Vibration eigen-value analysis for Engakuji Shariden as Japanese national treasure
The objectives of the MIDAS iGen study. Development of an earthquake-resistant model for the reconstruction of a Buddhist sanctuary in Kamakura Taiheiji. Analysis of the main structural characteristics of the wooden structures of the Engakuji Temple.
| Рубрика | Строительство и архитектура |
| Вид | статья |
| Язык | английский |
| Дата добавления | 08.10.2021 |
| Размер файла | 386,2 K |
Отправить свою хорошую работу в базу знаний просто. Используйте форму, расположенную ниже
Студенты, аспиранты, молодые ученые, использующие базу знаний в своей учебе и работе, будут вам очень благодарны.
Размещено на http://allbest.ru
Fl KGU
Vibration eigen-value analysis for Engakuji Shariden as Japanese national treasure
Okoshi Suzuka, Takashima Hideyuki
Yokohama, Japan
Abstract
The present study aims to clarify the structural behaviors of Engakuji Shariden which is placed in Kanagawa Prefecture. Engakuji Shariden is involved in Engakuji Temple and is the only national treasure building in Kanagawa Pref. The present structure has been moved and reconstructed from a Buddhist sanctum in Kamakura Taiheiji. Also it has experienced the repairs after suffering earthquake motion damages. For such a wooden important old structure, the earthquake countermeasures are necessary to maintain the current state from now on. To analyze the fundamental structural characteristics, the numerical model has been investigate in former studies. In the present study, eigen-value analyses are performed by MIDAS iGen as a structural analysis software, to find out the adequate joint stiffness and support condition. We vibration modes obtained from the preset analyses for SHARIDEN are similar to the ones from the micro tremor observation.
Keywords: eigen-value analyses; national treasure building; structural analyses; natural period; beam stiffness; node spring support
1. Background
In Kanagawa Pref., Engakuji Shariden is as the only national treasure building. Engakuji-Temple is one of Buddhist temple constructions in Kamakura City. Figure 1 shows the fa?ade of Shariden. It is one of the facilities at Engakuji in order to store the Buddha's bone. After suffering earthquake motion damages, repeated repairs have been treated for Shariden. It's a wooden building which passes through long years, so a strong decline by hoary is remarkable. The construction of Shariden is typical Zen style. The architectural features of Zen style are complicated set of articles, slender pillars. The rafters under the eaves is showing the roof bigger and the height of Shariden is about 9 m and the plan is about 8m square.
Figure 1. Engakuji Shariden
2. Objectives
The earthquake countermeasures for such structure are necessary to maintain the current state. Through the past studies, the relative precise numerical model being close to the current state, has been constructed. In the present study, vibration eigen-value analyses will be performed to estimate the support conditions and the joint rigidities at the connections.
3. Eigen-value Analysis
1.Analytical Model. Vibration eigen-value analyses are performed using the structural analysis software “MIDAS iGen” [5]. The present FEM model has been assembled from the digitized CAD data based on the practical measured drawings. Figure 2 illustrates the present analytical model whose details have been described in Ref. 7. The height of Shariden is 9050 mm and the plan configuration is 8134 mm square. reconstruction buddhist kamakura wooden engakuji
The present structure is composed of cypress, zelkova and a larch. However, in the present analyses, there are no considerations for anisotropy of material characteristics of a wood. The investigation for such material properties will be refered in the other opportunities. The diameter of the main columns is 285 mm which is the maximum diameter among the composed elements. The number of nodes is 2728 and 1618 nodal points are placed.
Figure 2. Analyses model in MIDAS
2. Loading Conditions. The loading conditions are according to the almost same ones in Ref. 7. In the present study, the effective loading areas are recalculated precisely. The gross weight is 36.8 kN which is distributed to each node of the roof surface with respect to the amount of the effective areas. The specific weight of the pillar and the beam part are also considered.
3. Joint and Boundary Conditions. Figure 3 illustrates a sample of joint conditions. The figure shows the Yl-Zl section in the vertical plane. There are difficulties to estimate the joint rigidity in the old timber structure. In the present analyses, 10 patterns of the joint rigidity (10-100%) are pre-pared for the beams. The joint where the columns are assumed to be continuous, the joint rigidities are adopted as rigid (100 %). In Figure 4, the adopted support conditions are shown. The bottom ends of the columns are only put on the base stones. In order to express the frictions between the ends and the stones, the spring elements are attached. The adopted spring constant takes values from 0.1 to 1.0 kN/mm by 0.1 kN/mm.
Figure 3. Joint conditions for XI, Y1 and Y6 plane
Figure 5 explains the parameters for the joint rigidities.
