著者

倉本 洋 勅使川原 正臣 小鹿 紀英 五十田 博

出版者

日本建築学会

雑誌

日本建築学会構造系論文集 (ISSN:13404202)

巻号頁・発行日

vol.66, no.546, pp.79-85, 2001

被引用文献数

25 14

---

This paper shows a method of converting a multi-story building into the equivalent single degree of freedom (SDOF) system, which can be applied to performance-based seismic evaluation methods such as the Capacity Spectrum Method. The feature of the converting method is to use information obtained from non-linear push-over analysis. The validity and applicable scope of the converting method were examined through the earthquake response analyses for several regular and irregular shaped buildings in which the responses of the equivalent SDOF system and the multi degree of freedom system were compared. The analytical results showed that the earthquake responses of not only regular shaped buildings but also irregular ones can be predicted by using SDOF system converted by the proposed method. For relatively high-rise buildings, however, the higher mode effect should appropriately be considered to the response of SDOF system.

著者

角田 功太郎 五十田 博 井上 涼 森 拓郎 田中 圭 佐藤 利昭

出版者

公益社団法人 日本地震工学会

雑誌

日本地震工学会論文集 (ISSN:18846246)

巻号頁・発行日

vol.19, no.1, pp.1_21-1_33, 2019 (Released:2019-02-27)

参考文献数

4

被引用文献数

2 2

---

2016年熊本地震において悉皆調査が実施された建物を対象に,2年後の調査を実施した.調査の目的は,被害レベル,建築年,構造種別などと2年後の使用状況の関係を定量化することである.益城町の調査範囲において,約半数が現存しないことがわかった.加えて,当然ではあるが,被災した建物の建築年が新しいほど,あるいは被災した住宅の被害レベルが低いほど,継続的に使用されている割合が高かった.また,継続使用されている建物であっても,そのうちの37%には補修が施されており,外観調査上は無被害と判定された建物でも補修されている例も多くみられた.建替え後の構造は84%が木造であり,階数は平屋建てが最も多く,71%を占めていた.

著者

峯村 廣紀 五十田 博 服部 学

出版者

日本建築学会

雑誌

日本建築学会構造系論文集 (ISSN:13404202)

巻号頁・発行日

vol.79, no.698, pp.491-498, 2014-04-30 (Released:2014-07-15)

参考文献数

12

被引用文献数

4 6

---

One of key issues of recent seismic structural design for buildings is the safety performance against long duration earthquake, repeated earthquake and severe earthquake after main shock. It may be difficult for conventional shear walls of wood house such as bracing and plywood shear wall to survive during their earthquake.In this study, shear wall with high stiffness rubber was proposed to prevent the degradation of seismic performance during repeated earthquakes and shear wall test and shaking table test were conducted in comparison with plywood conventional shear wall. Following results were obtained:1 In shear wall test, it was found that no degradation occurred in proposed shear wall in the range of 1/30rad.2 In shaking table test, the specimen without proposed shear wall was damaged in three times severe earthquakes, while the specimen with it was survived in five times severe earthquakes.

著者

篠原 昌寿 五十田 博 清水 秀丸

出版者

日本建築学会

雑誌

日本建築学会構造系論文集 (ISSN:13404202)

巻号頁・発行日

vol.81, no.729, pp.1859-1868, 2016 (Released:2016-11-30)

参考文献数

28

被引用文献数

2 2

---

1. Introduction In Japan, high performance damping buildings and houses are required to improve seismic safety and to minimize damage, because of many occurrences of severe earthquakes. On the other hand, Japanese wooden houses do not have enough shear walls to keep large and many openings and semi-rigid timber portal frame has been developed and has increased. However, semi-rigid timber frame structure is relatively soft. This paper presents seismic performance of semi-rigid timber frame structure with damper through full-size shaking table tests. We compared response deformations during moderate and severe ground motions among only frame, frame with oil damper and frame with shear wall to verify damping effect of oil damper. 2. Overview of damping wall with oil damper Damping wall system consist of a oil damper set horizontally through a ∧ shape steel member installed between two columns and below a beam of wood (hereinafter, referred to as "∧-type damping wall"). ∧-type damping wall is a system where damper deformation becomes almost the same as the story deformation. ∧-type damping wall has a high damping force compared to other damping walls that exist in the field of wooden houses nowadays in Japan. Relief force of the oil damper is 12 kN and the relief velocity is 70 mm/sec. 3. Overview of shaking table tests Planar shape of box-shaped one-story specimen is 5460mm (direction of vibration) × 3640mm (Orthogonal direction of vibration), and its height is 2835mm. Ground motion is input in one direction. There are three types of structures set in series in the direction of vibration, the outer two structures are semi-rigid timber frames and the structure at the center is ∧-type damping wall or seismic wall of plywood. The detail for each structure is described as follows. (1)Semi-rigid timber frame with oil damper. (2)Semi-rigid timber frame with seismic wall of plywood. (3)Semi-rigid timber frame only. The total weight of specimen is 87.0kN. Moment resisting joint of semi-rigid timber frame is using lagscrewbolt, metal connector and nut. Procedure of construction is embedding the lagscrewbolt into the column and beam, and setting up a metal connector, and binds with nut. Size of column is 120mm × 300mm and wood specimen is engineering wood of European red pine (E105-F300). Size of beam is 120mm × 360mm and wood specimen is engineering wood of European red pine (E105-F300). For column base anchor bolt (M14, SNR490B) with growth capacity was used. Semi-rigid timber frame is considered to have a Co=0.51 seismic performance for elastic frame analysis. Seismic walls are placed in the center of structure row and are bonded both sides of plywood (t=12, N50 nail, @150). Seismic performance of this wall is almost equivalent to ∧-type damping wall. ∧-type damping wall and Seismic wall are considered to have a Co=0.11 seismic performance. Input seismic wave are three observation waves and one artificial wave. Observation waves are "ELCENTRO 1940 NS", "TAFT 1952 EW" "JMA Kobe 1995 NS". Artificial wave is "BSL wave" whose acceleration response spectrum is provided in the Building Standard Law. Seismic waves were scaled to two levels that represents medium and extreme earthquakes. 4. Results and Conclusions of shaking table tests Maximum response deformation of " Semi-rigid timber frame only " for Taft wave(25kine) is 1 / 106rad, for BSL wave(80%) is 1 / 45rad. This is large response deformation by specific seismic wave. "Semi-rigid timber frame with oil damper" reduces the response deformation for all evaluated seismic waves and can avoid damage to the structure.

