日本建築学会論文報告集
Online ISSN : 2433-0027
Print ISSN : 0387-1185
ISSN-L : 0387-1185
213 巻
選択された号の論文の14件中1~14を表示しています
  • 原稿種別: 表紙
    1973 年 213 巻 p. Cover1-
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 原稿種別: 表紙
    1973 年 213 巻 p. Cover2-
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 原稿種別: 目次
    1973 年 213 巻 p. Toc1-
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 原稿種別: 付録等
    1973 年 213 巻 p. App1-
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 山田 稔, 河村 広
    原稿種別: 本文
    1973 年 213 巻 p. 1-10,89
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    In this paper, the aseismic capacity of medium or low rise reinforced concrete buildings with asymmetric shear walls in plan is discussed on the basis that the steady-state resonance of the predominant torsional vibration of them is able to be regarded as an ultimate state. Asymmetrically arranged shear walls are assumed to resist the lateral load statically through their shear capacity at the torsional center, and long columns are assumed to resist the torsional vibration through the energy of their Q-δ hysteretic damping. These ideas are given by the combination of the author's previous papers, which dealt with the aseismic capacity of the reinforced concrete rigid frames with and without shear walls. In the Last chapter, an example of the application of the procedures mentioned above to the real reinforced concrete structures with asymmetric shear walls is discussed. Furthermore, the checking procedures of the aseismic capacity of medium or low rise general reinforced concrete building are given as an appendix.
  • 藤本 盛久, 大熊 武司, 赤木 久真
    原稿種別: 本文
    1973 年 213 巻 p. 11-20,89
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    A method is investigated for the solution of time-dependent problems concerning wind flow and wind pressure arounda body in two-dimensional. turbulent, airflow. The method is numerical, using a computer, for the solution of a finite-difference approximation to the primitive equations of motion, with subgrid scale effects and the Reynolds stresses, which are simulated by uniform eddy viscousity coefficient, consequently being coincident with the problem as the one concerning the flow of viscous fluids at the Reynolds number as high as 200 or so. The computational examples were given about a long cylinder of square cross-section with several angles of attack. The results seem to be in good agreement with the experimental data at small Reynolds numbers, and yet to be unsatisfactory from the standpoint of such as a Building scale phenomenon.
  • 入江 善久
    原稿種別: 本文
    1973 年 213 巻 p. 21-28,90
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    In this report stress concentration around holes of void-slab under shear is analytically examined by means of bipolar coordinates. Under the assumption that the void-slab section is substituted by a semi-infinite plate containing a circular hole, calculated vabues of stress concentration factors κ=τ/τ_<mean>, i.e. the ratios of the maximum stress at the edge of the hole and the mean stress at the minimum cross section through the center of the hole, vary from 2 to 1 with the void ratios λ=φ/D, i.e. the ratios of the hole diameter to the slab depth. From these calculations it is known that in the case of usual void-slab sections (λ=0.6〜0.7), stress concentration factors are not so large (κ=1.08〜1.21). It is also confirmed that these results agree well with some experimental values by the measurement of surface strains of the mortar-made specimens and the photoelastic method.
  • 岸田 英明, 高野 昭信
    原稿種別: 本文
    1973 年 213 巻 p. 29-38,90
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    The authors carried out the axial compression test on short pipe piles which were easy to buckle in inelastic conditon. The results of these tests and many other previous similar investigations were discussed and those results were related with the decrease of strength of steel pipe piles under axial loading. For the thickness-radius ratio is 0.01 to 0.10, buckling occurred in the inelastic zone in terms of the stress-strain relationship. These results showed that buckling atress increased approximately in proportion to the thickness-radius ratio. Yield stresses and buckling stresses obtained in the tests were normalized on the basis of the yield stress of pipe pile materials in the tension lests. The experimental formula to estimate the decrease of the strength of pipe pile under inclastic buckling is presented as follows : [numerical formula] where σ_<sy>=the stress decreased by inelastic buckling, σ_y=the yield stress in tension test, t/r=thickness-radius ratio. The effect of the steel plate attached to the end of the pipe pile was tested by static axial compression tests. These test results showed a fairly good agreement with the results calculated by the finite element method. The finite element calculations on 12 types of the steel plate were carried out to investigate the deformations and the stress distributions at the end of steel pipe pile. The thickness and width of the steel plate to strengthen the end of steel pipe pile were proposed on the basbasis of these calculated results.