In the present study, the eigen-value analyses are carried out for 100 patterns which means 10 joint rigidities and 10 ways of the support condition.
Figure 5. Adopted analytical patterns
4. Analytical Results
Table 1 shows analytical results. The first eigen-mode is obtained as X-direction translation for all analytical cases. From the former micro tremors experiments [1], the natural period has been observed as 0.397 sec. In comparison with the observed results, the most adequate case would be the one with the parameters of joint rigidity 10 % and support spring constant 0.6 kN/mm. Meanwhile, when the joint rigidity was adopted as 20 %, the applicable support springs would take 0.5 kN/mm. Also when the joint rigidities 30-50 % were selected, the appropriate support would be 0.4 kN/mm spring constant.
Table 1. Analytical results
|
characteristic mode shape |
Freauencv[Hzl |
Periodfs] |
||
|
Beam Stiffness 10®ь |
X--di recti on translation |
2.5021 |
0.3997 |
|
|
Spring Stiffness 0.5[kN/mm] |
||||
|
Beam Stiffness 10*o |
X--di recti on translation |
2.5625 |
0.3902 |
|
|
Spring Stiffness 0-6[kN/mm] |
||||
|
Beam Stiffness 20*o |
X--di recti on translation |
2.507 |
0.3989 |
|
|
Spring Stiffness 0.4[kN/mm] |
||||
|
Beam Stiffness 20eo |
X--di recti on translation |
2.5979 |
0.3849 |
|
|
Spring Stiffness 0-5[kN/mm] |
||||
|
Beam Stiffness 30*o |
X-direction translation |
2.4278 |
0.4119 |
|
|
Spring Stiffness 0.3[kN/mm] |
||||
|
Beam Stiffness 30*o |
X--di recti on translation |
2.5676 |
0.3895 |
|
|
Spring Stiffness 0.4[kN/mm] |
||||
|
Beam Stiffness 40®o |
X-direction translation |
2.4674 |
0.4053 |
|
|
Spring Stiffness 0.3[kN/mm] |
||||
|
Beam Stiffness 40eo |
X-direction translation |
2.6141 |
0.3825 |
|
|
Spring Stiffness 0.4[kN/mm] |
||||
|
Beam Stiffness 50eo |
X-direction translation |
2.4994 |
0.4001 |
|
|
Spring Stiffness О.ЗГкЫ/ттТ |
||||
|
Beam Stiffness 50eo |
X-direction translation |
2-652 |
0.3771 |
|
|
Spring Stiffness 0.4[kN/mm] |
||||
|
Beam Stiffness 60eo |
X-direction translation |
2.2814 |
0.4383 |
|
|
Spring Stiffness 0-2rkN/mml |
||||
|
Beam Stiffness 60®o |
X-direction translation |
2.5265 |
0.3958 |
|
|
Spring Stiffness 0.3[kN/mm] |
||||
|
Beam Stiffness 70®o |
X-direction translation |
2.2988 |
0.435 |
|
|
Spring Stiffness 0-2rkN/mml |
||||
|
Beam Stiffness 70^ |
X-direction translation |
2.55 |
0.3922 |
|
|
Spring Stiffness 0.3[kN/mm] |
||||
|
Beam Stiffness 80#o |
X-direction translation |
2.3141 |
0.4321 |
|
|
Spring Stiffness 0.2[kN/mm] |
||||
|
Beam Stiffness 80*o |
X-direction translation |
2.5708 |
0.389 |
|
|
Spring Stiffness 0.3[kN/mm] |
||||
|
Beam Stiffness 90*o |
X-direction translation |
2.3278 |
0.4296 |
|
|
Spring Stiffness 0.2[kN/mm] |
||||
|
Beam Stiffness 90*o |
X-direction translation |
2.5898 |
0.3861 |
|
|
Spring Stiffness 0.3[kN/mm] |
||||
|
Beam Stiffness 100®o |
X-direction translation |
2.3404 |
0.4273 |
|
|
Spring Stiffness 0.2[kN/mm] |
||||
|
Beam Stiffness 100®o |
X-direction translation |
2.6071 |
0.3836 |
|
|
Spring Stiffness 0.3[kN/mm] |
Figure 6 shows those investigated results. There will be a future study to select the most practical and appropriate model among those parameters.
Period [s]
Figure 5. Summary of an analyses result
Conclusions
Through the parametric analyses, the present numerical model could evaluate the practical behaviors of Engakuji Shariden by comparison between the analytical results and micro tremor observations. The adaptable parameters varied from 0.25 to 0.30 kN/mm of the supporting spring constants in the cases of that the rigidities of the connections took the values 40-100 %.
