:00005580,
 author = {Nishikawa, Takao and Yamamura, Kazushige and Nagasawa, Takahiro and 西川, 孝夫 and 山村, ー繁 and 長澤, 貴宏},
 issue = {61},
 journal = {総合都市研究},
 month = {},
 note = {兵庫県南部地震による構造物被害の統計を見ると、RC造の大破・倒壊建物の大半は、1981年の新耐震設計法以前の建物に集中している。その点については、新耐震設計法は有効に機能したと考えられる。しかし、数は少ないものの、現行の設計法による建物にも大破・倒壊したものがあったことは注目される。被害建物の多くは、ピロティー構造であった。本論文は、ピロティー構造の問題点を明らかにするために、竣工後1ヶ月半で地震に遭い、崩壊した建物を取り上げ弾塑性立体解析を行ない、その被害原因の考察と、この種の小規模なピロティー構造の地震時挙動を推定するためには立体解析が必要であることを述べたものである。本建物は計算上無視された階段室回りの壁や、2階以上にある非構造壁等の存在により地震時にねじれ振動が誘発される可能性が高い。このように立体的に剛性分布が複雑な場合、各部材への力の流れを正確に把握するためには立体解析が必要になる。本論文では、非構造壁が有効とした場合と、非構造壁が効かないとした場合について線形、非線形の立体応答解析を行ない、被害の解明を行なった。まず、線形解析の結果、非構造壁を無視すると、各階に被害が及ぶ可能性があり、1層の層崩壊の可能性は殆ど無いが、非構造壁を考慮すると、上階の非構造壁偏在によるねじれの影響で、1階外端部の柱に応力集中が起こり、全体的にすこし回転するように層崩壊する可能性のあることが分かった。非線形解析は1層部のみを取だした近似モデルを想定し、神戸海洋気象台での地震記録を入力した。その結果、外端部の柱が約60cm程度変形し、層崩壊する様子がシミュレート出来た。これらの解析より、非構造壁は剛性、耐力上有効であり、設計上無視出来ないこと、また形状がピロティー形式に近いものは、立体挙動の把握が重要であることを指摘した。, From the statistical data of structural damages due to Kobe earthquake，most of heavily damaged or totally collapsed structures were designed by former code which was revised in 1981. In that sense，it can be said that the effectiveness of the new code was proved. But it is worth notice that several buildings designed by new code were suffered severe damage. Those buildings were almost soft first story type buildings. In this paper，to make clear the causes of damages，the three dimensional analyses of the 7 story building with soft first story were conducted. This building has non-structural walls around the stairways and also in the upper floors for exterior walls or partition walls between rooms. Through structural design those non-structural walls were disregarded. During earthquake，torsional vibration should be expected to occure if the neglected non-structural wall were effective to the stiffness of the structure. It is necessary to take the structure as a three dimensional model to know the realistic behavior of the structure. In this paper，two analytical models were considered. One has non-structural walls in its plane of model as effective walls (model-A)，and the other has no effective non-structural walls (model-B). Linear and non-linear response analyses were conducted. From linear response analyses，although the model-B gives the possibility of damages extending upper floors，model-A can explain the real damage aspects that damage concentrated in the columns of first story，especially in the outmost columns by the torsion of upper stories. Non-linear response analyses were conducted to simplified equivalent single story model. Ground motion records recorded at the Building of Kobe-Meteorological Agency were used. Both components of N-S and E-W were applied to the model simultaneously. The maximum response of the outmost column reached to about 60 cm. This value is almost coincide with the real response value during earthquake which estimated from the inspection of damages. Through these analyses，it can be said that non-structural walls were effective to stiffness and strength of the structure and they should be taken account into structural design. And also in the design of building with soft frrst story，the three dimensional behavior should be grapsed., postprint},
 pages = {79--90},
 title = {ピロティー建物の立体解析},
 year = {1996}
}