  • 山肩 邦男, 永井 興史郎
    原稿種別: 本文
    1973 年 213 巻 p. 39-44,91
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    In this Part 2, the results of load test of steel pipe piles were examined statistically, and a new formula on the allowable bearing capacity of steel pipe piles was introduced. Fig.13 represents the relation between the values of allowable bearing capacity R_<at> determined by the load tests shown in Table 3 and the values R_<ac> calculated by modified Meyerhof formula Eq.(16) based on the assumption that the tip of pipe is perfectly closed. The figure indicates that the ratio R_<ac>/R_<at>=1.23 for the diameter being smaller than about 500mm and the ratio is 2.08 for the diameter being larger than about 600mm. And from Fig.14 it will be seen that the values of ratio are caused by overestimate of the tip resistance in Eq.(16). Through the discussion in Part 1 it was crarified that frictional resistance of the inner soil column at the ultimate bearing capacity in actual field test may be restricted only in the range of length driven into the dense sandy stratum of the bottom one-tenth of full length of pile. And it is shown that the effect of arching action will be in the same range of length and beneath the tip of thninwall of pile as shown in Fig.16 for the pipe pile whose diameter is smaller than about 500mm. Accordingly, considering these two points, the authers proposed a new formula on the allowable bearing capacity, Eq.(18)〜Eq.(20). Fig.21 indicates that the new formula gives fairly good estimate to the results of load test.
  • 栗原 嘉一郎, 篠塚 宏三, 中村 恭三
    原稿種別: 本文
    1973 年 213 巻 p. 45-54,91
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    This is the sixth report of the fundamental investigations for the planning of the public library system to community area. The paper describes how to settle the adequate number of books for each branch library through the statistical analysis on the 212 branch libraries in U.S.A., 73 library systems in Great Britain, and 21 new branch libraries in Japan. In this analysis we found that the number of book circulation per capita of a branch library chiefly depended on the number of new addition per capita of the library. We present a figure showing these relationships, by which we can find the adequate number of new books and total volumes per capita, if we set up a goal for the number of circulation.
  • 内田 祥哉, 山本 公也, 吉田 倬郎, 山下 晴雄
    原稿種別: 本文
    1973 年 213 巻 p. 55-60,92
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    1. Purpose : When the plan of building and the construction of building elements that separates each space, the cost of building can be decided. Likewise, the cost of construction can be controlled by varying the dimension of each space when it is possible to keep the function of particular space constant inspite of its change in demension, then there should exist the optimal plan that can be realized with lower cost than the intitial plan. Thus, the main theme for this study is to develop a program to investigate to find a method to obtain the optimal plan that lessens the building element cost be setting a condition in which the building space will not deviate from the initial given function. And, on the other hand, the cost model of building element is decided. Then the dimension to each space is varied and to obtain the most suited plan which offers the lowest cost of building element. The obtained result will be applied in an actual case. 2. Consideration of Optimal Method : There ars some method to make one most suitable or optimal, for example, as in differentiation, linear programming and dynamic programming etc. But, it has become evident that they are ineffective for this study. 3. Abstruct of the Method : The abstruct method, which is developed in this study, can be pointed out as the simulation of plan that can be executed by using a random numbers. From the simulation, the cost of building elements in each plan is calculated and then compared to other passible floor plans and ultimately obtaining the most optimal plan.
