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Osaka, Japan

Takenaka Corporation is one of the largest architecture, engineering, and construction firm in Japan. Its headquarters is in Chūō-ku, Osaka, Osaka Prefecture.The company's website also claims it to be the oldest firm of that type anywhere in the world, since the demise of Kongō Gumi which was substantially older. Both company originate from family of architect-carpenter .In 1610 Tobei Masataka Takenaka , a shrine and temple carpenter, started a business in Nagoya. The business went on like a family business and built some of the first Western-style buildings during the last half of 19th century, most of them in Nagoya. In 1899 Toemon Takenaka , 14th generation descendant of the original founder, established a branch office in Kobe and founded Takenaka Corporation as an official company.The company grew more and more during the 20th century, its capital in 1909 was about ¥100.000, ¥6 million in 1938, ¥1.5 billion in 1959 and ¥50 billion in 1979; nowadays, Takenaka Corporation is a multinational company with offices in 18 different countries. Its president is Toichi Takenaka .The company is now regarded in Japan as one of the "Big Five" contractors ranked with Kajima, Obayashi, Shimizu and Taisei, and has a long history of designing buildings. The firm has built some of the most important buildings in Japan, including the Tokyo Tower, the Tokyo Dome , the Fukuoka Dome , and the Kobe Meriken Park Oriental Hotel among others.Among its proposals is the Sky City 1000 project.It reconstructed the Suzakumon in Nara. Wikipedia.

Shogaki T.,Japan National Defense Academy | Kaneda K.,Takenaka Corporation
Soils and Foundations | Year: 2013

Laboratory tests and design reliability are directly controlled by sample quality. The frozen sampling (FS) method is useful for dynamic strength and deformation tests of undisturbed clean sand. However, it is very expensive and requires considerable equipment. The sample quality of Toyoura sands obtained from 48 mm and 75 mm samplers are scrutinized based on void ratio, dynamic strength and deformation properties through model and cyclic undrained triaxial tests. A conventional method for estimating in-situ dynamic strength and deformation properties of sand samples utilizing density changes is examined and the applicability of the proposed method is discussed for the samples obtained from Niigata sand deposits. The main conclusions obtained from this study are summarized as follows: (1) A conventional method for estimating in-situ void ratio (e0), Dr, stress ratio (RL20) in a 20 cyclic time frame and the initial modulus of rigidity (G0) of sand samples utilizing density changes is proposed. (2) The in-situ RL20 and G0 estimated from the proposed method for sand samples from tube samplers were similar to those of frozen sampling and the in-situ modulus of initial rigidity was calculated from the secondary wave velocity for Niigata sand deposits. Therefore, dynamic strength and deformation properties changes, caused by sampling, can be modified appropriately to an in-situ condition by this proposed method. © 2013 The Japanese Geotechnical Society. Production and hosting by Elsevier B.V. All rights reserved. Source

Shigeno Y.,Takenaka Corporation
AIJ Journal of Technology and Design | Year: 2013

FEM program for soils and foundations was parallelized with OpenMP to speed up the analysis. The investigation showed that solving linear equation and calculation of unbalance force were the hot spots of the analysis. By parallelizing these hot spots, the analysis was speeded up by 6.3 times using 8 cores at maximum. It was also found that the computation time of 8 parallel threads was shortened 5.0~5.2 times by the combination of the sparse matrix solvers and the nonlinear algorithms. Source

The time-domain evaluation of the frequency-dependent dynamic stiffness was studied, and some transform methods were proposed. Although various kinds of stiffness have been well-transformed by these methods, some problems remain. In this paper, the following two problems are studied. First, the relationship between the proposed transform methods and Duhamel's integral is studied to understand the meaning of the two series of impulse responses obtained by the methods. Next, the time-domain transfer function, obtained by the transform of frequency-domain transfer function, is shown to expand the applicability of the methods. Seismic response values are easily calculated in the time domain using the function without FFT. The efficiency of the function is confirmed with a practical example problem. © 2012 American Society of Civil Engineers. Source

It is well known that the properties of the soil deposits, especially the damping, depend on both frequency and strain amplitude. Therefore it is important to consider both dependencies to calculate the soil response against earthquakes in order to estimate input motions to buildings. However, it has been difficult to calculate the seismic response of the soil considering both dependencies directly. The author has studied the time domain evaluation of the frequency dependent dynamic stiffness, and proposed a simple hysteretic damping model that satisfiesthe causality condition. In this paper, this model was applied to nonlinear analyses considering the effects of the strain amplitude dependency of the soil. The basic characteristics of the proposed method were studied using a two layered soil model. The response behavior was compared with the conventional model e.g. the Ramberg-Osgood model and the SHAKE model. The characteristics of the proposed model were studied with regard to the effects of element divisions and the frequency dependency that is a key feature of the model. The efficiency of the model wasconfirmed by these studies. Source

Takenaka Corporation | Date: 2013-02-28

A building is provided with a shutter, a stairway, and a handrail. The handrail has a connection member and a connection apparatus. The shutter opens and closes in a horizontal direction. A gap through which the shutter can pass is formed in the stairway. The handrail is provided at the stairway, and includes a handrail main body and a movable member. A gap through which the shutter can pass is formed in the handrail main body, and the movable member closes the gap in the handrail main body. The connection member connects one end portion of the movable member with the handrail main body such that the movable body is turnable relative to the handrail main body. The connection apparatus releasably connects another end portion of the movable member with the handle main body.

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