鉄骨置屋根体育館における立体トラス屋根の地震被害分析

DOI Web Site Web Site 被引用文献6件 参考文献12件 オープンアクセス

書誌事項

タイトル別名
  • SEISMIC DAMAGE EVALUATION OF SPACE FRAME ROOFS OF RC GYMNASIUMS
  • テッコツチヤネ タイイクカン ニ オケル リッタイ トラス ヤネ ノ ジシン ヒガイ ブンセキ

この論文をさがす

抄録

 In steel roof gymnasiums with RC substructures, out-of-plane response of Cantilevered RC walls are predominant during seismic responses, which triggers sequential damages of structural or non-structural components. Particularly, in 2016 Kumamoto earthquake, structural damages related to space frames (i.e. member buckling, member local buckling, post-buckling ductile fracture and connection bolt fracture) were reported, which is the newly observed damage characteristic. Space frames are generally elastically designed, thus it is important issue to make clear the damage process for the aseismic design, which is the main purpose of this paper. The chapter 2 presents the detail of the damaged gymnasiums (Gym. A and Gym. B), the numerical modeling, the observed seismic inputs. The chapter 3 and chapter 4 present the seismic damage evaluations of Gym. A and Gym. B, respectively. The numerical simulation results were analyzed by the comparison with the observed damages. The chapter 4 presents the applicability of static estimation method proposed by the AIJ design recommendation.<br> In summary, the following results were obtained:<br> 1) In Gym. A, out-of-plane response of the cantilevered RC walls along the transvers direction were main reason causing the roof damages. After the collisions between the anchor bolts and the slotted hole ends during the main shock, the upper chords and diagonals connected to these bearings are forced to be bucked. Following the buckling behavior of these member, the load path is considered to shift from the transvers direction to the longitudinal direction, which triggered the load increasing of the lower chords along the longitudinal direction and the subsequent connection bolt fracture.<br> 2) In Gym. B, out-of-plane response of cantilevered RC walls along the longitudinal direction and the asymmetrical. 1 wave mode of the roof along the transvers direction were main reason causing the roof damages. The lower chords connected to the roof bearings along the longitudinal direction are forced to be buckled by the reaction force of the cantilevered RC walls during the former shock. The lower chords connected to the roof bearings in the transverse direction are forced to be buckled by the roof response itself during the main shock. Considering the actual damage, it is assumed that the actual ground motion level could be less than the input seismic waves.<br> 3) Vertical collapse displacement may be dependent on the stability and load capacity of the upper compression chords along the transverse direction. Based on the results, the roof damage of Gym. B was more moderate than that of Gym. A because the main direction of the seismic responses of Gym. B was not the transverse direction. On the other hand, the vertical collapse displacement is less than the actual situation. It is assumed that the non-structural members, which is not considered in this numerical simulation, could affect on this difference.<br> 4) Static analysis considering the combination load of the roof response used in the AIJ design recommendation and bearing forces by cantilevered RC responses generally captured the observed damaged roof members. This relatively simple method can be used for screening the expected damages in these kind of space frame roof gymnasiums.

収録刊行物

被引用文献 (6)*注記

もっと見る

参考文献 (12)*注記

もっと見る

関連プロジェクト

もっと見る

キーワード

詳細情報 詳細情報について

問題の指摘

ページトップへ