  • 原科 幸彦
    原稿種別: 本文
    1973 年 213 巻 p. 61-70,92
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    The study of activites of urban people is a basic study for city planning, and activities are described by time and space. In this study the activities are classified into four groups, they are physiological activity, social activity, free activity, and movable activity. Movable activity makes connection of time and space, according to its moving time caused by the demand of convertion of activity fields. In this report I studied about the decision factor of activity time allocation. The one factor is independent of activities, and the other is dependent on them, that is from the inter relation of them. Here, the former factor is consist of three personal attributes, sex, age, and occupation, and the latter is consist of trade-off relations of each pair of activities. The data used in this study is from the activity investigation in Shizuoka city in 1971. The results are as follows ; 1. Physiological activity time is influenced strongly by age, not by sex. Social activity time is almost decided by occupation and age. 2. Social activity time and free activity time have the strongest trade-off relation. Physiological activity time and social activity time have secondary strong trade-off relation. Physiological activity time and free activity time are independent of each other. 3. Movable activity time has some influences on the other three activity times and is influenced by them.
  • 岩楯 保
    原稿種別: 本文
    1973 年 213 巻 p. 71-80,93
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    Conclusion : 1. There is a close correlation between the dimension of columns and dimension of Uchinorinageshis in all samples. We have a ratio of the Shomei (a Book of Kiwari). 2. Seeing to a grouping sample, we can find out the sampls that seems to have a close correlation of approximation at the 3 bay halls about H-φ, and the ratio is a big value than the Shomei. The otheres, we can have a group of sampls with a ratio 0.60, it is equal to the ratio of the Shomei. 3. The relation on the diameter of Column-Kirime Nageshi is a close correlation and it has a ratio 0.60 that is equal to the ratio of the Shomei in all samples. In case of make a group of sample, we have a few the group of samples with a proportional relation, but we can not looke for a ratio that is equal to the ratio of the Shomei. 4. In case of a relation of the L (length), H (height) of DAITO and Diameter of Column, the ratio of the Shomei can look for a ratio in to the 5 bay halls in the Muromachi period. That is to say, it is L=1.0×φ (Diameter of Column), also H=0.55×φ. Seeing a group with a proportional relation. we can find a ratio 1.1 that is over ratio than the Shomei in 3 bay halls, also, find 1.0 that is equal to the Shomei on L-φ of DAITO. In the correlation to H-φ of DAITO, we can find out 0.60 that is over than the Shomei ratio in the 5 bay halls. The Ratio 1.0 in L-φ of DAITO can be seen in the other book of Kiwari "DAIKU Toboku magarijhaku no shidai". 5. The Shomei ratio 0.4 in the correlation of H of Shiziki-φ can be seen in a grop of the 3 bay halls samples about the relation H-φ_<out>, φ_<in>. In case of the use all samples, we can be seen a ratio of the Shomei in the 5 bay hay halls. 6. In case of the 3 bay halls and relation of φ-a middls bay, the buddist halls having ratio 1.0 is in the Kinki District and West. it belongs to the early Muromachi period. The buddist halls heving a ratio 1.1 is in the Kinki District and Eeast and is seen all over the Muromachi period. In the 5 bay halls, we can not reach a conclusion clearly. 7. In the book of Kiwari "DAIKU Toboku magarijhaku no shidai", the method to determine of column is addopt a bay of side (wakima). As a example, we can be seen this method is the 3 bay halls of the Muromachi period. These halls are in the Kinki District and east and belong to the end of the Muromachi period.
  • 北野 隆
    原稿種別: 本文
    1973 年 213 巻 p. 81-87,93
    発行日: 1973/11/30
    公開日: 2017/08/22
    ジャーナル フリー
    This paper deals with the plan and allotment of timber on the KATOHEIZAEMON-RESIDENCE. The contents are as follows. 1. On the archives of the KATOHEIZAEMON-RESIDENCE. 2. On the plan of the KATOHEIZAEMON-RESIDENCE. 3. On the allotment of timber of the KATOHEIZAEMON-RESIDENCE. And in short, The houses of the KATOHEIZAEMON-RESIDENCE were built in Keicho period. The houses of the KATOHEIZAEMON-RESIDENCE were the Hiroma, the Shoin, the Ima, the Kesho-no-ma, the Oue, the Daidokoro. The house of Shoin was different from another houses on the plan and design. The plan and design were changing to the comtemporary-style of the Shomei from the old-style of the Shomei at Keicho period.
feedback
Top