著者

大塚 悠里 五十田 博 平石 久廣

出版者

日本建築学会

雑誌

日本建築学会構造系論文集 (ISSN:13404202)

巻号頁・発行日

vol.86, no.790, pp.1664-1673, 2021-12-01 (Released:2021-12-01)

参考文献数

14

---

The response analysis was conducted considering the site amplification effect on Japanese conventional wooden houses in metropolitan area in this paper. Then, the general tendency of seismic response of the Japanese conventional wooden houses was investigated from the analytical results. Finally, the wooden houses damage estimation map in the metropolitan area was shown for a disaster prevention material. The major findings obtained in this paper were as follows. 1) If the base shear coefficient was 0.1, the first story's maximum drift angle exceeded the drift angle of 1/20, judged as collapse at all analytical sites in the metropolitan area. If the base shear coefficient was 0.4, response drift angles showed values below the safety drift angle (1/30(rad.)) judged as severe damage in most sites.2) Even if the base shear coefficient was 0.6, the maximum response drift angle was larger than the safety limit drift angles (1/30(rad.)) at some sites in Site class 2 and Site class 3.3) In the Site class 3, it might be possibly less than acceptable drift angle even for houses whose base shear coefficient is not so high, if the site acceleration response spectrum is small within the shorter period less than about 1 second.4) It was not easy for wooden houses to reduce their response at the sites in Site class 2, and the sites judged as Site class 3 closer to Site class 2. 5) The phenomenal above mentioned in items 1)~4) were possibly understood from the acceleration response spectrum considering the site amplification effect.6) From the damage estimation map presented in this paper, it may be understood that the maximum response drift angle was large near Tokyo Bay and Chiba's coast and that the sites where the maximum response drift angle was relatively small were the northern Kanto region, such as western Saitama, southern Ibaraki, Tochigi, and Gunma.

著者

高橋 茂男 笹川 明 五十田 博 北村 俊夫

出版者

日本建築学会

雑誌

学術講演梗概集. C-1, 構造III, 木質構造, 鉄骨構造, 鉄骨鉄筋コンクリート構造 (ISSN:1341447X)

巻号頁・発行日

no.1999, pp.83-84, 1999-07-30

著者

井上 涼 森 拓郎 田中 圭 瀧 裕 五十田 博

出版者

一般社団法人 日本建築学会

雑誌

日本建築学会技術報告集 (ISSN:13419463)

巻号頁・発行日

vol.26, no.64, pp.917-922, 2020-10-20 (Released:2020-10-20)

参考文献数

14

被引用文献数

6

---

In order to continue using wooden houses after the earthquake, it is necessary to accurately judge the damage level and make appropriate repairs. Therefore, an evaluation index for estimating the experience deformation from the damage situation of interior and exterior finishes is proposed. When evaluating the finish damage level of the static resisting wall test and the shaking table test, it was found that internal finish damage was more accurately estimated than external ones. When the cloth was torn along the gypsum board joint, the deformation was classified as D2 level damage.

著者

山福 若菜 五十田 博 加藤 辰彦 勝間田 辰也

出版者

一般社団法人日本建築学会

雑誌

日本建築学会北陸支部研究報告集 (ISSN:03859622)

巻号頁・発行日

no.49, pp.107-110, 2006-07-09

---

木質断熱複合パネルを一般の軸組構法の耐力壁と床に用いた構造について、壁、床、そして軸組との接合部の構造性能を確認する実験を実施した。それぞれの実験により、合板の種類、実材の有無、断熱材の種類などの違いによる性能を把握することができた。また、壁の性能を部分実験の結果より概ね捉えることができた。