In the future study, the most adaptable values for the structural parameters will be estimated on the friction at the peripheral supports and the connectivity of the beams and columns.
Reference
0. Evaluation of Structural Performance of Engaku-ji Syariden: Tokyo University of Science, Kazuki Chiba, Kaori Fujita, Satoshi Kurita, History city disaster prevention collected papers Vol 4, P. 173--180, July 2010.
1. Vibration eigenvalue analysis in Engaku-ji Syariden: Kanto Gakuin University, Tatsuki Saita, graduation thesis in fiscal 2011.
2. Architectural Institute of Japan, Japanese architectural history figure, shadow provincial shrine.
3. Kanagawa-ken, Engaku-ji Syariden contract drawing (measure drawing).
Абстракт
Решение проблемы собственных значений для храма Сяридэн Энгакудзи национального достояния Японии
Окоси Судзука, Такасима Хидэюки УКГ, Йокогама, Япония
Настоящее исследование направлено на продолжение изучения деревянного здания храма Энгакудзи, который расположен в префектуре Кан агава. Энгакудзи является единственным памятником высшего уровня (национальным сокровищем) в этой префектуре. Здание еще в период Эдо было реконструировано и перенесено из буддийского святилища Тайхейдзи в городе Кама-кура. Затем здание было восстановлено после землетрясения.
Для такой важной старой деревянной конструкции необходимы определенные контрмеры, чтобы поддерживать текущее состояние здания. Анализ фундаментальных конструктивных характеристик и модель сооружения уже были описаны в предыдущих статьях на прошлых форумах. В настоящем исследовании анализ собственного значения выполнен программой MIDAS iGen, для того чтобы выяснить настоящую общую жесткость и условия поддержки. Мы, используя программу для симуляции вибрации, провели анализы поведения павильона, которые похожи на исследования микроколебания.
Ключевые слова: анализ собственного значения, строения как национальные сокровища, структурный анализ, естественный период, балка жесткости, узел опоры пружины.
Размещено на Allbest.ru
Подобные документы
Characteristics of the plot and area for reconstruction with the addition of the attic floor of a public building on Slastiona Street 3 in Lviv. Construction of the architectural part. List of mounting elements in the construction of the building.
дипломная работа [2,0 M], добавлен 04.06.2022A beam is a structural element that is capable of withstanding load primarily by resisting bending. Internally, beams experience compressive, tensile and shear stresses as a result of the loads applied to them. Thin walled beams. Mechanical beam quality.
презентация [101,4 K], добавлен 21.11.2013General characteristic of the LLC DTEK Zuevskaya TPP and its main function. The history of appearance and development of the company. Characteristics of the organizational management structure. Analysis of financial and economic performance indicators.
отчет по практике [4,2 M], добавлен 22.05.2015The process of scientific investigation. Contrastive Analysis. Statistical Methods of Analysis. Immediate Constituents Analysis. Distributional Analysis and Co-occurrence. Transformational Analysis. Method of Semantic Differential. Contextual Analysis.
реферат [26,5 K], добавлен 31.07.2008The air transport system in Russia. Project on the development of regional air traffic. Data collection. Creation of the database. Designing a data warehouse. Mathematical Model description. Data analysis and forecasting. Applying mathematical tools.
реферат [316,2 K], добавлен 20.03.2016Defining cognitive linguistics. The main descriptive devices of frame analysis are the notions of frame and perspective. Frame is an assemblage of the knowledge we have about a certain situation, e.g., buying and selling. Application of frame analysis.
реферат [324,4 K], добавлен 07.04.2012Literature, poetry and theater of the United States, their distinctive characteristics and development history. The literary role in the national identity, racism reflections. Comparative analysis of the "To kill a mockingbird", "Going to meet the man".
курсовая работа [80,5 K], добавлен 21.05.2015General characteristics of the Ministry of Oil and Gas of the Republic of Kazakhstan. Main tasks, functions, and rules of the Department of development of oil industry. Perspective directions of the Ministry of Oil and Gas of the Republic of Kazakhstan.
отчет по практике [37,4 K], добавлен 21.04.2013The corporate development history and current situation strategy of the Computacenter. Opportunities and threats for Computacenter on the analysis of IT-industry and macro-environmental analysis. The recommendations for the future strategic direction.
контрольная работа [27,5 K], добавлен 17.02.2011The major structural elements of economic safety of a national economy branches. The structural analysis of economic activity. Share of wages in ВВП, of productivity of Russia and western countries. The essence of the economic taxes and their purpose.
статья [166,3 K], добавлен 12.04.2012
